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9/it, 12-024DFENTION:Revie, of shop drawingsli4-l1§Par rnnform9
�a witty 12-02-00 o
the design concept of the protect and does not relieve the contractor \"' \ r
of responsibility for any deviation from the requirements of the shop I-04-00
drawings.Contractor shall determine and verify all field measurements. \
PPROVED 0 RETURNED FOR CORRECTION
❑ APPROVED AS NOTED 0 RETURNED WITHOUT ACTION
❑ NO17 0 SEE TRANSMITTAL L ER
COMMENTS rn
BY DATE 1 ZS p+/ 1
HULSBERG ENGINEERING,INC. FL CERT.2584
11481 ST.AUGUSTINE RD. #202
JACKSONVILLE, FL 32258
i
limos
milio Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek FILE COPY
RE: 16-040566- Springfield - Edgewater Plan MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: Springfield Builders Project Name: Edgewater Model:
Lot/Block: 38 Subdivision: Paradise Preserve
Address: 720 Paradise Lane
City: Atlantic Beach State: FL
Name Address and License#of Structural Engineer of Record, If there is one,for the building.
Name: Jeffey K. Hulsberg License#: 33152
Address: 11481 Old St.Augustine Road #202
City: Jacksonville State: FL
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 130 mph
Roof Load: 37.0 psf Floor Load: 55.0 psf
This package includes 65 individual, dated Truss Design Drawings and 0 Additional Dfa!Aillitt. o o =
• With my seal affixed to this sheet, I hereby certify that I am the Truss Design EngineeiLardtis gidq stet .1
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engin s Flu . 22 `-"-• "
No. Seal# Truss Name Date No. Seal# Truss Name Date o o o 0 o a " N
cn um =a, rr
1 T9105111 A 7/22/01623 19105133 F12 7/22/016 o a- = W W N "'
2 T9105112 Al 7/22/01 e34 T9105134 F13 7/22/016 Q,O z z Z r LL
3 T9105113 A2 7/22/0145 19105135 FT 7/22/016 `" __ z
4 T9105114 A3 7/22/0166 79105136 FT1 7/22/016 ,, o > r., w c
5 T9105115 A4 7/22/01$7 T9105137 G 7/22/016 ; G e cc cc "'"
6 T9105116 AD 7/22/01e8 T9105138 G1 7/22/016 5 L'T : " 0 0 0
s '- = zo
7 T9105117 BD 7/22/01619 79105139 G2 7/22/016 W ,�� 0 -
8 19105118 C 7/22/0180 19105140 HD 7/22/016 - ,o
9 79105119 D 7/22/0101 79105141 HJ 7/22/016 z z ccccc N
10 T9105120 D1 7/22/0132 T9105142 HJ1 7/22/016 § d a B ""Ni.. 2 w M
11 79105121 D2 7/22/0163 79105143 HJ2 7/22/016 o o _Z z LL
12 19105122 E 7/22/0184 19105144 HJ3 7/22/016
13 19105123 F 7/22/0185 19105145 J1 7/22/016 0 014---' o . o LL
14 19105124 Fl 7/22/0136 19105146 J2 7/22/016 0 ct 2 4. 0 40 E.2:--1
15 T9105125 F2 7/22/0107 T9105147 J3 7/22/016 m z D-, o o ii .a'z
16 T9105126 F3 7/22/0168 T9105148 J4 7/22/016c, c
17 T9105127 F3A 7/22/0169 T9105149 J5 7/22/016 ?a = a a z m V)
18 19105128 F4 7/22/0160 19105150 J6 7/22/016 N - ,
19 19105129 F5 7/22/0161 19105151 J7 7/22/016 a S o 43 0 0 m R:'.5-,'
20 T9105130 F6 7/22/0162 T9105152 J8 7/22/016
21 T9105131 F7 7/22/0163 T9105153 J9 7/22/016
22 T9105132 F8 7/22/0184 T9105154 J11 7/22/016
`tots a i�irri.
The truss drawing(s)referenced above have been prepared by MiTek `�.%O�PS.A. A, ,,0��
USA,Inc.under my direct supervision based on the parameters `.�,`.r..��G E IVS�.;9.I,�.,'
provided by TrussMart Building Compts,LLC. •
Truss Design Engineer's Name: Albani, Thomas _ No 39380
My license renewal date for the state of Florida is February 28,2017. _ : * -
--v: 'Cr=
:13:. STATE OF .'./�
IMPORTANT NOTE:The seal on these truss component designs is a certification
*".•�,n•.,,ci O p:;\��
that the engineer named is licensed in the jurisdiction(s)identified and that the 0, (� O R
designs comply with ANSI/TPI 1. These designs are based upon parameters #i ss "' * �%,
shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 'ei,SON A, jos�
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only,and was not taken into account in the preparation of Thomas A.Alban/PE No.39380
these designs. MiTek has not independently verified the applicability of the design Mrrek USA.Inc.FL Cert 6634
parameters or the designs for any particular building. Before use,the building designer 6904 Parke East Blvd.Tampa FL 33610
should verify applicability of design parameters and properly incorporate these designs Date:
into the overall building design per ANSI/TPI 1,Chapter 2.
July 22,2016
i Albani,Thomas 1 of 2
i
s }
•
RE: 16-040566 - Springfield - Edgewater Plan
Site Information:
Customer Info: Springfield Builders Project Name: Edgewater Model:
Lot/Block: 38 Subdivision: Paradise Preserve
Address: 720 Paradise Lane
City: Atlantic Beach State: FL
No. Seal# Truss Name Date
45 T9105155 J12 7/22/016
46 T9105156 J13 7/22/016
• 47 T9105157 J14 7/22/016
48 T9105158 J15 7/22/016
49 T9105159 J16 7/22/016
50 T9105160 J17 7/22/016
51 T9105161 J18 7/22/016
52 T9105162 J19 7/22/016
53 T9105163 L 7/22/016
54 T9105164 L1 7/22/016
55 T9105165 LD 7/22/016
56 T9105166 M 7/22/016
57 T9105167 M1 7/22/016
58 T9105168 M2 7/22/016
59 T9105169 N 7/22/016
60 T9105170 0 7/22/016
61 T9105171 OD 7/22/016
62 T9105172 P 7/22/016
63 T9105173 P1 7/22/016
64 T9105174 P2 7/22/016
65 T9105175 P3 7/22/016
•
•
2 of 2
1 A
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105111
16-040566 A Hip 1 1
Job 3_efer nce(optional i
TrusuMeri Bulking Components, Midway,GA 7.640 s Apr 19 2016 MiTek industries,Inc.Thu Jul21 16:44:54 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-?SO?xnmjpb?fYe2fbyZ 03mrETsGWkCfM1007oyvoQt
I 5-8.13 I 10-10-8 I 16.0-e 1 70_15-0 I 25-7-8 30.9.8 36-1-3 I 41-8-0 I
5-6-13 5.3-12 5-2-0 4-9-8 4-9-8 5-2-0 5-3-12 5-6-13
Scale=1:75.4
5x8=
3x4 = 5x8
6.00 FE 5
22 8 23 7
It' , a
3x4 i 3x4
3x6 i 21 4 •
8 24
3x6
.. 4x4 % 3 - 9 4x4
2 10
ab
20 25
1 ii•/ t1 M
a
19 18 28 27 17 16 28 29 15 14 30 31 13 12 3x8=
3x6 = 3x4= 34= 3x10 = 3x10= 3x6 3x4 = 3x10 J
3x10
1.5.1241.8-0
1-1-08-7.3 18-0.8 25.7-8 33-0.13 I 40-2-4 -0 I
11.4-0 II 7-1.7 I 7.5.5 I 9-7-0 I 7.5-5 7.1.7 0.1.2
0-1-12 1-4.0
Plate Offsets(X,Y)— 15:0-3-0,0-2-01,17:0-3-0,0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.31 15-16 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.67 15-16 >704 180
BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.15 12 n/a n/a
BCDL 10.0 I Code F8C2014/TP12007 (Matrix) Weight:245 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-16.6-15
REACTIONS. (lb/size) 19=1542/0-3-8,12=1542/0-3-8
Max Horz 19=-221(LC 10)
Max Uplift 19=-488(LC 12),12=-452(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-20=-285/0,2-20=-258/0,2-3=-2330/869,3-21=-2277/884,4-21=-2234/887,
4-5=-1959/848,5-22=-1724/822,6-22=-1724/822,6-23=-1724/822,7-23=-1724/822,
7-8=-1959/848,8-24=-2234/887,9-24=-2277/884,9-10=-2331/869,10-25=-258/0,
11-25=-285/0
BOT CHORD 18-19=-706/2173,18-26=-6-44/2091,26-27=-644/2091,17-27=-644/2091,
16-17=-644/2091,16-28=-499/1829,28-29=-499/1829,15-29=-499/1829,
14-15=-630/1934,14-30=-630/1934,30-31=-630/1934,13-31=-630/1934,
12-13=-692/2007
WEBS 4-16=-424/277,5-16=-188/640,6-16=-2961158,6-15=-296/158,7-15=188/640,
8-15=-424/277,2-19=-229411071,10-12=-2294/1071
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft:L=42ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 16-0-8,Exterior(2)16-0-8 to
31-6-3,Interior(1)31-6-3 to 41-8-0 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)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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 488 lb uplift at joint 19 and 452 lb uplift at
joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. mit
Design valid for use only with MiTekta connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
I
!I Job Truss Truss Type I Qty Ply Springfield-Edgewater Plan
79105112
16-040566 Al Piggyback Base3 1
! 11Job_Reference(optional)
TmssMarl Buffing Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:44:55 2016 Page 1
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-TfyN87nLav7 WAodr9g4DZHJxvtEDfH8pahmZfEyvoQs
1 7-34 1 15-0-1 20-10-0 I 26-7-15 1 33-10-12 1 41-8-0 I
7-9-4 7-2-12 5-9-15 5-9-15 7-2-12 7-9-4
Scale=1:73.8
800 12 5x8= 1.5x4 II
548 =
4 21 5 22 8
r 4 _.
3x8
3x8
4x12 % 203. ) 34x12
2 8 d
r:
19- 711,. �` 24
\ 9
M 1 �41 �• Ileo
d 8 17 16 15 25 14 26 13 12 11 10
03x8 =
18
3x8= 3x10
II 348= 3x10= 3x4 = 1.5x4 I!
3x10
• 3x10 G 3x4= 3x6=
11.4.01 7-9-4 1 15-0-1 1 20-140 1 26-7-15 I 33-1412 I 40-4-0 1N-8A
1-4-0 6-5-4 7-2-12 5-9-15 5-9-15 7-2-12 6-5-4 1-4-0
Plate Offsets(X,Y)— (4:0.6-0,0-2-8J,j6:0-6-0,0-2-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.16 14 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.39 11-13 >999 180
BCLL 0.0 * Rep Stress Inc( YES WB 0.59 Horz(TL) 0.16 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:246 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-9 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-15,8-13,2-18,8-10
REACTIONS. (lb/size) 18=1542/0-3-8,10=1542/0-3-8
Max Horz 18=207(LC 11)
Max Uplift 18=-488(LC 12),10=-452(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-19=-278/0,2-19=-25110,2-20=-2038/829,3-20=-2006/833,3-4=-1939/854,
4-21=-1904/895,5-21=-1904/895,5-22=-1904/895,6-22=-1904/895,6-7=-1939/854,
7-23=-2006/833,8-23=-2038/829,8-24=-251/0,9-24=-278/0
BOT CHORD 17-18=-733/2180,16-17=-733/2180,15-16=-733/2180,15-25=-499/1799,
14-25=-499/1799,14-26=-485/1740,13-26=-485/1740,12-13=-719/2094,
11-12=-719/2094,10-11=-719/2094
WEBS 2-17=0/273,2-15=-440/266,4-15=-50/418,4-14=-149/405,5-14=-346/248,
6-14=-149/405,6-13=-501418,8-13=-441/266,8-11=0/273,2-18=-2271/964,
8-10=-2271/964
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 15-0-1,Exterior(2)15-0-1 to
32-6-11,Interior(1)32-6-11 to 41-8-0 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 488 lb uplift at joint 18 and 452 lb uplift at
joint 10.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mi'
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312•Alexandria,VA 22314. Tampa.FL 36610
3 #
Job Truss Truss Type Oty Ply Springleld-Edgewater Plan
T9105113
16.040566 A2 Hip 1 1
Job Reference(optional)
TruasMari Buidng Components, Midway,GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 21 16:44:56 2016 Page I
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-yrWIMTo LDFNnxC2jNbS6Us81NHbhOISypLV6ChyvoQr
I 7-3.8 I 14-0-8 I 20-10-0 I 27-7-8 34-4.6 I 41-8-0
7-3-8 6-9.0 8-9-8 6-9-8 6-9-0 7-3-8
Scale=1:72.5
5x8=
1.5x4 I; 5x8=
3 19 20 4 21 22 5
6.00(12 � � �
4x12 i 46x12
18
2 23
n
7 / 24
111111
1 � ei b .7 IM
di
16 15 14 13 25 12 26 11 10 g 8 3x8
3x61.5x4 I I 3x4 = 3x8 3x10= 3x6 3x4 = 1.5x4 I 3x10
3x10
1-5-12 41-8-0
7.3.8 14.0.8 20-10-0 27.7.8 34-4.8 40.2-4
1-4ti-0-0 ll 5-9-12 I 6.3-0 I 8.3-8 I.__. 6.9.8 I 8-9.0 I 5.9-12 40 0-1-72
0.1-12 1-4-0
Plate Offsets(X,Y)- 13:0-6-0,0.2-81,15:0-6-0.0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 12-14 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.37 12-14 >999 180
BCLL 0.0 ' Rep Stress lncr YES WB 0.52 Horz(TL) 0.16 8 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:240 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-4 oc bracing.
. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-16,6-8
REACTIONS. (lb/size) 16=1542/0-3-8,8=1542/0-3-8
Max Horz 16=194(LC 11)
Max Uplift 16=-488(LC 12),8=-452(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-17=-252/0,2-18=-2092/848,3-18=-2000/871,3-19=2048/938,19-20=-2048/938,
4-20=-2048/938,4-21=-2048/938,21-22=-2048/938,5-22=-2048/938,5-23=-2000/871,
6-23=-2092/848,7-24=-252/0
BOT CHORD 15-16=-741/2174,14-15=-741/2174,13-14=-529/1862,13-25=-529/1862,
12-25=-529/1862,12-26=-515/1794,11-26=-515/1794,10-11=-515/1794,9-10=-727/2085,
8-9=-727/2085
WEBS 2-14=-363/241,3-14=-38/394,3-12=-179/493,4-12=-414/298,5-12=-179/493,
5-10=-38/394,6-10=364/241,2-16=-2287/971,6-8=-2287/971
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 14-0-8,Exterior(2)14-0-8 to
33-6-3,Interior(1)33-6-3 to 41-8-0 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 488 lb uplift at joint 16 and 452 lb uplift at
joint 8.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
I
--
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. minr
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek
a always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery.rection and bracing of trusses and truss systems.see ANSI/TP11 Duality Criteria,DSB-89 and BCSI Building Component I 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 36610
a ill
f Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
Ili79105114
16-040566 A3 Hip 1 1
Job Refe erlce.(optional)..—
, TrussMart Buildng Components, Midway.GA 7.640 s Apr 1992016 MiTek industries.Inc.Thu Jul 21 16:44:57 2016 Page 1
ID:Vz173Dbf D27KVUpi6D9vrXz6JKd-Q 147Zpoc6WNEP5nEH57heiOK1 hv17E062?Fgk7yvoQq
I 6-3-8 1 12-0-8 17-8-9 I 23-11-7 1 29-7-8 I 35-4-8 I 41-8-0 1
6-3-8 5-9-0 5-8-1 6-2-14 5-8-1 5-9-0 6-3-8
Scale=1:72.5
5x6= 3x4= 3x6=1.5x4 II
5x6=
3 19 20 4 5 6 21 22 7
6.0012 r= g is
446 4x8
2 8 r
/)111t.:.
/-18 \Illtr
- 23 �
cn 1 9 n
d
17 16 24 25 15 14 26 13 12 27 28 11 `,03x6=
3x6 = 3x4 = 3x8=304 = 3x10_3s8 3x4 = 3x10
3x10 i
1_4-Q1 9-0-2 17-8-9 1 23-11-7 1 32-7-14 1 40-4-0 p-8-Q1
1-4.0 7-8-2 8-8-7 6-2-14 8-8-7 7-8-2_ 1-4-0
Plate Offsets(X,Y)— 13:0-3-0,0.2-01,17:0-3-0.0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.28 11-13 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.63 11-13 >742 180
BCLL 0.0 • Rep Stress Incr YES WB 0.41 Horz(TL) 0.16 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:230 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-13,2-17,8-10
REACTIONS. (lb/size) 17=1542/0-3-8,10=1542/0-3-8
Max Horz 17=166(LC 11)
Max Uplift 17=488(LC 12).10=-452(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-287/0,2-18=-261/0,2-3=-2341/938,3-19=2324/1002,19-20=-2324/1002,
4-20=-2324/1002,4-5=-2317/1002,5-6=-2317/1002,6-21=-2317/1002,21-22=-2317/1002,
7-22=-2317/1002,7-8=-2329/938,8-23=-261/0,9-23=-287/0
BOT CHORD 16-17=-772/2183,16-24=-593/1959,24-25=-593/1959,15-25=-593/1959,
14-15=-593/1959,14-26=-717/2387,13-26=-717/2387,12-13=-580/1865,
12-27=-580/1865,27-28=-580/1865,11-28=-580/1865,10-11=-758/2048
WEBS 3-16=-60/340,3-14=-243/750,4-14=-400/262,6-13=-342/260,7-13=-242/749,
7-11=-60/343,2-17=-2355/1085,8-10=-2346/1085
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II:
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 12-0-8,Exterior(2)12-0-8 to
35-5-12,Interior(1)35-5-12 to 41-8-0 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 488 lb uplift at joint 17 and 452 lb uplift at
joint 10.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
I
a WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Frei('
is akvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610
)a
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105115
16-040566 AI Hip 1 1
Job Reference(optional)
TrussMart Bulking Components, Midway,GA 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul21 18:44:57 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-Q 147Zpoc6WNEP5nEH57heiOD3hwk77W62?Fgk7yvoQq
5-3-8 I 10-0-8 1 17.2.13 I 245.3 1 31-7-8 I 38.4.8 I 41-8-0 I
5-3-8 4-9-0 7-2-5 7-2-5 7.2.5 4-9-0 5-3-8
Scale-1:72.5
5x8=
1.5x4 II 3x8= 384 = 5x8=
6.00 RI 3 19 20 4 5 6 21 22 7
b 1ru fi
456 4 4x8
i V 8
2 23 r.
18 � 1
I
17 16 15 14 13 12 11 1 03x8 =
3x10
388 3x4= 3x8 3x4= 3x4=
3x10* 3x10= 3x8=
11-401 10-0-8 I 17-2-13 I 24-5-3 I 31-7-8 I 40.4-0 41-8-9
1-4-0 8-8-8 7-2-5 7-2-5 7-2-5 8-8-8 1-4-0
Plate Offsets(X.Y)— 13:0-6-0.0-2-81,17:0-6-0.0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 • Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.23 13-14 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.54 13-14 >864 180
BCLL 0.0 * Rep Stress Incr YES WB 0.85 Horz(TL) 0.17 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:224 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-9 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-14
REACTIONS. (lb/size) 17=1542/0-3-8,10=1542/0-3-8
Max Horz 17=139(LC 11)
Max Uplift 17=-489(LC 12),10=-452(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-419/0,2-18=-393/0,2-3=-2277/904,3-19=-2759/1144,19-20=-2759/1144,
4-20=-2759/1144,4-5=-2759/1144,5-6=-2759/1144,6-21=-2759/1144,21-22=-2759/1144,
7-22=-2759/1144,7-8=-2276/904,8-23=-393/0,9-23=-419/0
BOT CHORD 1-17=0/357,16-17=-772/1954,15-16=-622/1985,14-15=-622/1985,13-14=-900/2759,
12-13=-608/1985,11-12=-608/1985,10-11=-758/1954,9-10=0/357
WEBS 3-16=0/272,3-14=-385/1018,4-14=-410/305,6-13=-448/303,7-13=386/1018,
7-11=0/272,2-17=-2204/1178,8-10=2203/1178
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26fl;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 10-0-8,Exterior(2)10-0-8 to
37-6-3,Interior(1)37-6-3 to 41-8-0 zone;cantilever left and right exposed;C-C for members and forces&MVVFRS 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 489 lb uplift at joint 17 and 452 lb uplift at
joint 10.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 _ 1
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. NMI
Design valid for use only with MITek®connectors.This design is based onty upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' M 1Te k
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIrTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandna.VA 22314. Tampa.FL 36610_
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105116
16.040566 AD Hip Girder I 1
Job Reference(optional)
TrussMart Bu tdng Components. Midway,GA 7.640 0 Apr 19 2016 MITek Industries,Inc.Thu Jul 21 16:44:59 2016 Page 1
ID:Vz173DbfD27KVUpi609vrXz6JKd-MQBu Vgse8dxePxdOW99j7TdWUasbOTOVJkmo?yvoQo
' I 4-3-8 1 8-0-8 1 13-8-0 1 18-4-11 r 23-3-5 I 28-2-0 I 33-7-8 I 37-4-8 I 41-8-0 I
4-3-8 3-9-0 5-5-8 4-10-11 4-10-11 4-10-11 5-5-8 3-9-0 4-3-8
Scab=1:71.9
7x10 MT2OHS= 4x4 = 700 MT2OHS=_
2x4 ;1 4x8= 4x8= 2x4 II
8.00 12 3 244 25 28 27 5 28 29 306 7 31 32 33 8 34 9
LI
8012�/ _ 8 6x12-Nos
2 10N
A1 w7'11•*
11 m
2322 21 20 19 35 38 18 37 38 39 17 40 41 16 15 14 1312
4x8 = 4x4 8x12 MT2OHS= 2x4 I I 4x4= 8x12 MT2OHS= 4x4= 4x8=
7x10= 8x12 =
11-4-01 4-3-8 8-0-8 13.8-0 18.411 23-3-5 28-2-0 33-7-8 37-4-8 40-4-0 1-8-0
1.4-0 2-11-8 I 3-9-0 1 5-5-8 I 410-11 } 4-10-11 1 4-10-11 1 5-5-8 1 3-9-0 1 2-11-8 11-401
Plate Offsets(X.Y)— [[1:0-2-4.0-0-101.13:0-5-0.0-1-71.f9:0-5-0,0-1-71.(13:0-5-8.0-4-41.116:0-5-8.0-4-121.119:0-5.8.0-4-121.122:0-5-0.0-4-41
LOADING(psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 I Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.60 17-18 >766 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.07 17-18 >433 180 MT2OHS 187/143
BCLL 0.0 ' Rep Stress lncr NO WB 0.95 Horz(TL) 0.25 13 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:286 lb FT=20%
LUMBER- BRACING-
i TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purlins.
3-7,7-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing.
BOT CHORD 2x6 SP No.2'Except* WEBS 1 Row at midpt 3-19,9-16,10-13
16-19:2x6 SP SS
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 13=30921(0-3.8+bearing block) (req.0-3-10),22=31551(0-3-8+bearing block) (req.0-3-12)
Max Horz 22=-108(LC 23)
Max Uplift 13=-1233(LC 8),22=-1316(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-255/75,2-3=-5082/2130,3-24=-7853/3418,4-24=-7854/3418,4-25=-7853/3417,
25-26=-7853/3417,26-27=-7853/3417,5-27=-7853/3417,5-28=-8756/3816,
28-29=-8756/3816,29-30=-8756/3816,6-30=-8756/3816,6-7=-7667/3319,
7-31=-7667/3319,31-32=-7667/3319,32-33=-7667/3319,8-33=-7667/3319,
8-34=-7668/3320,9-34=-766713320,9-10=-496412076,10-11=-269/74
BOT CHORD 21-22=-1482/3647,20-21=-1482/3647,19-20=-1787/4534,19-35=-3689/8826,
35-36=-3689/8826,18-36=-3689/8826,18-37=-368918826,37-38=-3689/8826,
38-39=-3689/8826,17-39=-3689/8826,17-40=-365118756,40-41=-3651/8756,
16-41=-3651/8756,15-16=-1736/4429,14-15=-1480/3640,13-14=-1480/3640
WEBS 2-20=-400/1079,3-20=-424/280,3-19=-1808/4130,4-19=332/213,5-19=-1277/572,
5-18=-139/508,6-17=-177/568,6-16=-1427/653,8-16=-336/216,9-16=-1749/4028,
9-15=-416/275,10-15=-360/990,10-13=-4448/1919,2-22=-4510/1989
NOTES-
1)2x6 SP No.2 bearing block 12"long at jt.22 attached to front face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total fasteners.
Bearing is assumed to be SP No.2.
2)2x6 SP No.2 bearing block 12"long at jt.13 attached to front face with 3 rows of 10d(0.131'x3")nails spaced 3"o.c.12 Total fasteners.
Bearing is assumed to be SP No.2.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft:B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1233 lb uplift at joint 13 and 1316 lb uplift at
joint 22.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
- -- - 1
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 1111
Design valid for use only with MITek&connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must vent'the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.AddOlonal temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7Pil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610
}
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105116
16-040566 AD Hip Girder 1 1
Job Reference(ootionall
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MITek Industries.Inc.Thu Jul 21 16:44:59 2016 Page 2
ID:Vz173Dbf D27 KVUpi6D9vrXz6J Kd-M Q B u_Vgse8dxePxd 0 W99j7TdVVUasbOTOVJkm o?yvoQo
NOTES-
11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)77 lb down and 75 lb up at 15-0-12,77 lb down and 75 lb up at 17-0-12,77
lb down and 75 lb up at 19-0-12,77 lb down and 75 lb up at 20-10-0,77 lb down and 75 lb up at 22-7-4,and 77 lb down and 75 lb up at 24-7-4,and 77 lb down and 75 lb up
at 26-7-4 on top chord,and 1080 lb down and 514 lb up at 13-6-12,145 lb down and 78 lb up at 15-0-12,145 lb down and 78 lb up at 17-0-12,145 lb down and 78 lb up at
19-0-12,145 lb down and 78 lb up at 20-10-0,145 lb down and 78 lb up at 22-7-4,145 lb down and 78 lb up at 24-7-4,and 145 lb down and 78 lb up at 26-7-4,and 915 lb
down and 424 lb up at 28-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,3-9=-54,9-11=54,1-11=-20
Concentrated Loads(Ib)
Vert:19=-1080(F)16=-915(F)25=-22(F)27=-22(F)28=-22(F)29=-22(F)30=-22(F)31=-22(F)33=-22(F)35=-145(F)36=-145(F)37=-145(F)38=-145(F)39=-145(F)
40=-145(F)41=145(F)
WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. p
Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for art individual building component.not
a truss system.Before use.the building designer must verify the applicabikty of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parve East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 36610
ii fo
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105117
16-040566 • BD Hip Girder 1 1
Job Refelence(o tip onaq
TrussMart Buildog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:00 2016 Page 1
I D:Vz173DbfD27 KVUpi6D9vrXz6J Kd-qct G B rrU P R IoGZWpyDgO GKOmauuQ KbsYkzTKLSyvoQn
1 1-5-12 1 4-0-7 I 8-9-8 I 13.9- I 16-3-9I 20-10.4 I 22-4-0 I
1-5-12 2-6-11 4-9-0 4-9-0 4-9-0 2-6-11 1-5-12
Scale=1:38.4
4x8= 4x8=
800 IT 3x4= 3x4=
3 16 17 4 18 19 20 21 22 5 23 24 8
3x6 7
8
2
n r3
III
�1 �•
1 mow, � a
-• 1.
3x4 = _ l. 3x4
15 14 25 13 28 12 27 11 28 10 9
3118 I I 3x10= 4x8= 508= 4x8= 3x10= 31B II
I 1-4-0 1..2 4-0-7 I 7-10-11 I 11-2-0 I 14-5-5 I 18-3-9 I 20-10-0 21 22-4-0 I
1-4-0 0-T-12 2-6-11 3-10-3 3-34 3-3-5 3-10-3 24.11 0-1-12 1-4-0
Plate Offsets(X,Y1— 13:0-6-4,0-2-01,16:0-6-4.0.2-01.110:0-3-8.0-1-81,112:0-3-0.0-3.01.114:0-3-8,0.1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.22 12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.35 12 >657 180
BCLL 0.0 * Rep Stress Incr NO WB 0.43 Horz(TL) 0.07 9 n/a n/a Weight:109 lb FT=20°k
BCDL 10.0 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-15 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 15=1641/0-3-8,9=1669/0-3-8
Max Horz 15=56(LC 7)
Max Uplift 15=-880(LC 8),9=-858(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1936/998,3-16=-3353/1734,16-17=3353/1734,4-17=-3353/1734,4-18=-3790/1933,
18-19=-3790/1933,19-20=-3790/1933,20-21=-3790/1933,21-22=-3790/1933,
5-22=-3790/1933,5-23=-3368/1755,23-24=-3368/1755,6-24=-3369/1755,
6-7=-1973/1049
BOT CHORD 14-25=-837/1677,13-25=-837/1677,13-26=-1850/3679,12-26=-1850/3679,
12-27=-1865/3690,11-27=-1865/3690,11-28=-856/1709,10-28=-856/1709
WEBS 2-15=-1560/813,2-14=-904/1817,3-14=-430/263,3-13=-956/1911,4-13=-823/495,
4-12=-16/270,5-12=0/266,5-11=-813/484,6-11=-936/1891,6-10=-441/267,
7-10=-918/1850,7-9=-1587/818
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C:Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;porch left and right exposed;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 20.0psf 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 880 lb uplift at joint 15 and 858 lb uplift at
joint 9.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down and 143 lb up at 4-0-7,
129 lb down and 143 lb up at 6-1-3,129 lb down and 143 lb up at 8-1-3,129 lb down and 143 lb up at 10-1-3,129 lb down and 143 lb
up at 11-2-0,129 lb down and 143 lb up at 12-2-13,129 lb down and 143 lb up at 14-2-13,and 129 lb down and 143 lb up at 16-2-13,
and 179 lb down and 237 lb up at 18-3-9 on top chord,and 183 lb down and 15 lb up at 4-0-7,96 lb down at 6-1-3,96 lb down at
8-1-3,96 lb down at 10-1-3,96 lb down at 11-2-0,96 lb down at 12-2-13,96 lb down at 14-2-13,and 96 lb down at 16-2-13,and 183
S lb down and 15 lb up at 18-2-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
r MI�
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. mi
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPM Quality Criteria,DSB-89 and BCSI Building Component 8904 Parka East Blvd.
Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 36610
r �
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
T9105117
16-040566 BD Hip Girder 1 1
Job Reference(optional)
�TntssMart Buddng Components, Midway.GA 7.640 a Apr 19 2016 Mflek Industries,Inc.Thu Jul 21 16:45:00 2016 Page 2
ID:Vz173Dbf D27KVUpi6D9vrXz6JKd-gctG BrrU PRIoGZ WpyDgOGKOmauuQ KbsYkzTKLSyvoQn
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-3=54,3-6=-54,6-8=-54,1-8=-20
Concentrated Loads(Ib)
Vert:3=-129(F)6=-167(F)12=-48(F)14=60(F)13=-48(F)11=-48(F)10=-60(F)16=129(F)17=-129(F)19=-129(F)20=-129(F)21=-129(F)23=-129(F)24=-129(F)
25=-48(F)26=-48(F)27=-48(F)28=48(F)
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria.058-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610
}
Job Truss Truss Type aty Ply Springfield-Edgewater Plan
79105118
16-040566 C Hip 1 1
Job Reference(optional)
TrussMart Buildng Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:02 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-m?tOcWslx3?W WafB3eisLI5BFiifoPvrBHyRPKyvoQ1
1 6-0-5 I 11-11-3 I 17-0-0 1 20-10-0 1 24-8-0 1 29-8-13 I 35-7-11 I 41-8-0 I
11
6-0-5 5-10-13 5-0-13 3-10-0 3-10-0 5.0.13 5-10-13 6-0-5
Scale a 1:73.2
5x8= 503-=8.00 3x4 =
5 20 8 21 7
F.) '(i
3x4 i
3x8 � 3x4
g 3x8
319a 922
d 1.5x4�� t.sxa // d_
2 10 ao
1823
1 /\11\'' 'j 4/0.. ii Ka r. 11 ,�
'
4x8= 17 24 25 16 15 26 27 14 13 28 29 12 4x8=
4x12 II 4x5= 6x8=4x8= 4x8=6x8= 4x5= 4x12 II
11-401 7-8-15 1 17-8-14 1 23-11-2 I 33-11-1 1 40-4-0 41-8.01
1-4-0 6-4-15 9-11-15 6-2-4 9-11-15 8.4-15 1-40
Plate Offsets(X,Y)— 11:0-0-4 1-4-111,11:13-3-0.0-1-71.15:0-3-0.0-2-01(7:0-3-0.0-2-01,111:0.3.0.0-1-71.111:0-0-4.1-4-111
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.16 15-17 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.38 15-17 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.07 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight 300 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing.
WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-15,6-14
WEDGE
Left:2x4 SP No.2,Right:2x4 SP No.2
REACTIONS. (lb/size) 1=1531/0-3-8,11=1531/0-3-8
Max Horz 1=-230(LC 10)
Max Uplift 1=-450(LC 12),11=-450(LC 12)
Max Gray 1=1547(LC 17),11=1547(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-3087/1095,2-18=-2986/1106,2-3=-2940/1080,3-19=-2839/1097,4-19=-2834/1100,
4-5=-2082/913,5-20=-1885/893,6-20=-1885/893,6-21=-1885/893,7-21=-1885/893,
7-8=-2082/913,8-22=-2835/1100,9-22=-2839/1097,9-10=-2941/1080,10-23=-2987/1106,
11-23=-3088/1095
BOT CHORD 1-17=-928/2883,17-24=-746/2347,24-25=-746/2347,16-25=-746/2347,15-16=-746/2347,
15-26=-531/1969,26-27=-531/1969,14-27=-531/1969,13-14=-731/2196,
13-28=-731/2196,28-29=-731/2196,12-29=-731/2196,11-12=-913/2711
WEBS 2-17=-333/280,4-17=-137/616,4-15=-621/358,5-15=-243/727,6-15=-265/125,
6-14=-265/125,7-14=-243/727,8-14=-621/358,8-12=-137/617,10-12=-333/280
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-3-12,Interior(1)4-3-12 to 17-0-0,Exterior(2)17-0-0 to
30-6-11,Interior(1)30-6-11 to 41-6-4 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 450 lb uplift at joint 1 and 450 lb uplift at
joint 11.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
em a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I �•
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek.
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIfTPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Btvd
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610
r r
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105119
16-040566 D Hip 1 1
Job Reference(opkousit)
TrussMart Busdng Components. Midway,GA 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 21 16:45:03 2016 Page I
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-EBRPgstNiM7N70EOdLE5uzeF 6_MXuk Qxi_xnyvoQk
0.5-121 3.7.6 I 8-10-13 I 15-0-0 i 19-3.12 I 24-4-2 1 28-8-0 I 33-10-12 1 41-8-0 I
15-12 2-1-12 5-3-5 6-13 4-3-12 5.06 2-3-15 7-2-12 7-9-4
Scale=1:75.0
6.00 12 5x8=
2x4 I I 3x4= 54,=
6 24 7 25 8 26 9 27
3x8 1.:,
/IY 8
4x8 5
1.5x4 U
4 10
11 h
• d
3x4 I I 28 n
5x61 32�
1 2 r� ! 11a .. 12
B _ Il,
" 19 18 17 tID �� R �. f r}
8x8= 6x12— 14 29 13 4x8 =
3x6=22 21 1.5x4 I I 3x4= 16 15
6x8=2x4 II 3x6= 6x8= 4x5= 4x8 II
4x8=
15.12
1114
1+0 I1 372 1 8.10-13 1 15-0-0 I 18.3-12 1 24.4-2 I 32-11-3 I 40-4-0 1111.4.8-01
1.4-0 2-1-12 54.5 8.13 4-3-12 5-06 8-7-2 7-4-13 -0
0-1-12
Plate Offsets(X.Y)— [6:0.6.0,0-2-8(,j9:0-3-0.0-2-01.112:0.3-4.1-4-111.112:0-3-0.0-1-71.117:0-4-12,0-3-01.120:0-2-8.0.3-01.122:0-3-8,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.93 Vert(LL) 0.21 17-18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.46 17-18 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.26 12 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:294 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
7-16:2x6 SP No.2,14-16,12-14:2x8 SP SS
WEBS 2x4 SP No.2
WEDGE
Right:2x4 SP No.2
REACTIONS. (lb/size) 22=1599/0-3-8,12=1474/0-3-8
Max Horz 22=205(LC 11)
Max Uplift22=-517(LC 12),12=-432(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3166/1091,3-23=-3507/1250,4-23=-3482/1268,4-5=-2327/940,5-6=-2244/961,
6-24=-2228/999.7-24=-2228/999,7-25=-2204/996,8-25=-2204/996,8-26=-1970/911,
9-26=-1970/911,9-27=-2630/1155,10-27=-2704/1132,10-11=-2730/1130,
11-28=-2726/1050,12-28=-2826/1033
BOT CHORD 21-22=-92/263,19-20=-894/2576,18-19=-894/2576,17-18=-593/2015,7-17=-280/217,
15-16=-122/405,14-15=-551/1861,14-29=-551/1861,13-29=-551/1861,12-13=-863/2462
WEBS 2-22=-1400/548,20-22=-337/199,4-20=-211/789,4-19=0/267.4-18=6991347,
6-18=-103/463,6-17=-196/496,15-17=-450/1588,8-17=-158/466,8-15=-572/273,
9-15=-116/505,9-13=-326/844,11-13=-450/391,2-20=-961/2728
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10:Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26f1;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 15-0-0,Exterior(2)15-0-0 to
32-6-11,Interior(1)32-6-11 to 41-6-4 zone;cantilever lett 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 22 and 432 lb uplift at
joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1r
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Mll•7477 rev.10/03/2015 BEFORE USE. I mitDesign valid for use only with MITek®connectors.This design is based only upon parameters shown•and is for an individual budding component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/7P11 Quality Criteria,00829 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 36610
1
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105120
16-040566 Dl MONOPITCH GIRDER 1 1
(Job Reference(optional)
TrussMart Buildng Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:03 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-EBRPgstNiM7N70EOdLE5uzeRS62iX_o Qxi xnyvoQk
3.4.4
6-8-8
3.4.4 3-4-4
1.5x4 I I Scale=1:28.4
3
6.00'.12
3x4
3x4
1
NIA"
¢ r� r r
7 B g 4
6 4x4= 4x4 =
2x4 II
3-4-4 6.8.8
3-4-4 3.4-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeS lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 4-5 >999 240 MT20 244/190
TCDL 7.0 • Lumber DOL 1.25 BC 0.48 Vert(TL) -0.03 4-5 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:45 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=1100/Mechanical,6=614/0-3-8
Max Horz 6=135(LC 8)
Max Uplift4=-494(LC 8),6=-160(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-813/261,1-6=-575/199
BOT CHORD 5-8=-336/707,8-9=-336/707,4.9=-336/707
WEBS 2-5=-241/651,2-4=-869/414,1-5=-206/723
NOTES-
1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5tt;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.0psf 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 494 lb uplift at joint 4 and 160 lb uplift at
joint 6.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 lb down and 5 lb up at 0-1-12,
108 lb down and 23 lb up at 2.3-13,and 682 lb down and 348 lb up at 4-2-12,and 413 lb down and 170 lb up at 6-2-12 on bottom
chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,4-6=-20
Concentrated Loads(Ib)
Vert:6=-36(B)7=-108(B)8=-682(B)9=-413(B)
AWARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component i 6904 Parke East Blvd.
Safety Information available from Truss Ptate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 36610
•
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
T9105121
16-040566 02 Monopitch Girder 1 1
Job Reference(optional)
TrussMart Buildng Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:04 2016 Page 1
ID:Vz173DbtD27KVUpi6D9vrXz6J Kd-j0?n1 Cu?TgFEIApaB31KOABc3VOwGQ I81bRXUDyvoOj
3.4.4 { 8.8.8
3.4.4 3.44
1.5x4 I I Scale=126.4
3
r
6.00 12
3x4
2
401°j
3x4 4
1
in
7 8
5 4
6 6x8 = 4x4 =
2x4 II
3-4-4 { 8.8.8
3-4-4 3-4-4
Plate Offsets(X,Vi— 15:0-3-8,0-3-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeE Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.02 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.03 4-5 >999 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.27 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:45 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=935/Mechanical,6=755/0-3-8
Max Horz 6=135(LC 8)
Max Uplift4=-404(LC 8),6=-233(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-975/326,1-6=-679/241
BOT CHORD 5-8=-394/851,4-8=-394/851
WEBS 2-5=313/828,2-4=-1047/485,1-5=-265/871
NOTES-
1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 404 lb uplift at joint 4 and 233 lb uplift at
joint 6.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 23 lb up at 1-3-13,
and 682 lb down and 348 lb up at 3-2-12,and 425 lb down and 150 lb up at 5-2-12 on bottom chord. The design/selection of such
connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pIf)
Veil:1-3=-54,4-6=-20
Concentrated Loads(lb)
Vert:5=-682(F)7=-108(F)8=-425(F)
ik/ r
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Weld,connectors.This design Is based only upon parameters shown,and is loran individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabncation,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,OSB-89 and BC51 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 36610
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105122
16-040566 E Hip i 1
Job ReferencOptional)
TrussMatt Building Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:05 2016 Page 1
I D:Vz173DbfD27 KVUpi6D9vrXz6J Kd-BaZ9EYudD_N5N KOmImGZzOjfxvg_?oFHt FB50yvoQ i
1 2-1-0 13-74 i 6-0-1 I 13-0-0 I 19-3-12 I 24-8-2 I 28-8-0 I 34-15-12 I 41-8-0
2-1-0 1-8-8 r 4-4-9 4-11-15 6-3-12 5-24 4-1-14 6-2-12 6.9-4
Scale=1:73.5
5x8=
3x4 II 3x4 = 5x6=
23 24 8 25 7 28 8 27
6.00 Fii °>• * ;a
458 i
1.554 //
4
p.
22 , 9
3x4 II d
5x6 i 3 21
10 . 28
2 �'El '"iii10 c
01 i
8 6x12= 17 18 6x12
3x8=20 19 1.5x4 II 3x4= 14 13 12 29 30 11 • 458=
6x8 =2x4 II 358= 6x8 = 4x5= 4512 II
4x12 =
15.12
11.4.011 3-74 1 5 -0-1 I 110-0 I 19.3.12 I 245.2 } 33.'-7 I 40-4-0 414.0
1.4-0 2-1-12 4-4-9 4-11-15 8.3.12 5-24 8-7-6 7.25 1�-O
I
0-1.12
Plate Offsets(X,Y)— r5:0-6-0,0-2-81.18:0-3-0,0-2-01.(10:0.0-4,1-4-111,1110:0-3-0 0-1-71(15:0-4-0.0-2-121,r18:0-5-8,0-3-O1,120:0-3-8,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.23 15-16 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.55 15-16 >865 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.26 10 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:280 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins.
BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing.
6-14:2x6 SP No.2,12-14,10-12:2x8 SP SS
WEBS 2x4 SP No.2
WEDGE
Right:2x4 SP No.2
REACTIONS. (lb/size) 20=1599/0-3-8,10=1474/0-3-8
Max Horz 20=177(LC 11)
Max Uplift20=517(LC 12),10=-432(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3149/1112,3-21=-3444/1261,21-22=-3420/1264,4-22=-3356/1275,4-5=-2493/1011,
5-23=-2655/1132,23-24=-2654/1132,6-24=-2654/1132,6-25=-2595/1109,
7-25=-2595/1109,7-26=-2269/995,8-26=2269/995.8-27=-2689/1107,9-27=-2699/1084,
9-28=-2736/1104,10-28=-2877/1090
BOT CHORD 19-20=-91/256,17-18=-931/2631,16-17=-931/2631,15-16=-668/2180,6-15=-343/263,
13-14=-203/517,12-13=-626/1996,12-29=-626/1996,29-30=-626/1996,11-30=-626/1996,
10-11=-923/2518
WEBS 18-20=-315/193,5-16=-84/449,5-15=-284/727,13-15=-504/1777,7-15=-173/537,
7-13=-651/324,8-13=-172/610,8-11=-216/675,9-11=-385/349,2-20=-1402/555,
4-18=-167/662,4-16=-581/308,2.18=-977/2719
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 13-0-0,Exterior(2)13-0-0 to
34-6-11,Interior(1)34-6-11 to 41-6-4 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 20 and 432 lb uplift at
joint 10.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4 � /
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2085 BEFORE USE. NI
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Fre k.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage.deiivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria.DSB-89 and BC51 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 36610
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105123
16-040566 F Hip 1 1
Job$eference(optional)
TruesMad Butdng Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:06 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-fm6XSuvF HVy_UzzlUnoWbGghJxBkFT06vweY6yvoQh
I 3-7-8 I 7-3-12 I 11-0-0 1 15-1-14 1 19-3-12 1 24-2-14 1 30.8-0 I 35-10-12 I 41-8-0 I
3-7-8 3-8-4 3-8-4 4-1-14 4-1-14 4-11-2 8-5-2 5-2-12 5-9-4
Scale=1:73.5
558= 2x4 II 3x4=
3x4= 5x6 =
8.00 12 5 23 8 24 25 7 8 26 27 28 9
r, O.
4x5 i
4 1.5x4
3x4 II 10
i
441111)
21 295x8 i 3 30
2 /U41 .'�'�' 099/ 11
d . 5x8= 17 6x12=
3x6=20 19 3x8= 15 14 13 31 32 12 4x8=
6x8=2x4 II 34= 6x8 = 4x5= 4x12 II
4x12=
11.4-0 1 3-7-8 I 11-0-0 1 19-3-12 1 24-2-14 1 32-8-10 I 40-4-0 41-8-01
1-4-0 2-3-8 7-4-8 8-3-12 4-11-2 8-5-12 7-7-6 1-4-0
Plate Offsets(X,Y)-- 15:0-3-0,0-2-01,[9:0-3-0,0-2-0].111:0-0-4,1-4-111.111:0-30,0-1-71.115:0-3-12,0-2-6).116:0-4-4,0-2-,2),118:0-2-8.0-3-4.120:0-3-8,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.28 16-17 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.73 16-17 >657 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.27 11 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:270 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins.
BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing.
7-15:2x6 SP No.2,13-15,11-13:2x8 SP SS
WEBS 2x4 SP No.2
WEDGE
Right:2x4 SP No.2
REACTIONS. (Ib/size) 20=1599/0-3-8,11=1474/0-3-8
Max Horz 20=150(LC 11)
Max Uplift 20=-517(LC 12),11=-432(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3169/1139,3-21=-3485/1286,21-22=-3471/1289,4-22=-3455/1297,4-5=2674/1050,
5-23=-2374/992,6-23=-2374/992,6-24=-3211/1292,24-25=-3211/1292,
7-25=-3211/1292,7-8=-3134/1265,8-26=2702/1135,26-27=-2702/1135,
27-28=-270211135,9-28=-2702/1135,9.10=-2655/1048,10-29=-2793/1167,
29-30=-2806/1165,11-30=-2924/1155
BOT CHORD 17-18=-980/2656,16-17=-953/2881,14-15=-256/623,13-14=-694/2158,13-31=-694/2158,
31-32=-694/2158,12-32=-694/2158,11-12=-990/2570
WEBS 5-17=-311/978,6-17=-831/387,6-16=-129/534,14-16=-633/2112,8-16=-181/626,
8-14=-786/392,9-14=-266/806,9-12=-98/494,10-12=-352/337,4-18=110/673,
4-17=-412/305,2-20=-1419/562,2-18=-1000/2729,18-20=-265/191
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 11-0-0,Exterior(2)11-0-0 to
36-6-11,Interior(1)36-6-11 to 41-6-4 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)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,with BCDL=10.Opsf.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 20 and 432 lb uplift at
joint 11.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
MEMAWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. mit
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,safe 312.Alexandria,VA 22314. Tampa,FL 36610
e 0
Job Truss Truss Type Oty Ply Springfield-Edgewater Plan
79105124
16-040566 Fl Floor Supported Gable 1 1
Job Reference(optional)
TiussMart Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:07 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-7zgvfEwtlbdpceY9sB112pp8Kj WwTr2aLYgC4YyvoQg
0-1 8 418
Scale=1:40.4
3x4= 3x6 FP=
1 2 34 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Ill t t
..
,,,
T X AXXAXXXXXX-XXXXXX,C XXXXXX XXOXXXXXJCXXXAXX)XX XXX XXXXXXXX
40 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 23 22 21
3x4 = 3x4= 3x6 FP= 3x4 =
I 23-8-0 I
23-8-0
Plate Offsets(X,Y)— 139:0-1-8,Edge),141:0-1-8.0-0-121,J42:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) nla - n/a 999
BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 21 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) —
Weight:106 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. All bearings 23-8-0.
(Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26,
25,24,23,22
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
1 t
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. '-
Design valid for use only with MiTekSb connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing ! MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 3t2,Alexandria.VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply Springeeld-Edgewater Plan
T9105125
16-040566 F2 Floor 5 1
Job Reference(optional)
TrussMart Bulking Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul21 16:45:08 2016 Page 1
ID:Vz173Db1D27KVUpi6D9vrXz6JKd-b9EHtaxV WvmgEn7LQvpGb0L9t7iPCEmjaCPldyrvoQf
0-1-8
H I 1-3-0 1 Q-7.1z 9-6-4 0-0f8
Scale=1:41.0
1.5x4 II 1.5x4 11 4x4 = 1.5x4 I'.
1.5x4 = 1.5x4 I I 3x8 FP= 3x8= 1.5x4 ll 1.5x4 =
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
e
13° IV/� \ / `/ \ / N / \tea/ \ / \• :;0 31 7
29 28 27 26 25 24 23 22 21 20 19 18 17
3x6= 3x6 FP= 4x4 = 3x10= 1.5x4 II 3x6=
I 16-3-4 I 23-8-0 I
16-3-4 7-4-12
Plate Offsets(X,Y)— 11:Edae,0-0-121.114:0-1-8,Edgel.(20:0.1-8,Edael.125:0-1-8,Edeel.126:0-1-8,Edael.130:0-1-8.0-0-121,131:0-1-8.0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.13 26-27 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.20 26-27 >972 240
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 21 n/a n/a
BCDL 5.0 i Code FBC2014/TPI2007 (Matrix) Weight:127 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 29=746/0-3-8,17=92/0-3-8,21=1725/0-3-8
Max Uplift 17=-183(LC 3)
Max Gray 29=751(LC 10),17=300(LC 4),21=1725(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1305/0,3-4=-1994/0,4-5=-2083/0,5-6=-2083/0,6-7=-2083/0,7-8=-1345/0,
10-11=0/1807,11-12=0/1807,12-13=-269/861,13-14=-2691861,14-15=-324/484
BOT CHORD 28-29=0/800,27-28=0/1785,26-27=0/2164,25-26=0/2083,24-25=0/1799,23-24=0/1799,
22-23=0/879,21-22=-724/0,20-21=-1317/0,19-20=-861/269,18-19=-861/269,
17-18=-211/305
WEBS 2-29=-1062/0,10-21=-1443/0,2-28=0/703,10-22=0/1095,3-28=-66710,8-22=-1049/0,
3.27=0/291,8-23=0/658,7-23=-641/0,4-26=-2971179,7-25=0/529,15-17=-405/281,
12-21=-938/0,15-18=-379/25,12-20=0/850,14-18=0/513,13-20=-319/0,14-19=-31310
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 17.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
•
d WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is bawd only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■��
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
i5 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 .
tt
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105126
16-040566 F3 Floor 3 1
JOb ReferencCoptio
TrussMart Buddng Components. Midway,GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul21 16:45:09 2016 Page 1
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-3Log4wy8HCuXrxiY cKV7EuPOVV07xiutos919QyvoQe
0-1-8
H I 1-3-0 I 10-8.0 1 0-pie
Sca e=1:28.3
1.5o4 II 1.5x4 II
1.5x4 = 3x8= 1.5x4 II 1.5x4 II 3x6= 1.5x4=
1 2 3 4 5 6 7 8 9 10
• • •r------ r 4.-
,21.11:4 �� a 'a �4i *INt "N-
u�� -r-9 �/ N / 1./ N / N / \� 20 ;
e e e e
e e
17 16 15 14 13 12
3x3 = 31B= 3113= 3x8=
I 18'`, 0 I
16-5-0
Plate Offsets(X,Y)— f1:Edge,0-0-121.f14:0-1-8,Edoel.175:0.1-8,Edge1,119:0-1-8.0-0.121,120:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.17 15 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.27 15 >720 240
BCLL 0.0 Rep Stress lncr YES WB 0.25 Horz(TL) 0.06 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:87 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=883/0-3-0,11=883/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1593/0,3-4=-2546/0,4-5=-2962/0,5-6=-2962/0,6-7=-2962/0,7-8=-2546/0,8-9=-1593/0
BOT CHORD 17-18=0/950,16-17=0/2206,15-16=0/2859,14-15=0/2962,13-14=0/2859,12-13=0/2206,11-12=0/950
WEBS 9-11=-126210,2-18=-1262/0,9-12=0/894,2-17=0/894,8-12=-854/0,3-17=-854/0,8-13=0/472,3-16=0/472,
7-13=-436/0,4-16=-436/0,7-14=-140/374,4-15=-140/374
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil
Design valid for use only with MiTek4D connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. ,
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply l Springfield-Edgewater Plan
19105127
16-040568 F3A Floor 1 1
-of=r'I,,(OPtiona0
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:09 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-3Log4wy8HCuXrxlY cKV7EuKdW?Sxgbtos919QyvoQe
0-1-8
H I 1'30 1 10'7'81
Scale=1:34.7
1.5x4 II
1.5x4 = 4x5= 1.5x4 I I 4x5= 1.5x4 II
1 2 3 4 5 6 7 8 9 10 11
e t _
2 7/ \
,XN.-/ X /- -./ X ./ .\- / '\,/ N- ci
L .e e° e' - O
20 19 18 17 18 15 14 13
3x6= 4x5= 1.5x4 II 4x5=
I 2-9-0 I 5-3-0 I 7-9-0 I 12-4-8 I 1410.8 I 17-4-8 I 20-0-0 I
2-9-0 2-6-0 2-6-0 4-7-8 2-8-0 2-6-0 2-7-8
Plate Offsets(X,Y)— f1:Edge,0-0-12),J5:0-1-8.Edge1,116:0-1-8,EdgeL f22:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.36 16 >669 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.56 15-16 >426 240
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 12 n/a n/a
BCDL 5.0I Code FBC2014/TPI2007 (Matrix) Weight:104 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except
BOT CHORD 2x4 SP No.1(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 21=1084/0-3-0,12=1090/0-2-13
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2026/0,3-4=-3398/0,4-5=-4192/0,5-6=-4446/0,6-7=-4446/0,7-8=-4182/0,
8-9=-3370/0,9-100-1984/0
BOT CHORD 20-21=0/1178,19-20=0/2844,18-19=0/3928,17-18=0/4446,16-17=0/4446,15-16=0/4429,
14-15=0/3907,13-14=0/2809,12-13=0/1130
WEBS 10-12=-1537/0,2-21=-1566/0,10-13=0/1188,2-20=0/1178,9.13=-1147/0,3-20=-1138/0,
9-14=0/780,3-19=0/772,8-14=-747/0,4-190-737/0,8-15=0/382,4-18=0/472,
7-15=-371/0,5-18=-528/45,7-16=-289/368
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
f
...-
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MI
Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall •
building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Miff**
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36810
3
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105128
16.040566 F4 Floor 10 1
Job Referenceioptional)
TrussMart Bullring Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:10 2016 Page I
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-XXM21Fym2VVONT5HkXJskgRRUewLwg7b01 WushtyvoQd
0-1-8
H I 1'3.0 431 10-8-01
Scale=1:38.2
1.5x4 II
1.5x4 = 4x4= 4x5= 3x6= 1.5x4 I 3x8 FP= 4x5= 1.5x4 II
1 2 3 4 5 6 7 8 14
//`9 27 / � /ENIIIIIP" 41.' eW°k >2N,/a 7
a o- 6-
28 25 24 23 22 21 20 19 18 17 16 15
3x6= 4x8= 4x5= 3x6 FP= 3x6= 1.5x4 II 4x5=
I 1-11-8 2.010 4-8-8 I 7-2-8 I 9-8-8 I 14-4-8 1 16-10-8 1 19.48 1 22-0-0 I
1-11-8 0.1.8 2-7-8 2-6-0 2-6-0 4-8-0 2-6-0 2-6-0 2-7-8
Plate Offsets(X,Y)— 11:Edge,0-0-12) 17:0-1-8,Edae1,119:0-1-8,Edgel,(27:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.33 18-19 >713 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.52 18-19 >457 240
BCLL 0.0 Rep Stress Ina NO WB 0.35 Horz(TL) 0.09 15 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:117 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except
BOT CHORD 2x4 SP No.2(flat)'Except' end verticals.
15-23:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.2(flat) 6-0-0 oc bracing:25-26,24-25.
REACTIONS. (lb/size) 15=1044/Mechanical,25=1736/0-3-8
Max Gray 15=1051(LC 4),25=1736(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 26-27=-441/0,1-27=-440/0,2-3=0/764,3-4=0/764,4-5=-1449/118,5-6=-2913/0,
6-7=-3795/0,7-8=-4111/0,8-9=-4111/0,9-10=-3944/0,10-11=-3209/0,11-12=-3209/0,
12-13=-1903/0
BOT CHORD 25-26=-483/0,24.25=-407/561,23-24=0/2314,22.23=0/2314,21-22=0/3485,
20-21=0/4111,19-20=0/4111,18-19=0/4148,17-18=0/3707,16-17=0/2688,15-16=0/1089
WEBS 2-26=0/673,2-25=-635/0,13-15=-1480/0,4-25=-1613/0,13-16=0/1133,4-24=0/1245,
12-16=-1092/0,5-24=-1214/0,12-17=0/724,5-22=0/844,10-17=-693/0,6-22=-805/0,
10-18=0/329,6-21=0/548,9-18=-312/0,7-21=-627/0,9-19=-380/297
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:15-26=-10,1-14=-100
Concentrated Loads(Ib)
Veil:1=-387
1 � r
a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/T015 BEFORE USE.
Design valid for use only with MiTek6 connectors.This design is based only upon parameters shown,and Is for an individual budding component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication.storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety InforrnatIon available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
.Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105129
16-040566 F5 GABLE .1 1
i ,Job Reference(optionall
TrussMait Building Components, Midway.GA 7.640 4 Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:10 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-XXM21Fym2WONT5HkXJskgRRb5wXhgATO1 WushtyvoOd
0-1-8
H l 1 0-4;8 1-2-8 0-)18 1-2-8 1
Scale=1:36.3
3x4= 3x4= 3x4= 3x8 FP=
1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19
'1. 7.7 ..,,. ..-2.imi, .....,..............,...... ..... ..1 ,. 1., .-,,, ,,.1 ,„
37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
3x8= 3x4= 3x4 = 3x4 = 3x6 FP=
2.1-0
1 1-0-0 1 2-0-0II 3-4- I 4.8-0 i 6-0-0 7-4-0 1 8-8-0 1 10-0-0 I 1140--_} 12-6-01 14-0-0 I 15-4-0 1 16.8-0 / 18-0-0 i 19-4-0 1 20-8-0 I 22.0.0 1
1-0-0 1-0-0 1-3-0 1-4-0 1-4-0 r 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 1-4-0 1-4-0 1-4-0 1.4-0
0.1-0
Plate Offsets(X.Y)— (1:Edge,0-0-121,13:0-1-8,Edae],j4:0-1-8,Edqel.J34:0-1-8,Edgel,135:0-1-8,Edge[ [36:0-1-8,Edge1,138:0-1-8,0-0-12]__
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) -0.00 20 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:103 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS 2x4 SP No.2(flat) 6-0-0 oc bracing:36-37,35-36,34-35.
REACTIONS. All bearings 20-0-0.
(Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 35=124(LC 3),34=-205(LC 3)
Max Gray All reactions 250 lb or less at joint(s)20,35,33,32,31,30,29,28,27,26,24,23,22,21
except 36=1068(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 37-38=-423/0,1-38=-422/0,2-3=0/714,3-4=0/277
BOT CHORD 36-37=-320/0,35-36=-714/0,34-35=-277/0
WEBS 3-36=-522/0,4-35=-374/0,2-36=-658/0,2-37=0/547,3-35=0/592,4-34=0/374
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 lb uplift at joint 35 and 205 lb uplift at
joint 34.
6)Non Standard bearing condition. Review required.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
9)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:20-37=-10,1-19=-100
Concentrated Loads(Ib)
Vert:1=-387
1
AWARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Mit
Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addilonal temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610
Job Truss Truss Type Oty Ply Springfield•Edgewater Plan
79105130
16-040588 F8 Floor 1 1
Job Reference(oplional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:11 2016 Page 1
ID:Vzl73DbfD27KVUpi6D9vrXz6J Kd-?kwQVbzOpg8E5Frw51 NzCfzl8KnEPds9GAePDJyvoOc
1 1-3-0 I1-6-0 — OM
Scale=1:20.9
1.5x4 II
1.5x4 II 1.5x4 II 1.5x4 II 1 5x4 =-
1
1 2 3 4 5 6 7 8
rIPVitiflirkeis\h.. ___.' je. WA ft
15
AZ X ..—'—'
I e' ¢
e e e
e e
1= 13 12 11 10 K.
3x8=
1.
I 2-7-8 I 9-4-8 I 12-1-8 i
2-7-8 6-9-0 2-9-0
Plate Offsets(X,Y)— (1:Edge,0-0-121,(11:0-1-8,Edge],[12:0.1-8,Edge],(15:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Verl(LL) -0.07 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -0.10 10-11 >999 240
BCLL 0.0 Rep Stress Ina YES WB 0.16 I Horz(TL) 0.03 9 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:63 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=650/0-3-8,14=657/0-3-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1066/0,3-4=-1600/0,4-5=-1600/0,5-6=1600/0,6-7=-1085/0
BOT CHORD 13-14=0/665,12-13=0/1436,11-12=0/1600,10-11=0/1448,9-10=0/691
WEBS 7-9=-918/0,2-14=-904/0,7-10=0/548,2-13=0/557,6-10=-505/0,3-13=-516/0,6-11=-1/380,3-12=0/391
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
•
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual budding component,not t
a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek-
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 36610
6
Job Truss Truss Type Qty 'Ply Springfield-Edgewater Plan
79105131
16-040566 F7 FLOOR 7 1
Job Reference(optional)
TrussMart Buldng Components. Midway,GA 7.640 s Apr 19 2016 Mack Industries,Inc.Thu Jul21 16:45:11 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-7kwQVbzOpg8E5Frw51 NzClzgmKhOPa_9GAePDJyvoQc
0-1-8
H I 13-0 I 10.11.0 1
Scale=1:35.2
1.5x4 II
1.5x4 = 4x8 = 3x6 FP= 1.5x4 II 4x8= 1.5x4 II
1 2 3 4 5 8 7 8 9 10 11 12
t :-4111&S.V5034 ,./A111111111.X...4111 a
_z-A \
. e e" /-A N 4- .6 446 _
e F-.
If 22 21 20 19 18 17 16 15 14 13
3x6= 4x8= 1.5x4 II 3x10 MT2OHS FP= 4x6=
I 2-9-0 t 5-3-0 I 7-9-0 I 12-8-0 (__ 15-2-0 I 17-8-0 I 20-3-8
2-9-0 2.6.0 2-6-0 4-11-0 2-80 2-6-0 2.7.8
Plate Offsets(X,Y)— (1:Edge,0-0-12),(6:0-1-8,Edg9] 118:0-1-8,Edgel,(24:0-1-8,0.0-121
LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.38 18 >638 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.59 17-18 >406 240 MT2OHS 1871143
BCLL 0.0 Rep Stress Inc* YES WB 0.34 Horz(TL) 0.10 13 n/a n/a
BCDL 5.0 I Code FBC2014ITPI2007 (Matrix) Weight:105 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins,
BOT CHORD 2x4 SP No.1(flat) except end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 23=1099/0-3-0,13=1106/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2060/0,3-4=-3466/0,4-5=-3466/0,5-6=-4292/0,6-7=-4572/0,7-8=-4572/0,
8-9=-428210,9-10=-3436/0,10-11=-2018/0
BOT CHORD 22-23=0/1196,21-22=0/2895,20-214/4011,19-20=0/4572,18-19=0/4572,17-18=0/4544,
16-17=0/3990,15-16=0/3990,14-15=0/2859,13-14=0/1148
WEBS 11-13=-1560/0,2-23=-1590/0,11-14=0/1211,2-22=0/1201,10-14=-1170/0,
3-22=-1161/0,10-15=0/803,3-21=0/794,9-15=-771/0,5-21=-758/0,9-17=0/406,
5-20=0/500,8-17=-394/0,6-20=-584/37,8-18=-292/408
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are MT20 plates unless otherwise indicated.
3)All plates are 3x4 MT20 unless otherwise indicated.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
t 4
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,05849 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 36610
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105132
16-040566 FB Floor 9 1
Job Reference(optional)
TrusaMaA Buildng Components, Midway,GA .
7.840 a Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:12 2016 Page 1
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-UwUojx 0a7G5iPQ6fkuClsVVpok1G81eJUgNymlyvoQb
0-1-8
H I 1.3'0 I Will 2-0-0 11¢7-81 0.1 8
Scale=1:32.6
4x4= 4x4= 4x4 =
1.5x4 = 308= 1.5x4 II 1.5x4 II 3x8 = 1.5x4 =
1 2 3 4 5 8 7 8 9 10
r4 4
4' r" '
\ / N. /, 22 ZI, a .0111 B:8_Iaa/�
19 18 17 18 15 14 13 12 w
4x5= 3x8= 4x4= 3x8= 4x5 =
I 8-5-0 1 9-5-0 1 10-5-0 1 18-11-0 I
8-5-0 1-0-0 1-0-0 8-8-0
Plate Offsets(X,Y)— 11:Edoe,0-1-81,]10:0-1-8,Edoe1,115:0-1-8,Edge1,116:0-1-8,Ed08],121:0-1-8,0-0-121.122:0-1-8.0-0-121
I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.28 15-16 >791 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.44 15-16 >505 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:98 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.1(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1020/0-3-8,11=1020/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 20-21=-1015/0,1-21=-1014/0,11-22=-1015/0,10-22=-1014/0,1-2=-1041/0,
2-3=-2588/0,3-4=-3529/0,4-5=-3925/0,5-6=3925/0,6-7=-3925/0,7-8=-3530/0,
8-9=-2588/0,9-10=-1041/0
BOT CHORD 18-19=0/1962,17-18=0/3187,16-17=0/3852,15-16=0/3925,14-15=0/3849,13-14=0/3187,
12-13=0/1962
WEBS 5-16=-409/129,6-15=-373/112,1-19=0/1344,2-19=-1281/0,2-18=0/871,3-18=-833/0,
3-17=0/477,4-17=-501/0,4-16=235/595,10-12=0/1344,9-12=-1281/0,9-13=0/871,
8-13=-833/0,8-14=0/477,7-14=-489/0,7-15=-223/566
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 3x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
.
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Wake connectors.This design is based only upon parameters shown.and is for an individual building component,not ii.
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPII Quality Criteria,D5B49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610
• 0
Job Truss Truss Type Gly Ply Springseld-Edgewater Plan
T9105133
16.040566 F12 Floor Supported Gable 1 1
__ Job Reference_(OptiGaaO
TrussMart Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:07 2016 Page 1
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-7zgvfEwtlbdpceY9sB I12pp8JWvTrtaLYgC4Yyvoog
Scale=1:13.0
1 3x4= 2 3 4 5 6
•
• - e s • o-
0
e e d s e ••
12 11 10 9 8 7
3x4=
I 8-8.8 I
8-9-8
Plate Offsets(X.Y)— f11:0-1-8,Edge)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 11 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:32 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-9-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. All bearings 6-9-8.
(Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to
be attached to walls at their outer ends or restrained by other means.
i
6
AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual buiding component,not
t•
a truss system.Before use,the building designer must venfy the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSYTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
• 0
Job Truss Truss Type 'I,Qty Ply Springfield-Edgewater Plan
79105134
16-040566 F13 GABLE 1 1
_ _mob Reference(opli_onal)
TrussMart Buildng Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:07 2016 Page 1
ID:Vz173 DbfD27 KVUpi6D9vrXz6JKd-7zgvf EwtlbdpceY9sB112pp8Aj WvTr1 aLYgC4YyvoQg
018
Scale=1:20.4
3x4 = 2 3 4 5 6 7 8 9 10
• e • • • e • • •
• o- o- e o- o- t o .01
e
— — — — — r — -r 21
o 1 0 e o
O 6 0. O- 0 6 -0- • 9 6
• 0
_• . 0 v
20 19 18 17 16 15 14 13 12 11
3x4 = 304=
1 1-4-0 l 2-8-0 1 4-0-0 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10.8-0 I 12-1-8 1
1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-5-8
Plate Offsets(X,Y)-- [19:0-1-8,Edoe),121:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 11 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:56 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. All bearings 12-1-8.
(lb)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
.
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 rev.10/0312015 BEFORE USE. but
Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual budding 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIfTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 36610
a
Job Truss Truss Type i Qty Ply l Springfield•Edgewater Plan
T9105135
16-040566 FT FLOOR II
I 4 Job Reference(optional)
TrussMart Buildng Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:13 2016 Page 1
ID:Vz173Dbf D27KVU pi6D9vrXz6J Kd-y62AwH?eL ROyKZ?JDS PR I43zR8M BtM5Sj U 7 W IC yvo0 a
I 2-5-12 I 4-9-12 I 7-1-12 I 9-5-12 I 11-9-12 I 14-1-12 I 16-5-12 I 18-11-8 I
2-5-12 2-4-0 2-4-0 2-4-0 2-4-0 2-4-0 2-4-0 2-5-12
Scale=1:328
1.5x4 II 4x8 = 1.5x4 ll 3x8= 5x6 = 4x8= 1.5x4 II 4x12 =
4x12
1 2 3 4 5 8 7 8 9
0
--------j tiei 1-----T----::::'------- ---------------L-8 Be.-1-------------------- --n-1--------------° -;1------------------ E.
e__ G
19 17 20 16 21 15 22 14 23 13 12 24 11 25 ct
4x4 II 8x12= 2x4 II 8x12 MT2OHS= 2x4 I 4x8 = 2x4 II 6x12 = 4x4 II
2-5-12 4-9-12 I 7-1-12 9-5-12 I 11-9-12 14-1-12 I 18.5.12 i 16-11-8
2-5-12 2-4-0 2-4-0 2-4-0 2-4-0 2-4-0 2.4-0 2-5-12
Plate Offsets(X,Y)-- 16:0-3-0,0-3-01 f10:Edge,0-3-81,111:0-3-8,0-3-01,115:0-6.0,0-4-81,117:0-5-0,0-3-01
LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.43 14 >516 360 MT20 244/190
TCDL 10.0 + Lumber DOL 1.00 BC 0.85 Vert(TL) -0.68 14 >328 240 MT2OHS 187/143
BCLL 0.0 Rep Stress Ina" NO WB 0.88 Horz(TL) 0.07 10 n/a n/a
BCDL 5.0 + Code FBC2014/TPI2007 (Matrix) Weight:422 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except
BOT CHORD 2x6 SP SS end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 18=4945/0-3-8,10=5621/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-18=-4280/0,1-2=-10453/0,2-3=-10453/0,3-4=-22707/0,4-5=-22707/0,5-6=-22749/0,
6-7=-22749/0,7-8=-10586/0,8-9=-10586/0,9-10=-4317/0
BOT CHORD 18-19=0/655,17-19=0/655,17-20=0/19134,16-20=0/19134,16-21=0/19134,
15-21=0/19134,15-22=0/25748,14-22=0/25748,14-23=0/25748,13-23=0/25748,
12-13=0/19128,12-24=0/19128,11-24=0/19128,11-25=0/715,10-25=0/715
WEBS 1-17=0/10592,3-17=-9385/0,3-16=0/1720,3-15=0/3900,5-15=-3260/0,5-14=0/2026,
5.13=-3215/0,7-13=0/3953,7-12=0/1630,7-11=9235/0,9-11=0/10671
NOTES-
1)4-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:2x6-2 rows staggered at 0-5-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)All plates are MT20 plates unless otherwise indicated.
4)A+following a basic load indicates that the load has been modified in one or more load cases.
5)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this
truss.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1044 lb down at 2-2-2,1044 lb
down at 4-2-2,1044 lb down at 6-2-2,1044 lb down at 8-2-2,1044 lb down at 10-2-2,1044 lb down at 12-2-2,1044 lb down at
14-2-2,and 1044 lb down at 16-2-2,and 1044 lb down at 18-2-2 on bottom chord. The design/selection of such connection device(s)
is the responsibility of others.
LOAD CASE(S)
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-9=-55,10-18=-8
- - • _ _
a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iw iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage.delivery.erection and bracing o1 trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 36610
e •
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105135
16-040566 FT FLOOR 1
4 Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 21 16:45:13 2016 Page 2
ID:Vz173DbfD27 KV Upi6D9vrXz6J Kd-y62AwH?eL ROyKZ?J D SPR I43zR8M8tM5SjU71 I CyvoQa
LOAD CASE(S)
Concentrated Loads(Ib)
Vert:13=-1044(F)12=-1044(F)19=-1044(F)20=-1044(F)21=-1044(F)22=-1044(F)23=-1044(F)24=-1044(F)25=-1044(F)
2)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:1-9=-55,10-18=-8
Concentrated Loads(Ib)
Vert:13=-1044(F)12=-1044(F)19=-1044(F)20=-1044(F)21=-1044(F)22=-1044(F)23=-1044(F)24=-1044(F)25=-1044(F)
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Mask®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-99 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 36610
•
Job Truss Truss Type Qty Ply SpringfIeld-Edgewater Plan
79105138
16-040566 FTI FLOOR •I
_ _ ?JopReffttence_(0ptional)
TruslMart Bulldng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jut 21 16:45:13 2016 Page 1
ID:VzI73Dbf D27 KVUpi6D9vrXz6JKd-y62AwH?eLROyta7JDSPRI43yv8PwtOBSjU7 W l CyvoQa
I 4-1-0 I 8-2-0 I 12-2-0 I 18-1.4 I 204.0 I
4-1-0 4-1-0 4-0-0 3-11-4 4-2-12
Scale=1:36.3
1.5x4 II 3x10= 1.554 II 343= 4x12= 2x4 II
1 4x12 = 15 2 16 17 18 3 19 4 5 6 20 7
• I • I @ Ibl ? • I
--------- ----------------------ss----- --i• -r----------------------18:----"----------- --- 7
1 21 13 12 11 22 10 23 9 24 V
6x6 MT2OHS I I 8x12 = 5x12 MT2OHS= 2x4 I I 4x8= 2x4 II 4x6=
I 4-1-0 I 8-2-0 I 12-2-0 I 16-1-4 20-4-0 I
4-1-0 4-1-0 4-0-0 3-11-4 4-2-12
Plate Offsets(X,Y)— 16:0-4-8.0-2-01.110:0-1-8.0-1-81.113:0-4-8.0-2-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.31 10-11 >774 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.54 10-11 >441 240 MT20HS 187/143
BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.07 8 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:233 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except
1-5:2x4 SP No.1 end verticals.
BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2*Except*
1-13,6-10:2x4 SP No.1
REACTIONS. (lb/size) 14=398610-3-8,8=2441/0-3-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-14=-3754/0,1-15=-7626/0,2-15=-7626/0,2-16=-7626/0,16-17=-7626/0,
17-18=-762610,3-18=-762610,3-19=10020/0,4-19=-10020/0,4-5=-10020/0,
5.6=-1002010
BOT CHORD 14-21=0/322,13-21=0/322,12-13=0/11355,11-12=0/11355,11-22=0/11355,
10-22=0/11355,10-23=0/5919,9-23=0/5919,9-24=0/5919,8-24=0/5919
WEBS 1-13=0/7819,2-13=-1548/0,3-13=-3974/0,3-11=0/256,3-10=-1426/0,4-10=-1122/0,
6-10=0/4391,6-8=-6120/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)All plates are MT20 plates unless otherwise indicated.
4)The Fabrication Tolerance at joint 5=20%,joint 12=20%
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)16 lb down at 2-0-12,16 lb down at
4-0-12,16 Ib down at 6-0-12,16 lb down at 8-0-12,16 lb down at 10-0-12,16 lb down at 12-0-12,16 lb down at 14-0-12,and 16 lb
down at 16-0-12,and 8 lb down at 18-0-12 on top chord,and 41 lb down at 2-0-12,41 lb down at 4-0-12,41 lb down at 6-0-12,41 lb
down at 8-0-12,41 lb down at 10-0-12,41 lb down at 12-0-12,41 lb down at 14-0-12,and 41 lb down at 16-0-12,and 27 lb down at
18-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(pit)
Vert:16-18=-387,4-7=-100,8-14=-10
I — -
- _ •
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overaf
budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. I Tampa,FL 36610
e
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
79105136
16-040566 FT1 FLOOR 1
2 Job Reference(ootional)
TrussMart Suildng Components. Midway,GA 7.640 s Apr 19 2016 MRek Industries.Inc.Thu Jul 21 16:45:132016 Page 2
ID Vz173DbfD27KVUpi6D9vrXz6JKd-y62AwH?eLROyKZ?JDSPRI43yv8PwtOBSjU7WICyvoQa
LOAD CASE(S) Standard
Concentrated Loads(lb)
Vert:1=-316 5=-16(F)12=-41(F)13=41(F)2=-16(F)3=-16(F)11=-41(F)4=-281(F=-16)10=-41(F)9=-41(F)6=16(F)15=-16(F)17=-16(F)19 -16(F)20 -8(F)
21=-41(F)22=-41(F)23=-41(F)24=-27(F)
Trapezoidal Loads(pit)
Vert:1=-334-to-16=-387,18=-387-to-4=-334
•
1 �
a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Adddional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Sude 312.Alexandda,VA 22314. Tempa,FL 36610
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
T9105137
16-040566 G HIP 1 1
Job Reference(optional)
TrussMart Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:14 2016 Page 1
ID:Vz173Dbf D27 KVUpi6D9vrXz6J Kd-QJbZ7d?G61 WpyiaVm9wggHb8GXg lctNcy8s3geyvoQZ
I 3-7-0 1 9-0-0 I 14.1-14 I 59-3-12 I 25-9-13 I 32-8.0 i 37-0.9 1 41-8-0 I
3-7-8 5-4-8 5-1-14 5-1-14 6-62 8-10.3 4-4-9 4-7-7
Scale=1:74.1
5x8=
1.5x4 II 4x5= 346= 3x4= 5x8=
6.00 FIT 4 25 5 28 27 5 7 8 28 29
:71 0 a
im.i
4x5
3x4 11 24 10 ty
5x6 i 3 23 .0 30 d
2IL 4
0. ��
�� 4141.. 11
0 19 18 17.. .^.� �:.. I$
: 6x8 = 8x8=
3x8=22 21 1.5x4 I I 4x8= 18 15 74 13 12• 3x8=
6x8 =2x4 I I 3x4 II 8x8= 3x8- 3x4= 3x8
1-5-12 41$0
1.1-0 3-74 9.0.0 14-1-14 193.12 26-9-13 324-0 40-2-4 40,4-0
11.4-011 2-1-12 } 544 I 5-1-14 I 5-1.14 1 8.8.2 1 6-10-3 1 7-0-4 0.1'.'12
0-1-12 1.4.0
Plate Offsets(X,V)- 14:0-640-2-81,19:0.6-0.0-2-81.117:0.6-0.Edgel.120:0-2-8.0-3-01,122:0.3-8.0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.37 17-18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.82 17-18 >567 180
BCLL 0.0 - Rep Stress Ina YES WB 0.62 Horz(TL) 0.36 12 n/a n/a
BCDL 10.0 Code F8C2014/TP12007 (Matrix) Weight:236 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 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.2
REACTIONS. (lb/size) 22=1557/0-3-8,12=1526/0-3-8
Max Horz 22=125(LC 11)
Max Uplift22=505(LC 12),12=-447(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-23=-3073/1136,3.23=-3033/1142,3-24=-3472/1476,4-24=-3425/1494,
4-25=-3442/1340,5-25=-3442/1340,5-26=-3442/1340,26-27=-3442/1340,
6-27=-3442/1340,6-7=-3870/1495,7-8=-3870/1495,8-28=-2930/1191,28-29=-2931/1191,
9-29=-2931/1191,9-10=2274/892,10-30=-281/0,11-30=-300/0
BOT CHORD 21-22=-116/250,3-20=-296/330,19-20=-776/2432,18-19=-774/2437,17-18=-1284/3914,
14-15=-614/1987,13-14=-614/1987,12-13=-722/1860,11-12=0/253
WEBS 4-18=-473/1286,5-18=-292/227,6-18=-611/204,15-17=-912/2742,8-17=355/1091,
8-15=-938/470,9-15=-439/1185,10-13=-23/278,10-12=-2198/1125,2-22=-1354/535,
20-22=-277/220,4-20=-477/876,2-20=-1029/2670
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.11;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-2-0,Interior(1)4-2-0 to 9-0-0,Exterior(2)9-0-0 to 38-6-11,
Interior(1)38-6-11 to 41-8-0 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)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 505 lb uplift at joint 22 and 447 lb uplift at
joint 12.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 i
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Nut
Design valid for use only with Web®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610
Job Truss Truss Type Oty Ply Springfield•Edgewater Plan
T9105138
16-040566 01 Monopitch Supported Gable 1 1
Job R Terence(optional)
TNaMarl Buldng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:15 2016 Page 1
• ID:Vz173DbfD27KVUpi6D9vrXz6JKd-uV9xLzOut2egZs9hKtRvNV8QCx9ALSHIBocdN4yvoQY
11-4-0 l
11-4-0
S ,= . 8.8
5
3.50 12
4
3
12
2
-El- B- o a
d • ... •
3x4= `
11 10 9 8 7
1-4-0 11.4.0
1-4-0 10.0.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - n/a 999
BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:49 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 10-0-0.
(Ib)- Max Horz 11=139(LC 12)
Max Uplift All uplift 100 lb or less at joint(s)7,8,9,11 except 10=-141(LC 1)
Max Gray All reactions 250 lb or less at joint(s)7,8,9,10 except 11=546(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
BOT CHORD 1-11=-87/264
WEBS 2-11=-321/377
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=2ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-10-13,Exterior(2)3-10-13 to 11-2-4 zone;cantilever left
exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8,9,11 except
(jt=lb)10=141.
8)Non Standard bearing condition. Review required.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
•
AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate th0 design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available horn Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
a
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
T9105139
16-040566 • G2 Monopitch Supported Gable 1 1
Job Reference_(optionaJ
TrussMart Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:15 2016 Page 1
1 2 iiii:4.8
ID:VzI73DDID27KVUpi6D9vrXz6JKd-uV9xLzOut2egZs9hKtRvNV8QCrx9ELSAIBocdN4yvOQY
I9.4.8 I
6 Scale=1:17.9
A43.50
3
61
11
.....iiiiiiiiiiiiill
tIll
2x4= ►. _ .i. .i.i. .�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�
9 8 7 6
I 1-4-0 1 9-4-8 I
1-4-0 8-0-8
LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:38 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 6=-9/8-0-8,7=305/8-0-8,8=-159/8-0-8,9=546/8-0-8
Max Horz 9=115(LC 12)
Max Uplift6=-20(LC 12),7=-56(LC 12),8=-159(LC 1),9=-92(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2-9=-321/414
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=2ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-10-13,Exterior(2)3-10-13 to 9-2-12 zone;cantilever left
exposed;porch right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.0psf 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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,9 except(jt=tb)
8=159.
8)Non Standard bearing condition. Review required.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1
MOM
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. lilt
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
I I
Job Truss Truss Type -Qty Ply Springfield-Edgewater Plan
T9105140
18-010588 HO HIP GIRDER 1
Job Reference(optional)
TrussMart Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:17 2016 Page I
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-quHhmf29PguOpAJ4SIUNSwDjSljlp9 2e65jRzyvoQW
1-8-15 3-74
11.5.12 15.1f i 7-0.0 1 11-3-1 1 15.4.5 I 19-3-12 1 21.4-0 (22.8.01 25.7.10 1¢8-0I 29-11-3 3- 9 8- 34-8-0 1 37-10-12 1 41.60 1
1-5-12 Qb 1 3.4.8 4-3.1 4.1.4 }11.7 2.0.4 1-4-0 2-11-10 4-0-8 3-3-3 0-8-13 4-0-0 3-2-12 3-9-4
0-3-3 1-1-12
Scale=1:73.8
_ 2x4 II
5x8 1.5x4 II 3x8= 3x8 = 5x8= 358= 1,5x4 II
8.00 12 5x8=
4 28 5 30 6 31 32 7 6 33 9 10 34 11 12
2x4 II
rik 4 Int in 4 m: 4x5
4x5 i 3 \ � 'd
d 2/ ;[/ .��JI 13 rd
1 4111 ,,....... 14 arc"' _NQ
1 ...�:rsL 6 25 24 23 22•�-� El ��� )¢
8x8 = 35 38 37 38
3x6=28 27 1.5x4 II 4x12 = 1.5x4 I I 21 2p 19 tR 17 20-4.0 16 t5
6x8=2x4 II 8x12 = I 2x4 I 15x8= 4x8= 4x4= 4x5=
4x4 11
7x10= 3x4
1.5-12
I1-0-0II ::17-412
7- I 7-0-0 l 11-}1 I 15.4.5 1 19112 i 21.4-0 122.8.01 25.7.10 26-8-01 29-113 3?..3�- 34.6.0 1 40-4-0 141.6-01
1J-0 2.1.12 3j3 4•}7 4-ti 311-7 2-0-4 14-0 2.11.10 •0.6 3-33 0-8-19 4.0.0 5-0-0 1-4-0
0.1.12
Plate Offsets(XV)— 14:0-5-8,0-2-4)[12:0-6-0,0-2-81.!20:0-4-4,0.4-41,(26:0-2-12 0-3-0)(28:0-3-8.0.3-01
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.63 22-23 >744 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 22-23 >413 180
BCLL 0.0 ' Rep Stress Incr NOWB 0.95 Horz(TL) 0.35 15 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:506 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins.
BOT CHORD 2x4 SP No.2'Except' SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
22-26:2x4 SP No.1,18-21,14-18:2x6 SP No.2
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 28=2685/0-3.8,15=2282/0-3-8
Max Horz 28=96(LC 7)
Max Uplift28=-1158(LC 8),15=-840(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-5592/2315,3-4=-599212546,4-29=-7886/3387,5-29=-7886/3387,5-30=-7886/3387,
6-30=-7886/3387,6-31=-10888/4534,31-32=10888/4534,7-32=-10888/4534,
7-33=-10888/4534,8-33=-10888/4534,8-9=-10715/4459,9-10=-8200/3416,
10-34=-5403/2165.11-34=-5403/2165,11-12=-5403/2165,12-13=-3756/1449,
13-14=-358/55
BOT CHORD 27-28=-191/457,25-26=-2039/4999,25-35=-2045/5018,24-35=-2045/5018,
24-36=-4037/9887,23-36=-403719887,23-37=-4037/9887,37-38=-4037/9887,
22-38=-4037/9887,20-21=-335/778,19-20=-2716/7033,18-19=-2716/7033,
17-18=-2716/7033.16-17=-1173/3316,15-16=-1092/2904,14-15=131304
WEBS 4-26=-162/521,4-25=-90/353,4-24=-1396/3384,5-24=-351/262,6-24=-2380/938,
6-23=-10/308,6-22=-413/1206,20-22=-3322/8400,9-22=-1862/4488,10-20=-766/1508,
10-17=-2096/884,12-17=-1060/2641,13-16=178/571,13-15=-3260/1342,
2-28=-2404/1032,26-28=-381/199,2-26=1970/4775,9-20=-4091/1789
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:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=42ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)
28=1158,15=840.
U WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MI
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIfTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
•
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
79105140
16-040566 HD HIP GIRDER 1
2 Job Reference(optional)
TrussMari Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:17 2016 Page 2
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-quHhmf29PguOpAJ4SIUNSwDjSljlp9 2e65jRzyvoQW
NOTES-
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)113 lb down and 105 lb up at 7-0.0,113 lb down and 105 lb up at 9-0-12,
113 lb down and 105 lb up at 11-0-12,112 lb down and 105 lb up at 13-0-12,112 lb down and 105 lb up at 15-0:12,112 lb down and 105 lb up at 17-0-12,and 112 lb down
and 105 lb up at 19-0-12,and 139 lb down and 170 lb up at 20-11-4 on top chord,and 140 lb down and 107 lb up at 7-0-0,49 lb down and 27 lb up at 9-0.12,49 lb down and
27 lb up at 11-0-12,49 Ib down and 27 lb up at 13-0-12,49 lb down and 27 lb up at 15-0-12,49 lb down and 27 lb up at 17-0-12,49 lb down and 27 lb up at 19.0-12,and 61
lb down and 20 lb up at 20-11-4,and 897 lb down and 350 lb up at 21-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-4=-54,4-12=-54,12-14=-54,1-27=-20,22-26=-20,14-21=-20
Concentrated Loads(Ib)
Vert:4=-65(B)25=-120(B)24=-48(B)5=-65(B)6=-65(B)23=-48(B)9=-133(B)20=-886(B)29=-65(B)30=-65(B)32=-65(B)33=-65(B)35=-48(B)36=-48(B)37=-48(B) •
38=-48(B)
•
•
•
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use,the budding designer must vent'the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610
•
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105141
16.040566 HJ Diagonal Hip Girder 1 1
.,Lob Reference(options)
TrussMari Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 164518 2016 Page 1
I D:Vz173Dbf D27 KVUpi6D9vrXz6JKd-14r3z?3nAz0 FQKuG7??c?7mtS98GYg2Btm gHzPyvoQV
I 5-0.01 9-9-5 I
5.0.0 4-9-4
3 Scale=1:21.5
4.24 12 10
0
4x6% d,
_ 2 N
9
0
B
4x6 11 13 0
1
w ¢
o.
3x4 = 11 ,, 12
=, 6
7 3x4 II
I 1-10-4 2-p-112 5-0-0 I 9-7-14 9-B¢
1-10-4 0-2-8 2-11-5 4-7-14 0-1-i7
LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.37 4-5 >247 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.42 4-5 >218 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.13 4 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:5-6.
REACTIONS. (lb/size) 3=144/Mechanical,4=101/Mechanical,7=243/0-4-15
Max Horz 7=147(LC B)
Max Uplift3=-133(LC 8),4=-51(LC 8),7=-200(LC 11)
Max Gray 3=164(LC 28),4=121(LC 28),7=312(LC 29)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-8=-332/202,8-9=-280/199
SOT CHORD 1-11=-172/300,7-11=-172/300,5-6=-257/15
NOTES-
1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5f1;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left 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)4 except(jt=lb)3=133
,7=200.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)59 lb down and 50 lb up at 1-6-1,
59 lb down and 50 lb up at 1-6-1,93 lb down and 93 lb up at 4-4-0,93 lb down and 93 lb up at 4-4-0,and 89 lb down and 66 lb up at
7-1-15,and 89 lb down and 66 lb up at 7-1-15 on top chord,and 15 lb down and 37 lb up at 1-6-1,15 lb down and 37 lb up at 1-6-1,38
lb down and 109 lb up at 4-4-0,38 lb down and 109 lb up at 4-4-0,and 29 lb down and 49 lb up at 7-1-15,and 29 lb down and 49 lb up
at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,1-6=-20,4-5=-20
Concentrated Loads(Ib)
Veil:8=100(F=50,B=50)9=-6(F=-3,B=-3)10=45(F=23,8=23)11=37(F=19,B=19)12=99(F=50,B=50)13=-45(F=-23,B=-23)
1 1
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. I
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel('
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component . 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610
a.
Job Truss Truss Type Oty Ply Springeeld-Edgewater Plan
79105142
16.040566 HJ1 Diagonal Hip Girder 4 - 1.
Job Reference(optional) I
TrussMart Bugling Components, Midway.GA 7.840 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:19 2016 Page 1
ID:VzI73Dbf D27KVUpi6D9vrXz6JKd-mGPSBK3PwH862UTTZiWrXLl4eYT7HDyL5OagWryvoOU
I 51.3 I 9-9-5 I
5-1-3 4-8-1
3 Scale=1:22.1
•
4.24 g
4x8
2
B
0047
1
2x4= 6 10 11 5
3x4 =
1.5x4 % 4
I 1-10-4 I 9-7-11
9�5
1-10-4 7-9-7 0-9 i
0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.26 5-6 >364 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.29 5-6 >329 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:43 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 3=149/Mechanical,4=162/Mechanical,6=262/0-4-15
Max Horz 6=147(LC 24)
Max Uplift3=-121(LC 8),4=-126(LC 8),6=-273(LC 6)
Max Gray 3=149(LC 1),4=233(LC 28),6=343(LC 29)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-456/585,7-8=-408/629,2-8=-367/639
BOT CHORD 1-6=-551/427,6-10=-373/393.10-11=-373/393,5-11=-373/393
WEBS 2-5=-423/401,2-6=-901/338
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44f1;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left 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.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)except(jt=lb)3=121,
4=126,6=273.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 50 lb up at 1-6-1,
63 lb down and 50 lb up at 1-6-1,93 lb down and 93 lb up at 4-4-0,93 lb down and 93 lb up at 4-4-0,and 123 lb down and 137 lb up at
7-1-15,and 123 lb down and 137 lb up at 7-1-15 on top chord,and 37 lb up at 1-6-1,37 lb up at 1-6-1,38 lb down and 109 lb up at
4-4-0,38 lb down and 109 lb up at 4-4-0,and 39 lb down and 57 lb up at 7-1-15,and 39 lb down and 57 lb up at 7-1-15 on bottom
chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,1-4=-20
Concentrated Loads(Ib)
Vert:6=37(F=19,B=19)7=100(F=50,B=50)8=-6(F=-3,B=-3)9=-114(F=-57,B=-57)10=99(F=50,B=50)11=30(F=15,B=15)
a
--
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NH
Design valid for use only with MiTelvS connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 36610
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
T9105143
16-040566 HJ2 Diagonal Hip Girder 2 1
Job Reference(0 tp Tonal)
TrussMart Buitdng Components, Midway.GA 7.640 a Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:19 2016 Page 1
ID:Vz173Dbf D27KVUpi6D9vrXz6JKd-m GPS BK3PwH862UTTZiNkXL I9PYXj H G IL5QagVNyvoQ U
4-7-1
4-7-1
Scale=1:12.8
2 y 4.24 12
5
1
2x4= e 3
4
1-10-4 7.01 4-7-1
1.10-4 0.2.8 2.65
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) 0.01 3-4 >999 180
BCLL 0.0 ' Rep Stress Ina- NO WB 0.00 Horz(TL) -0.04 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:14 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=89/Mechanical,3=-30/Mechanical,4=139/0-4-15
Max Horz 4=69(LC 8)
Max Uplift2=-72(LC 8),3=-30(LC 1),4=116(LC 8)
Max Gray 2=89(LC 1),3=63(LC 10),4=139(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left 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)2,3 except(jt=lb)
4=116.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 50 lb up at 1-6-1,
and 63 lb down and 50 lb up at 1-6-1 on top chord,and 37 lb up at 1-6-1,and 37 lb up at 1-6-1 on bottom chord. The design/selection
of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pit)
Vert:1-2=54,1-3=-20
Concentrated Loads(Ib)
Vert:5=100(F=50,B=50)6=37(F=19,B=19)
t _ i
WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with Woke connectors.This design is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overal
bulking design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. ). Tampa,FL 36610
e
a
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105144
16-040566 HJ3 Diagonal Hp Girder 2 1
Job Reference(optional)
TrussMen Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:20 2016 Page I
ID:Vzl73Dbf D27KVUpi6D9vrXz6JKd-FTzgOg41 hbGzgdl f7Q144YrI8yv90jfUK4J021yvoQT
I 4.3.5 I 7-10-7
4-3-5 3-7-2
3 — Scale=1:15.8
3.02 12 t0 —
e
3x10
2
of 8
O 11!
N 7 '/� ¢ N
1
3x4 = 11 *.i...._ 12 13 14 5 4
3x4 =
6 1.5x4 i
I 28.8 ?-9-151 7-10-7 I
28.8 0-3-8 5-0-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) lldefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.04 5-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 5-6 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (Ib/size) 3=100/Mechanical,4=36/Mechanical,6=341/0-6-15
Max Horz 6=85(LC 24)
Max Uplift3=-76(LC 8),4=-41(LC 16),6=-193(LC 8)
Max Gray 3=100(LC 1),4=107(LC 24),6=365(LC 17)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-275/374,7-8=-251/399,2-8=-231/406
BOT CHORD 1-11=-362/275,6-11=-362/275
WEBS 2-6=-512/271
NOTES-
1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;porch 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.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)3,4 except(jt=1b)
• 6=193.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)82 lb down and 59 lb up at 2-0-13,
65 lb down and 55 lb up at 3-5-0,and 82 lb down and 80 lb up at 5-8-12,and 112 lb down and 125 lb up at 6-0-7 on top chord,and 18
lb down and 55 lb up at 2-0-13,3 lb down and 13 lb up at 3-5-0,and 43 lb down and 112 lb up at 5-8-12,and 27 lb down and 9 lb up at
6-0-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=54,1-4=-20
Concentrated Loads(Ib)
Vert:7=59(F)8=18(8)9=-13(B)10=-29(F)11=22(F)12=7(6)13=49(B)14=-11(F)
MINIX
M WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use.the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall
i MI
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M ile k'
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,OSB-i9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexantlna.VA 22314. Tampa.FL 36610
r t r
Job Truss Truss Type IQty Ply Springfield-Edgewater Plan
79105145
16-040566 J1 Jack-Open 14 1
I Job Reference(optional)
TrussMari Bulldog Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:20 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-FTzgOg41 hbGzgd1t7Q144YrNOyyzOjYUK4J021yvoQT
I 0.7-8 1 1-0-0 i
0-7-8 0-4-8
Scale=1:7.1
6.00 12 2 ,
1 � i1pormill
A
3
2x4=
1-0-0 !
1-0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190
TCDL 7.0 i Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:3 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=36/Mechanical,3=10/Mechanical,2=26/Mechanical
Max Horz 3=22(LC 12)
Max Uplift 1=-4(LC 12),2=-23(LC 12)
Max Gray 1=36(LC 1),3=20(LC 3),2=28(LC 17)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCOL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End..GCpi=0.18;MWFRS(directional)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 20.0psf 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)1,2.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
a
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
truss system.Before use,the building desgner must verify the applicability of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSIRPI1 Quality Criteria,058.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 36610
a
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105146
16.040566 J2 Jack-Open 9 1
Job Reference(optional)
TrussMan Buildng Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:25 2016 Page 1
ID:Vz1730b1D27KVUpi6D9vrXz6JKd-bOmjR08AW7vFmPwcwzdFncYBLzbhh nDUM19jVyvoQO
I 1-7-8 I 3-0-0 1
1-7-8 1-48
Scale=1:12.3
2
am 1. k
1 ',
$ I/ ,i
2x4 = 111.4.. 3
4
I 1-4-0 115.1; 3-0-0 I
1-4-0 0.1-1k 1-6-4
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 I BC 0.29 Vert(TL) 0.00 3-4 >999 180
BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 I (Matrix) Weight:10 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=79/Mechanical,3=-81/Mechanical,4=219/0-3-8
Max Horz 4=63(LC 12)
Max Uplift2=-66(LC 12),3=-81(LC 1),4=-95(LC 12) !
Max Gray 2=83(LC 17),3=55(LC 12),4=219(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left 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
fd 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)2,3,4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 OM MI
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE.
' hill
Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available horn Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610
•
. t e
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
79105147•
16-040566 J3 Jack-Open 2 1
Job Reference(optional)
TrussMarl Bullring Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:25 2016 Page 1
ID:Vz173Db(D27K Upi6D9vrXz6JKd-bQmjR08AW7vFmPwcwzdFnCYBzzbWh nDUM19jVyvo00
I 2-1-0 1 3-7-8 1 4-2-0 1 5.0.0 1
2-1-0 1-6-8 0-8.8 0.10-0
Scale=1:17.3
3
8.00 12 2x4 II g
2
• d
,MA N
-3x4= 4
0
III 4
1I_
.11
2x4= W e
FI/ 1.5x4 II
7
I 1-4-0 1-p-12 3-7-8 I 5-0-0 I
1-4-0 0-1-12 2-1-12 1-4-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.02 5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.03 5 >999 180
BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:18 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:5-6.
REACTIONS. (lb/size) 3=54/Mechanical,4=51/Mechanical,7=261/0-3-8
Max Horz 7=106(LC 12)
Max Uplift3=-39(LC 12),4=-21(LC 12),7=-90(LC 12)
Max Gray 3=61(LC 17),4=59(LC 17),7=261(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39f1;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 4-11-4 zone;cantilever left
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 100 lb uplift at joint(s)3,4,7.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
t
--
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10103/2015 BEFORE USE.
Design valid for use only weh MITekEr connectors.This design is based only upon parameters shown,and is for an individual budding component.not . Mill
a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSIITPIl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 36610
•
I •
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105148
16-040566 .14 Jack-Partial 5 1
Job Reference(optional)
TrussMart Buiking Components. Midway.GA 7.640 s Apr 19 2016 Welk Industries,Inc.Thu Jul 21 16:45:25 2016 Page I
ID:VzI73DbfD27KVUp 6D9vrXz6JKd-bQmjR08AW7vFmPwcwzdFncY2KzUUh_nDUM19jVyvo00
I 3-7-8 I 7-0-0 1
3-7-8 3-4-8
Scale=1:22.2
2 � l$
6.00 I12
6
co and 2
d
5
1 . M11111111111 1'1
11
2x4 = C.
C/
4 3
1 1-4-0 1- 12 7-0-0 I
1-4-0 0-1-12 5.64
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (roc) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.11 3-4 >592 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.12 3-4 >543 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.10 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:22 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=187/Mechanical,3=-0/Mechanical,4=326/0-3-8
Max Horz 4=148(LC 12)
Max Uplift2=-154(LC 12),4=-96(LC 12)
Max Gray 2=195(LC 17),3=88(LC 3),4=326(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26f1;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 6-11-4 zone;cantilever left
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)4 except(jt=lb)
2=154.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 1
pill
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addaional temporary and permanent bracing MiTe k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPI7 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute.218 N.Lee Street-Suite 312.Alexandria.VA 22314. Tampa.FL 36610
I e
Job Truss Truss Type Qty Ply 1 Springfield-Edgewater Plan
I T9105149
16-040566 J5 Jack-Partial 7 1
Job Reference(optional)
TrussMart Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:26 2016 Page 1
ID:Vz173Dbf D27 KVU pi6D9vrXz6J Kd-3cK5f k90 H R 160YV pTg8U Jp5FhN sIQQ KN iOm i FxyvoQ N
I 4.1.12 I 8-0-8 I
4-1-12 3-10-12
State=1:25.1
3
fii
6.00 12
3x4-.
2 n
' r5
7
1 Iw
2x4= - 3x4 =
6 5 4
1-9-0
I 1.4 1`- I 8-0-8 I
1.4.0 0.1-126-3-8
03-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.14 4-5 >561 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.22 4-5 >359 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.10 3 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:30 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 3=147/Mechanical,4=81/Mechanical,6=362/0-3-8
Max Horz 6=170(LC 12)
Max Uplift3=-121(LC 12),6=-101(LC 12)
Max Gray 3=159(LC 17),4=115(LC 3),6=362(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-721/400,2-7=-711/424
BOT CHORD 1-6=378/712,5-6=-3511462
WEBS 2-5=470/619
NOTES-
1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 4-0-15,Interior(1)4-0-15 to 7-11-12 zone;cantilever left
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)except(jt=lb)3=121,
6=101.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
rf
a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pat
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an indNidual building component.not
a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPI1 Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria-VA 22314. Tampa,FL 36610
•
• r e
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105150
16-040566 J6 Jack-Partial 9 1
JobB encs(optional)
TrussMart Buddng Components. Midway,GA 7.840 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:28 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-3cK5fk9oHR160YVpTg8UJp5LNNWWQR1 NiOmiFxyvoQN
I 1.9.8 I 3-4-0 I
1-9-8 1-6-8
Seale e 1:13.1
8.00 12 2 `��
to
1 N
N.
1
1,:i.:
WilAIIIIIII"11111111M.111
2x4 = " 3
INA
4
l 1-4-0 115.1? 3.4.0 I
1.40 0.1-1 1-10-4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 3-4 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.01 3-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a
BCDL 10.0 Code F8C20141TP12007 (Matrix) Weight:11 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=88/Mechanical,3=-67/Mechanical,4=221/0-3-8
Max Horz 4=71(LC 12)
Max Uplift2=-73(LC 12),3=-67(LC 1),4=-92(LC 12)
Max Gray 2=92(LC 17),3=52(LC 12),4=221(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left 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)2,3,4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
f
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. MI
Design valid for use only with MTeh®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSI/1PIM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 36610
4
, 1 a
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105151
16-040586 J7 Jack-Open 6 1
Job Reference(optional)
TrUSSMart Buldng Components, Midway.GA 7.640 s Apr 19 2016 M7ek Industries.Inc.Thu Jul 21 16::45:27 2016 Page 1
ID:Vz173DbbD27KVUpi6D9vrXz6JKd-XpuTs4AQ2k9z?i4?1 Ofjs1 eRBnDk9uHWxgWFoOyvoQM
I 5-0.0 I
5.0.0
Scale=1:17.3
2 I
6.00 55
M
a
as N
iii 14
1il i
2x4= W 3
'/
4
I 1.40 1-i-1 5.0.0
1-40 0-'l-1 3.6.4
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.04 3-4 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) 0.03 3-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:161b FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=133/Mechanical,3=-29/Mechanical,4=261/0-3-8
Max Horz 4=106(LC 12)
Max Uplift2=-110(LC 12),3=-29(LC 1),4=-90(LC 12)
Max Gray 2=139(LC 17),3=50(LC 12),4=261(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 4-11-4 zone;cantilever left
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 100 lb uplift at joint(s)3,4 except(jt=lb)
2=110.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE A111•7473 rev.f aVOJ/2015 BEFORE USE. l-
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing M)Te k
is always required for staoility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,05B-99 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 36610
1
i 4 5
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan •
79105152
18-040566 J8 Jack-Open 2 1
Job Reference(optional)
Tn/ssMari Busdng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:27 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-XpuTs4AQ2k9z?i4?101)01 eWonIS9uHWxgWFoOyvoQM
I _ 3-8-0 I
3-8-0
Scale=1:17.4
2 •
6.00 12 [I,1'
e1
1.5x4 II b
• N
1
N
10
INI
r•
wei
3
4
3x4 II
I 3-8-0 I
3.6.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 IC 0.24 Vert(LL) -0.01 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.02 3-4 >999 180
BCLL 0.0 • Rep Stress Ind: YES WB 0.00 Horz(TL) -0.02 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:13 Ib FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=128/Mechanical,2=87/Mechanical,3=41/Mechanical
Max Horz 4=73(LC 12)
Max Uplift4=-3(LC 12),2=-75(LC 12)
Max Gray 4=128(LC 1),2=93(LC 17),3=65(LC 3)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II:
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.0psf 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)4,2.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the busding designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 36610
r
r 5 a
Job Truss Truss Type Qty 'Ply Springfield-Edgewater Plan
79105153
16-040566 J9 Jack-Partial 7 I 1
I Job Refe 80CditOptiOnal)
TnuoMart Buddng Components. Midway,GA 7.840 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:27 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-XpuTs4A02k9z?i4?101151 eUDnFP9uH WxgWFoOyvoQM
I 3-7-8 I 7-0-0 I
3-7-8 3-4-8
Scale=1:22.2
3M 1$
8.00 12
ro
3x4 II 9 d
N
1 2
Bd4540
3x4= // 8
7 1.5x4 II
I 1-40 1-8.12 3-7-8 I 7-0-0 I
1-40 0-1-12 2-1.12 3-4-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.11 4-5 >598 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.13 4-5 >502 180
BCLL 0.0 * Rep Stress Ind YES WB 0.00 Horz(TL) 0.05 4 n/a n/a
BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:25 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing:5-6.
REACTIONS. (lb/size) 3=119/Mechanical,4=68/Mechanical,7=326/0-3-8
Max Horz 7=148(LC 12)
Max Uplift3=-90(LC 12),4=-7(LC 12),7=-96(LC 12)
Max Gray 3=129(LC 17),4=86(LC 3),7=326(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCOL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 6-11-4 zone;cantilever left
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)3,4,7.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
A,WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE 1•111.7473 rev.10/03/2015 BEFORE USE. t
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual budding component,not
a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing o1 trusses and truss systems,see ANSVTPII Duality Criteria,136849 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610
r
ft a
Job Truss Truss Type Ory Ply Springfield•Edgewater Plan
19105154
16-040566 J11 Jack-Open 1 1
Job Reference(optional)
TrussMart Buldng Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:21 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-jf WCb05f SuOgHncrh7YJcm0Y9MIXIAoeZk3xakyvoQS
I 1.6.0 I
1-8-0
Scale=1:12.4
6.00 IT 2 ``1
1�
1
1.5x4 II
1
, ill
laiimiir
4 3
1.5x4 II
I 1-&0 i
1-8-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:6 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=56/Mechanical,2=39/Mechanical,3=17/Mechanical
Max Horz 4=32(LC 12)
Max Uplift2=-38(LC 12),3=-3(LC 12)
Max Gray 4=56(LC 1),2=42(LC 17),3=29(LC 3)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone:C-C for members and forces 8,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)2,3.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRP11 Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexantlna,VA 22314. Tampa,FL 36610
r ) I
•
Job Truss Truss Type Ory Ply Springeeld-Edgewater Plan
19105155
16-040566 J12 Jack-Open Structural Gable 1 1 ;
Job Reference_(optional)
TrussMart Buitdng Components. Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:21 2016 Page 1
I D:Vz 173Db(D27KVU pi6D9vrXz6J Kd-j rWCb05fS uOgHncrh7YJ cm OROMIu IAoeZk3xakyvoO S
I 5-4-0 I
5-4-0
Scale=1:14.2
1.5x4 I I
2
3.50 12 mi
1.5x4 II 7 1
1 51
•
PA
allillil
1 _...rilli�� r r
Tr
d Mill
2x4 - r:.v,V•V:::::::::::''V V::::::::::::�:�:�:'V'V :
3x8 II
5 4 3
1.5x4 II 1.5x4 II
1-4-0 I 5-4-0 I
1-4-0 4-0-0
Plate Offsets(X,Yt- 11:0-3-9.0-0-101,(1:0.1-4,1-5-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.00 4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180
BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 10.0 Code FBC2014JTPI2007 (Matrix) Weight:21 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
WEDGE
Left:2x4 SP No.2
REACTIONS. All bearings 4-0-0 except al.-length)5=0-3-8.
(Ib)- Max Horz 1=65(LC 12)
Max Uplift All uplift 100 lb or less at joint(s)3,1,5
Max Gray All reactions 250 lb or less at joint(s)3,1,4,5
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
• Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 5-2-4 zone;cantilever left
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)Gable studs spaced at 2-0-0 oc.
• 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)3,1,5.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/09/2015 BEFORE USE. 0111. .
Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters end property incorporate this design into the overall S
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.Fi.36610
t
. f t
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105156
16-040566 J13 Jack-Padlal 5 1
Job Reference(optional)
TrusaMart Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:22 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-Br4apM6HDCWhvxB1 Er3Y9zwcnmZSUd2no0oU6AyvoOR
I 5-4-0
5-4-0
Scale=1:12.3
2
3.50 I12 4
m
d
co
4
1
e-
2x4 = 3
3 .
3x6 II
I 1-4-0 115.1? 5-4-0 .
1-4-0 0.1-1 3-10-4
Plate Offsets(X,Y)- 11:0-3-9.0.0.101.11:0-1-4,1-5-101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.04 1-3 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.10 1-3 >595 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2x4 SP No.2
REACTIONS. (lb/size) 2=138/Mechanical,3=51/Mechanical,1=190/0-3-8
Max Horz 1=66(LC 12)
Max Uplift2=-97(LC 12),1=-46(LC 12)
Max Gray 2=138(LC 1),3=103(LC 3),1=190(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft:L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-0-9,Interior(1)4-0-9 to 5-3-4 zone;cantilever left
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 100 lb uplift at joint(s)2,1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEB REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. T
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery.eredlon and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,05649 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610
t
, ) t
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105157
16-040566 J14 Jack-Partial 1 1
Job RefeLence(optional)
TrussMart Buildng Components. Midway,GA 7.640 s Apr 19 2016 MITek Industries.Inc.Thu Jul21 16:45:22 2016 Page 1
ID:Vz173Db(D27KVUpi6D9vrXz6JKd-Br4apM6HDCW11vx81Er3Y9zwgWmc Ud2no0oU6AyvoQR
I 4-0-0
4-0-0
Scale=1:12.4
2
3.50 Fr
1.5x4 II 0
d
1 m
4,
m
6
d r
)(
3
4
3x4=
4-0-0 I
4-0-0 ---
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 3-4 >999 180
BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) 0.01 2 n/a Na Weight:13 lb FT=20%
BCDL 10.0 1 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 2=95/Mechanical,3=45/Mechanical,4=140/0-3-8
Max Horz 4=47(LC 12)
Max Uplift2=-64(LC 12),4=-29(LC 12)
Max Gray 2=95(LC 1),3=71(LC 3),4=140(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 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)2,4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
r �m
M WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Mg
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 36610
l
d ) 1
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan 79105158
16-040566 J15 Jack-Padkl 9 I
Job Reference(optional)
TrussMad Bullring Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:22 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-Br4apM6HDCNfivxB1 Er3Y9zwX1 mV8Ud2no0oU6AyvoQR
I 3.9.13 I 7-0-0
3.9.13 3-2-3
Scale=1:14.6
2
li
3.50 FIT
5
m
t
In N
if
N
4
1 1f
b ° 111t1
3
2x4=
3x6 II
1-4-0 1--112 7-0-0 I
1
1-4-0 O--12 5-6-4
Plate Offsets(X.Y)— 11:0-3.9.0-0-101.11:0-1-4.1-5.101
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.13 1-3 >639 240 MT20 244/190
1 TCDL 7.0 Lumber DOL 1.25 BC 0.60 ' Vert(TL) -0.32 1-3 >255 180
BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight:231b FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2x4 SP No.2
REACTIONS. (lb/size) 2=183/Mechanical,3=68/Mechanical,1=251/0-3-8
Max Horz 1=86(LC 12)
Max Uplift2=-128(LC 12),1=-61(LC 12)
Max Gray 2=183(LC 1),3=136(LC 3),1=251(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;6=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-0.9,Interior(1)4-0-9 to 6-11-4 zone;cantilever left
exposed;porch 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)1 except(jt=lb)
2=128.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
AWARNING-Varity deafen parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/09/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual budding component.not
a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd
iSafety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. �_ ____
r ) 5
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
19105159
16.040566 J16 • Jack-Open 2 1
Job Reference(optional)
TrussMart Bullring Components, Midway,GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 21 16:45:23 2016 Page 1
ID:V2173DbfD27KVUpi6D9vrXz6JKd•f2ey0i6w 1MXX5mEoYaniBTthA_CD41w02Y2fcyvoQQ
I 1-9-13 I
1-9-13
Scale=1:7.1
3.5012 2
1
g
-. i woriiiiiiii—
i .d
v
3
2x4= 2x4=
I 1-9-13 I
1.6-13
Plate Offsets(X,Y)— 11:0-0-9,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 1 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 1-3 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:6 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 1=66/Mechanical,2=48/Mechanical,3=18/Mechanical
Max Horz 2=23(LC 12)
Max Uplift 1=-49(LC 12),2=-27(LC 12),3=-15(LC 8)
Max Gray 1=66(LC 1),2=48(LC 1),3=36(LC 3)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;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 100 lb uplift at joint(s)1,2,3.
•
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
.
tl WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI-7473 rev.10/03/2015 BEFORE USE. mi
Design valid for use onty with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated Is to prevent buckling of indvidual truss web and/or chord members only.Additional temporary and permanent tracing MiTek'
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610
I
1 Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105160
16-040566 J17 Jack-Open 2 1
Job Reference(optional)
TrussMart Buildng Components, Midway.GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 21 16:45:23 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-f2ey0i6w_WfXX5mEoYaniBTmhAwtD4Iw02Y2icyvoQQ
1 5-2-15 I
5-2-15
Scale=1:12.1
2
3.50 4 ,
6
n
1
v
rh e
d
3
2x4=
3x8 II
I 1-4-0 115.12 5-2-15 I
1-4-0 0.1-12 3-9-3
Plate Offsets(X,Y)— 11:0-3-9,0-0.10)(1:0.1-4,1-5-101
LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.04 1-3 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.10 1-3 >626 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Left:2x4 SP No.2
REACTIONS. (lb/size) 2=136/Mechanical,3=50/Mechanical,1=186/0-3-8
Max Horz 1=65(LC 12)
Max Uplift2=-95(LC 12),1=-45(LC 12)
Max Gray 2=136(LC 1),3=101(LC 3),1=186(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-0-9,Interior(1)4-0-9 to 5-2-3 zone;cantilever left
exposed;porch 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)2,1.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1 -- 4
a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev.10/03/201S BEFORE USE.
Design valid for use only with MiTekle connectors.This design is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek•
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stabllay and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Duality Criteria,DSB-89 and SCSI Building Component 6904 Padre East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 36610
I
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
19105161
16-040566 J18 Jack-Open 2 1
Job Reference_(optional)
TrussMart BuNdng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 21 16:45:24 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6J Kd-7ECLE27YIpn08FLOMG60E002UZKcyXX4FiHbB3yvoQP
I 1-B-3 I
1-8-3
Scale=1:8.8
8.(X1
2 p
N or
1wiiiimmill 0
d
i 11
3
2x4=
1.8.3 I
1.8.3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 IC 0.05 Vert(LL) -0.00 1 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1-3 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight:6 lb FT=20%
BCDL 10.0 Code F8C2014/TP12007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=61/Mechanical,2=45/Mechanical,3=17/Mechanical
Max Horz 3=37(LC 12)
Max Uplift 1=-8(LC 12),2=-38(LC 12)
Max Gray 1=61(LC 1),2=47(LC 17),3=33(LC 3)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left exposed;porch 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 100 lb uplift at joint(s)1,2.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1•7477 rev.10/07/2015 BEFORE USE. i let
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use.the budding designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek.
building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. t Tampa,FL 36610
I
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105162
16040566 J19 Jack-Open 2 1
Job Reference(optional)
TrussMarl Buildng Components, Midway.GA 7640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:24 2016 Page 1
ID:Vz173D bf D27 KVU pi6D9vrXz6J Kd-7E C LE27YIpnO8 FLQMG60E 000tZGcyXX4F iHb83yvoQ P
2-10-3 I
2-10-3
Scale:1'=1'
2
6.00
•
'
1 `,
2x4= " 3
4
1 1-40 11.5-1$ 2-10-3
1-4-0 0.1.1¢2 1-4-7
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.00 3-4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a Weight:9 lb FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=75/Mechanical,3=-89/Mechanical,4=220/0-3-8
Max Horz 4=60(LC 12)
Max Uplift2=-63(LC 12),3=-89(LC 1),4=-98(LC 12)
Max Gray 2=79(LC 17),3=57(LC 12),4=220(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Enc).,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left exposed;porch 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)2,3,4.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11411
Design valid for use only with MiTel®connectors.This design is based only upon parameters shown.and is for an individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M iTe k•
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Il Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. 11 Tampa,FL 36610
1 ► �+
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
19105163
16-040566 L Hip 1 1
Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:28 2016 Page 1
ID:Vz173Db(D27KV Up i6D9vrXz6J Kd-09Sr3PA2p2Hgdsf 8 b5AyP EAf3Bauu F KgAKFpKgyvoQ L
I 5-4-0 I 10-10-0 I 16-4-0 1 4-0-020-4-0 --I
5-4-0 5-8-0 5-6-0
Scale=1:35.1
5x6= 5x8=
304 =
6.00 FF
2 12 3 13 4
12
j1 1 11
2x4 11
d
5 A
l¢
3x4= gi 9 8 7 8
10 3x4= 3x4= 3x4= 3x4=
3x4=
1-401- t12 7-8-0 1 13-10.4 1 20-4-0 1
ih 6-2-4 6.5.12
1 1-40 0•-2 8-2.4
Plate Offsets(X,Y)-- 12:0-3-0,0-2-01 [4:0-3-0,0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.04 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.12 6-7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.03 6 n/a n/a Weight:98 Ib FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 6=682/Mechanical,10=812/0-3-8
Max Horz 10=63(LC 11)
Max Uplift6=-199(LC 12),10=-286(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-11=-261/129,2-12=-989/425,3-12=-989/425,3-13=-1028/458,4-13=-10281458
BOT CHORD 1-10=-115/303,9-10=-270/739,8-9=-468/1197,7-8=-468/1197,6-7=-317/769
WEBS 2-9=-66/415,3-9=-304/205,3-7=257/175,4-7=-51/412,4-6=-797/337,2-10=-1058/655
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 5-4-0,Exterior(2)5-4-0 to
20-2-4 zone;cantilever left 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 20.0psf 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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=199,
10=286.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. wit
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overallMiTek'
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904pParke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. ___ _ _ __ _ _ ___
1
1 ► 1
Job • Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105164
18.010688 L7 Hip 1 1
Job Reference(options)
TrussMart Buldnp Components, Midway.GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:29 2016 Page 1
ID:Vzfl3DbfD27KVUpi6D9vrXz6JKd-UVEHIBgaMPhF0E09phBxSjIvaredckpP 7MsGyvoQK
3-11-4 I 7.4-0 i 14-4-0 I 17-2-4 I 20-4-0
3-.11.4 3-4-12 7-0-0 2-10-4 3-1-12
• Scale=1:35.2
5x6 = 503=
2 11 12 3
8.00 12 U 13
14
•
10
3x4II a
4
ir
lb
LI K2,3x4= §) 7 8 5
8 3x8=3x4= 3x8=
3x4 =
20-4-0 I
I 1.4-0 1-1-12 10-9-2 0414 9a0
1-4-0 o-0-42
Plate Offsets(X,Y1— I1:0-0-12,Edael,12:0-4-0,0-2-81.(3:0-3-0.0-2-01
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 5-6 >999 240 MT20 2441190
TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.42 5-6 >530 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.03 5 n/a n/a Weight:98 lb FT=20%
BCDL 10.0 Code FBC2014ITPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except
TOP CHORD 2x4 SP No.2 end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 8=812/0-3-8,5=682/Mechanical
Max Hoa 8=90(LC 11)
Max Uplift8=-286(LC 12),5=-199(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-9=-304/26,9-10=-291/70,2-10=-289!161,2-11=-832/386,11-12=-832/386,
3-12=-832/386.3-13=-252/208,13-14=-323/196,4-14=-329/185,4-5=-277/227
BOT CHORD 1-8=-63/360,7-8=-301/740,6-7=-301/740,5-6=-286/743
WEBS 2-8=955/700,2-6=0/278.3-6=0/276,3-5=-611/238
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 7-4-0,Exterior(2)7-4-0 to
19-10-3,Interior(1)19-10-3 to 20-2-4 zone;cantilever left 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 20.0psf 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.
1 6)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=286,
5=199.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MII.7477 rev.10/03/2015 BEFORE USE. ��
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design into the overallMiTek'
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the6904
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPH Quality Criteria,05B-89 and SCSI Building Component Tampa.FL 36610
East Blvd
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314.
I
I . 1
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105185
16-040566 W Hip Girder 1 1
Job Reference(Optional)
TrussMart Buildng Components. Midway.GA 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 21 16:45:30 2016 Page 1
ID:Vz1730bfD27KVUpi6D9vrXz6JKd-yOZcU5CJLfXYtAoaiWDRUfGzN F6M8oydekvtiyvoQJ
I 3-4-0 I 8-4-9 I 13-3-7 I 18-4-0 + 20.470 I
3-4-0 5-0-9 4-10-13 5-0-9 2-0-0
Scale=1:35.4
5x8= 3x4 = 1.5x4 II 5x6=
8.00 12
2 12 13 3 14 15 18 4 17 18 5
e= —8 `■ ,.6x4 I!
� u
i rii
d
N
el
l•-•
��
3x4= ►11 19 20 10 21 9 22 23 24 8 25 26 27 7
6x8=
3x4 = 3x4= 4x8= 6x8 =
1-4-0 11-02 3.4.0 8-4-9 13-3-7 18-4-0 I 20-4-0 1
1-4-0 0-1-1211-10-4 I II 5-0-9 4-10-13 5-0-9 2-0-0
Plate Offsets(XX)— 12:0-3.0.0-2-01 15:0-3-0.0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 IC 0.47 Vert(LL) -0.18 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.23 7-8 >978 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.03 7 n/a n/a Weight:961b FT=20%
BCDL 10.0 Code FBC2014/TPI2007 (Matrix)
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing.
REACTIONS. (lb/size) 7=674/0.3-8,11=794/0-3-8
Max Horz 11=36(LC 7)
Max Uplift7=-550(LC 8),11=-624(LC 8)
Max Gray 7=873(LC 37),11=972(LC 39)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-336/373,2-12=-2242/1456,12-13=-2242/1456,3-13=-2241/1456.3-14=-2290/1490,
14-15=-2290/1490,15-16=-2290/1490,4-16=2290/1490,4-17=-2289/1489,
17-18=-2290/1489,5-18=-2290/1489
BOT CHORD 1-11=-290/329,11-19=-525/805,19-20=-525/805,10-20=-525/805,10-21=-525/805,
9-21=-525/805,9-22=-1438/2251,22-23=1438/2251,23-24=-1438/2251,
8-24=-1438/2251,8-25=-594/871,25-26=-594/871,26-27=-594/871,7-27=-594/871
WEBS 2-9=-967/1549,3-9=395/303,4-8=-382/295,5-8=-929/1513,5-7=-1008/744,
2-11=-1049/759
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.11;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;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 20.0psf 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)except(jt=lb)7=550,
11=624.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)86 lb down and 88 lb up at 3-4-0,
86 lb down and 88 lb up at 5-4-12,86 lb down and 88 lb up at 7-0-12,86 lb down and 88 lb up at 9-0-12,86 lb down and 88 lb up at
10-10-0,86 lb down and 88 lb up at 12-7-4,86 lb down and 88 lb up at 14-7-4,and 86 lb down and 88 lb up at 16-3-7,and 169 lb down
and 199 lb up at 18-4-0 on top chord,and 88 lb down and 146 lb up at 3-4-0,40 lb down and 87 lb up at 5-4-12,40 lb down and 87 lb
up at 7-0-12,40 lb down and 87 lb up at 9-0-12,40 lb down and 87 lb up at 10-10-0,40 lb down and 87 lb up at 12-7-4,40 lb down
and 87 lb up at 14-7-4,and 40 lb down and 87 lb up at 16-3-7,and 88 lb down and 146 lb up at 18-3-4 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(B) Standard
4 WARNING-Wally design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.00/07/2015 BEFORE USE. iii�
Oesign valid for use only with Wake connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 1Te�,
building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing
Is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610
I ► 1
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105185
16-040566 LD Hip Girder 1 1
Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:30 2016 Page 2
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-y0ZcU5CJIAYtAoaiVVDRUfGzN_F6M8oydekv0iyvoQJ
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=-54,5-6=-54,1-7=-20
Concentrated Loads(Ib)
Vert:2=-34(F)5=-47(F)12=-34(F)13=-34(F)14=-34(F)15=-34(F)16=-34(F)17=-34(F)18=-34(F)19=58(F)20=33(F)21=33(F)22=33(F)23=33(F)24=33(F)25=33(F)
26=33(F)27.58(F)
•
•
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
•
dl Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall failMielebuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with posside personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPI1 Quality Criteria,D5B-89 and BCSI Building Component 6904
arke East Blvd.
Safety Information available from Truss Plate Institute.2t8 N.Lee Street,Suite 312.Alecandna,VA 22314.
ti
1
, • >,
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan
79105168
16-040566 M Hip 1 1
Job Reference(optional/
TrussMart Buildng Components, Midway GA 7.640 s Apr 19 2016 MTek Industries.Inc.Thu Jul 21 16:45:30 2016 Page 1
ID:Vz173Dbf D27KVUpi6D9vrXz6J Kd-yOZcU5CJ LfXYtAoaiW DRUfGz9 IoM7 Fydekv0'ryvoQJ
l-- 3-1-15 I 9.1-a I 15.1-1 I 20.3.8 1
3-1-15 5-11-9 5-11-9 5-2-7
Scale=1:381
4x8 =
8.00 ' 1.5x4 II 588=
2 12 13 3 14 15 4
18
3x4
�
I>. N
35
ora !7 I e I iv n v !g
9
7 M 3x4=
11 10 8 8
3x4= 3x4= 1.5x4 II
1.5x4 = 3x10•`
3x10=
I 3-1.15 I 9.1.915-1-1 I 169.12 18-1 -8 211.3.8 I
3-1-15 5.11-9 I 5-11.9 3.8.11 6-4 1.4-0
Plate Offsets(X.Y)— 12:0-5-4.0-2-01,14:0-6-0.0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.13 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.13 7-8 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:103 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing.
REACTIONS. (lb/size) 11=697/0-3-8,6=794/0-3-8
Max Horz 11=-57(LC 10)
Max Uplift 11=476(LC 12),6=-502(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-833/1063,2-12=-1322/1718,12-13=-1322/1718,3-13=-1322/1718,3-14=-1322/1719,
14-15=-1322/1719,4-15=-1322/1719,1-11=-675/851
BOT CHORD 9-10=-836/709,8-9=-836/709,7-8=-1017/855,6-7=-1004/850
WEBS 2-8=-814/698,3-8=-367/261,4-8=-608/561,4-6=1080/1281,1-10=-921/734
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 8-8-2,Interior(1)8-8-2 to 15-1-1,Exterior(2)15-1-1 to
20-3-8 zone;cantilever right exposed;porch left 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 20.0psf 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 joint(s)11 considers parallel to grain value using ANSI/TPI 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)11=476,
6=502.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
1
1
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IIBTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
MN
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available front Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 36610
1
Job Truss Truss Type Oty Ply Springfield-Edgewater Plan
19105167
16-040566 M1 MonopOch 8 1
Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul21 16:45:31 2016 Page 1
ID:VzI73Dbf D27 KVUpi6D9vrXz6J Kd-Qa7_iRDx6zfPUKNmG Ekg0to8sOdv5dT65H UTx9yvoQI
6.0-0I 11.4-0 I
6-0-0 5-4-0
1.5x4 II Scale=1:22.5
4
r
3.50 12
tllIllIllIllillIll
3x4 % e
3
3x4% 7
2
mi
1urgillIllIllillIllIlliIllIllIlIllilillIlIlIllIllIllIllirillPI r,
b
3x4= �/
-, e
1.5x4 II 5
3x4=
5x6=
I— 1-4-0 1-512 6-0-0 I 11-4-0 I
_ 1-4-0 0-1.12 4-6-4 5-4-0
Plate Offsets(X.Y)— 11:0-4-4,0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 1-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.10 1-6 >999 180
BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:53 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing.
SLIDER Lett 2x4 SP No.2 2-7-11
REACTIONS. (lb/size) 5=409/Mechanical,1=409/0-3-8
Max Horz 1=139(LC 12)
Max Uplift5=-208(LC 9),1=-182(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-793/925,2-7=-751/929,3-7=-741/935
BOT CHORD 1-6=-1011/729,5-6=-1011/729
WEBS 3-6=-362/253,3-5=-757/1048
NOTES-
1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=391t;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 4-0-9,Interior(1)4-0-9 to 11-2-4 zone;cantilever left
exposed;porch 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)except(jt=lb)5=208,
1=182.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIWEK REFERENCE PAGE M167473 rev.10/03/2015 BEFORE USE. e
Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall S
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M)Te k
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
11 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSCTPI1 Quality Criteria,05B-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610
t
i A f
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105168
16-040566 M2 Monophch Girder 1 1
Job Reference(optional)
TrussMart Buildng Components. Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:31 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-Qa7 iRDx6zfPUKNmGEkgOtoEWObP5f66sHUTx9yvoQI
1 2-10-0 1 5-8-0 I
2-10-0 2-10-0
1.5x4 II Scale=1:23.5
3
8.00 12 l
3x4 i
2
1111.01
io
3x4
1
E, 3
� 1I1
..I. 7 5 8 4
68x8= 4x4=
2x4=
I 2-10-0 I 5-8-0 I
2-10-0 2-10-0
Plate Offsets(X,V)— 15:0-3-8,0-3-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.02 4-5 >999 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight 39 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=917/Mechanical,6=804/0-3-8
Max Horz 6=113(LC 8)
Max Uplift4=-330(LC 8),6=-208(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-929/238,1-6=-677/187
BOT CHORD 5-8=-299/813,4-8=-299/813
WEBS 2-5=-238/854,2-4=-1020/375,1-5=-191/839
NOTES-
1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4)Refer to girder(s)for truss to truss connections.
5)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 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)4=330,
6=208.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)662 lb down and 219 lb up at
2-0-12,and 662 lb down and 219 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s)is the
responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=-54,4-6=-20
Concentrated Loads(Ib)
Vert:7=-662(B)8=-662(B)
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use onty with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not es
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANStITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 36610
e
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
T9105169
16-040566 N Half Hip 1 1
Job Reference(optional) •
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek industries,Inc.Thu Jul21 18:45:32 2016 Page 1
ID:Vz173Dbf D2710JUpi6D9vrXz6J Kd-umhMvnDZIHnG6TyygxFv24LHkozig26F 5x DOTbyvoQ H
I 7.60 I 13-8-0 I
7-6-0 6-0-0
5x6 = Scale=1:25.9
3x4=
2 9 10 33
l 1
8.00
8
a
i
7
•
e
3x4 ; 5 3x4= 4
8 1.5x4 i 1.504 II
1 1-4-0 1-6-19 7-6-0 1 13-6-0 I
1-4-0
410 5-9-6 6.0-0
Plate Offsets(X,Y)— 11:0-2-10.0-1-81.12:0.3-0,0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.03 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.07 4-5 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 4 nla n/a
BCDL 10.01 Code FBC20141TP12007 (Matrix) Weight:72 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 4=433/Mechanical,6=555/0-3-8
Max Horz 6=160(LC 12)
Max Uplift4=-150(LC 12),6=-182(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-379/237,9-10=-379/237,3-10=-379/237,3-4=-380/276
BOT CHORD 1-6=-89/303,5-6=-247/383
WEBS 2-6=-559/362,3-5=-271/428
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 7-6-0,Exterior(2)7-6-0 to
13-0-3 zone;cantilever left 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 20.0psf 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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=150,
6=182.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
f
WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. *mini'
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall ma
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,rection and bracing of trusses and truss systems.see ANSI/1711 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. j Tampa.FL 36610
, p 11
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
19105170
16-040566 O Common 1 1
Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:32 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-umhMvnDZtHnG6TyygxFVZ4LHcozfg32F5xD0TbyvoQH
7-5-0 i 13-6-0
7-5-0
6-1-0
Scale a 1:26.1
5x8=
2
,,
8.00 RF 9
Tb0
•
7
3x10
1 \moi
•
3x4— 8 5 4x4= 4
1.5x4 i 204 II
1-4-0 14-12 7-5-0 i 13-8.0
1-4-0 0.1.12 5-11-4 6-1-0
Plate Offsets(X,Y)— 11:0-0-12,Egel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.03 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 4-5 >999 180
BCLL 0.0 ' Rep Stress Inc( YES WB 0.41 Horz(TL) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:68 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (Ib/size) 4=445/Mechanical,6=544/0-3-8
Max Horz 6=91(LC 11)
Max Uplift4=-130(LC 12).6=-195(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-9=-430/249,9-10=-457/237,3-10=524/234,3-4=-389/253
BOT CHORD 5-6=-127/409
WEBS 2-6=-494/364,3-5=-10/293
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-10-13,Interior(1)3-10-13 to 7-5-0,Exterior(2)7-5-0 to
11-3-13 zone;cantilever left 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=130,
6=195.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
•
•
a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is loran individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
•
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610
0 s
Job Truss Truss Type Qty Ply Springfield-Edgewater Plan
79105171
16-040566 OD Hip Girder 2 1
Job Reference(optional)
TrussMarl Buildng Components, Midway,GA 7.640 s Apr 19 2016 MiTek industries.Inc.Thu Jul 21 16:45:33 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-MzFk77EBdav7kdX9Ofm86IuWCJbZZAPJbza71 yvoQG5
3-11-4 i 7-0-0 1 7-10-0 I 10-8.4 I 130
3-11-4 3-0-12 0-10-0 2-8-4 2-11-12
4x4 = 454= Scale•1:24.3
3 4
II la
6.00 12
• 4x6 i
2
t A �•
2
5`
1 ¢
1YOM +
V'
3x4 = 8 7 4x4 = 6
8 1.5x4. 3x4= 204 II
� 1-4-0 1.-)2 3-11.4 I 7-0-0 1 7.10.0 l 10-6-4 I 13-6-0 I
1-4-0 0-1-12 2-5-8 3-0-12 0.10-0 2-8-4 2.11-12
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.03 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.08 6-7 >999 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.23 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:71 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 6=702/Mechanical,9=828/0-3-8
Max Horz 9=85(LC 24)
Max Uplift 6=-328(LC 8),9=-410(LC 8)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-944/513,3-4=-825/488,4-5=-975/495,5-6=-640/352
BOT CHORD 8-9=-366/779,7-8=-372/842
WEBS 3-8=-140/317,5-7=-413/712,2-8=-199/266,2-9=-1070/652
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional);cantilever left exposed;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 20.0psf 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)Refer to girder(s)for truss to truss connections.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)6=328,
9=410.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)115 lb down and 119 lb up at 7-0-0,
and 231 lb down and 245 lb up at 7-10-0 on top chord,and 223 lb down and 123 lb up at 7-0-0,and 223 lb down and 123 lb up at 7-9-4
on bottom chord. The design/selection of such connection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(pl()
Vert:1-3=54,3-4=-54,4-5=-54,1-6=-20
Concentrated Loads(Ib)
Vert:3=-68(F)4=-120(F)8=-177(F)7=-177(F)
t -
a WARNING-VrIty design paramen s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Ml
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web andlor 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
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPH Quality Criteria,DSB89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate institute,218 N.Lee Street.Suite 312•Alexandria.VA 22314. "ampa.FL 36610
1
► 'A
Job Truss Truss Type thy Ply Springfield-Edgewater Plan
79105172
16-040566 P Half Hip 1 a
Job Referee ce_toptiona)
TrussMart Bulldog Components. Midway.GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 21 16:45:33 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-MzFk77EBdav7kdX9Ofm861uW7CMOZb2PJbza?1 yvoOG
I 4-3-15 I 8.9.871•�
4-3.15 2-5-9 0.3
4x4 = Scale=1:22.7
3x4 =
2 3
1 6.00 r RI 1
ro 3x4 i
is a un...in..__tal I I I I I I I I m m-a 1 I ill 1 id I
• :� r
5 4 li,
// pril
6 4x8= 3x6 II
1.5x4=
I 4.3-156-9-8 1-
4-3-15 I 2-5-9 3
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 5-6 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.03 5-6 >999 180
BCLL 0.0 ' Rep Stress Ind YES WB 0.11 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:43 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=241/0-3-8,6=241/0-3-8
Max Horz 6=89(LC 12)
Max Uplift4=-193(LC 12),6=-134(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 3-4=-233/446,1-6=-204/250
WEBS 3-5=-441/206
NOTES-
1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;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)Provide adequate drainage to prevent water ponding.
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)Bearing at joint(s)6 considers parallel to grain value using ANSI/7P11 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=lb)4=193,
6=134.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nott-
a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems.see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 36610
..114
• Job Truss Truss Type Oty Ply Springfield-Edgewater Plan
• 16.040566 P1 Piggyback 1 1 19105173
Job Reference(optional)
TrussMart Buildng Components, Midway,GA 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul21 16:45:34 2016 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-q9p7KTFpOu1 Ln6LxMHNeVQkQbhol3eYYFi7YUyvoQF
1 3-11-15 I 7-7.151 11.7.14 I
3-11-15 3.8.0 3-11-15
Scale=1:20.2
3x4 = 1.5x4 II
3x4 =
3 4 5
8.00
"
g IJ g
6
' 2
m C 7
cIli
8
2x4= 1.5x4 II 2x4
I 11-7-14 1
11-7-14
Plate Offsets(X,Y)— 13:0-2-0,0.2-81,15:0.2-0,0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 7 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.01 7 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:35 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 2=261/9-8-12,6=261/9-8-12,8=259/9-8-12
Max Horz 2=-49(LC 10)
Max Uplift2=-128(LC 12),6=-128(LC 12),8=-22(LC 9)
Max Gray 2=261(LC 1),6=261(LC 1),8=261(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2831275,3-4=-218/289,4-5=-218/289,5-6=-283/275
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MVVFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb)2=128
,6=128.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not IMIll
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M 1Te k
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication.storage.delivery.erection and bracing of trusses and truss systems,see ANSUTPIl Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 36610
I.
Job Truss Truss Type Qty 'Ply Spnngfekl-EdgewaterPlan
16-040566 P2 Piggyback 1 1 T9155174
JobbbReferance(optional)
TrussMart Bulldog Components, Midway,GA 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul21 16:45:35 2018 Page 1
ID:Vz173DbfD27KVUpi6D9vrXz6JKd-ILNVXpGR9C9gzxhXV3ocBjzvL9151 WrinvSg4wyvoOE
3-0-7 8-7-7 11-7-14
3-0-7 5-7-0 3-0-7
Scale=1:20.2
3x4 = 1.5x4 II
354=
8.00 Ity 3 4 5
8
2
a z 7 ld
d d
8
2x4= 1-5x4 II 2x4=
11-7-14
11.7.14
Plate Offsets(X,Y)-- [3:0-2-0,0.2-81 f5:0.2-0.0-2-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) t/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 7 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.01 7 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:34 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 2=237/9-8-12,6=237/9-8-12,8=308/9-8-12
Max Horz 2=-36(LC 10)
Max Uplift2=-111(LC 12),6=-111(LC 12),8=-60(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-263/252,3-4=-2151252,4-5=-215/252,5-6=-263/253
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vuk=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=26f1;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Provide adequate drainage to prevent water ponding.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.0psf 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.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb)2=111
,6=111.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/02/2013 BEFORE USE. 1
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610
r 4 4 1
Job Truss Truss Type Qty Ply Springfield•Edgewater Plan •
19105175
P3 Piggyback 1 1
Job Reference(optional)
TnissMart Bulldog Components, Midway,GA 7.840 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 21 16:45:35 2016 Page I
ID:VzI73DbfD27KVUpi6D9vrXz6JKd-ILNVXpGR9C9gzxhXV3ocBjzux?111 WvinvSg4wyvoOE
I 5-0-7 I 8-7-7 I 11-7-14 I
5-0-7 1-7-0 5-0-7
Scale=1:20.2
3x4=
1.5x4 II
3x4 =
3 4 5
L4111 '
00 ,2 9
8
7
2 rr— Y 1$
8
2x4= 2x4=
1.5x4 II
1 11-7-14 I
11-7-14
Plate Offsets(X.Y1— 13:0-2-0,0.2-81,15:0-2-0.0-2-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.01 7 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.02 7 n/r 120
BCLL 0.0 • Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:36 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 2=242/9-8-12,6=242/9-8-12.8=298/9-8-12
Max Horz 2=63(LC 11)
Max Uplift2=-126(LC 12).6=-126(LC 12),8=-23(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.0psf;h=26ft;B=44ft;L=39ft;eave=5ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-4-11 to 4-3-7,Interior(1)4-3-7 to 5-0-7,Exterior(2)5-0-7 to 6-7-7
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)Provide adequate drainage to prevent water ponding.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb)2=126
6=126.
8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building
designer.
teet
a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev.10/03/2015 BEFORE USE.
MI
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M iTe k
budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication.storage.delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314, I Tampa.FL 36610
. p ' )
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•N NYE,Sao..we.aten0d to be load OWN. •BWb,bpew*Hwa Yyoel slows for
•Nebr dimensions an horn low of stud. •COIN*,m04.og buss a nee allowed.
•DNtenteerte.,e in n.,.1ewL. •p•Inab.Nd approwmato Heaton of ises.
•Iron LOOM N.located near Pe Wed end of ten and Ne not H be erected...wird •Butler N arty bubo,.
•Bro.Roof to abating Nab or s in wN ate supported by Barns.No.401001 loads xray te appW4 b foe,wawa.
Customer:Springfield Builders ISA TRUSS PLACEMENT DIAGRAM ONLY.Tb...bus..Sr.de•ped a SOlMaoal bugi,g coPporsnt to be,parpr.Yd
TRUsA Rr Mbrtlbddsa.Tle» 4 0.00a00000Beeyenbwane,Ybg o bondNM.Mman.ana.
Lot 38 Paradise Preserve we The buddlne o.1 responsible See
end beanwMbaap wore COMM and VIO,N.Y.Hm.m rte
i w.ward •Tb.anon of IM be...uppd,bubae M,dlp Modem beams.s t.and .,.N tM respwsbYy of IM
Job:72O Paradise Lane Atlantic Beach TL ""°° g'nebl 7,17.rega"wg"`"°tMR"•'"wg""e040 5008.0. .lbm9.Ta.,.P00.f,"a.
]S]D'OnMo Drb..Maapn,VA S]t».
BUILDING COMPONENTS Model: Edgewater
170 Elan Court _ FORRCE FABRICATION Drawing Approval
Midway,GA 31320 Designer:LJS THIS OTHER TRUSS LAYOUTS.TT IS THE EVIEW AND APPROVAL Off THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRI USSES VAL BE
Loading:20/07/0/10 8L 40/10/0/5 BUILT.VERIFY ALL CCeIDRENS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.
Office: (91 2)884-4094
Toll Free:(888)789-8165 Spacing:24"o.c.
Quote#:16-040566
Fax:(912)884-9506 Date: Approved By:
Order#: 16-040566