352 8TH ST - ROOF TRUSSES 11///f1
OFFICE COPY DrJ Engineering, LLC
(FKA:DrJ Consulting,LLC)
TM
ENGINEERING LLC 6300 Enterprise Lane
Madison, Wisconsin 53719
RE: 8th Street Roof- Lot 25 Blk 9 8th Street
Important Notice:Each Truss Design Drawing(TDD)uses Metal Connector Plate(MCP)design values published by MCP manufacturers.Any referenced connectors use design
values published by the connector manufacturer or the American Wood Council per NDS.The TDD further uses lumber design values published by the applicable lumber rules-
writing agency as approved by the American Lumber Standards Committee.These are incorporated into lumber design provisions and equations created by the American Wood
Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers.The lumber design values correspond with the grade stamp identified
by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules-writing agency shall apply to the Owner,Building Designer
and Contractor.All capitalized terms are as defined in ANSUTPI 1,the National Design Standard for Metal Plate Connected Wood Truss Construction(TPI 1).
Site Information:
Project Customer: N/A Project Name: 8th Street Roof Model: N/A
Name Address and License#of Structural Engineer of Record, If there is one, for the building.
Address: N/A
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FRC2010/TPI2007 Design Program: MiTek 20/20 7.4
Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor load: N/A psf
Roof Load: 37.0 psf
- This package includes 19 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. I ' sus y
. This document processed per section 61G15-23.003 of the Florida Board of Professionals Rule
No. Seal# 'Truss Name Date No. Seal# Truss Name Date e.
1 19857883 R01 5/26/015 15 19857897 R15 5/26/015 I >s�. .
2 19857884 R02 5/26/015 116 119857898 1V01 1 5/26/015 ill .
3 19857885 R03 5/26/015 117 1 19857899 I V02 1 5/26/015 �a
4 19857886 R04 5/26/015 118 119857900 1V03 15/26/015 j ��,
5 19857887 R05 5/26/015 119 119857901 1VO4 1 5/26/015 ; m d IA �,Z itl
6 19857888 R06 5/26/015 $ ❑ ❑ i $ t ti,,
7 19857889 R07 5/26/015 I
8 19857890 R08 5/26/015 1 1111"bi
9 19857891 R09 5/26/015 I `
10 19857892 R10 5/26/015 i
11 19857893 Rh 1 5/26/015 I .a i'
112 1 19857894 1R12 15/26/01_5_1 A ga a S N
13 19857895 R13 5/26/015 1 2 t b 85 ■ 6••
n 1 21
14 19857896 R14 5/26/015 f ... N � 11211 �
The design assumptions,loading conditions,suitability and use of this Truss for any Building is the responsibility 1E1.0 ❑Jht� T 11.
of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local
building code and TPI I.The approval of the TDD and any field use of the Truss,including handling,storage, ���..01111111111/1+ CAE PH /����
installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the �Q Q4+ .j
TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by TPI and ♦ �,, r•
SBCA are referenced for general guidance.TPI I defines the responsibilities and duties of the Truss Designer, '`,-kr:`�,��'E N`S�''{"�'t�'•
Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing
.: S.
by the parties involved.The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for ti Q. 9484 ���
any Building. r.' f :*
;
The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also ,+
referred to at times as"Structural Engineering Documents")provided by the Building Designer indicating the nature ,:
and character of the work.The design criteria therein have been transferred to DrJ Engineering(DrJ)by i'�' STATE OF
ProBuild East(Pooler). r.Q�•. ._ ti :�.N„
These TDDs(also referred to at times as"Structural Delegated Engineering Documents")are specialty structural componef � 0 R 14.• r`�.:
designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Enginee tS.�''"••"' Z.1 %�
- T
the seal russ depicted on the TDD only.The Building Designer of professional
responsible for and shall coo coordinate responsibility
nd review the the �jI, UQ151 p.` ;�1�
compatibility with their written engineering requirements.Please review all TDDs and all related notes. May 26,2015
Truss Design Engineer's Name: Ryan Dexter, P.E. Ryan Dexter,P.E.
. My license renewal date for the state of Florida is February 28,2017.
Florida Certificate of Authorization:No.29766
1 of 1
- Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street
19857888
8th Street Roof R04 SCISSOR 14 1
Job Reference(optional)
Pro Build, Ponta,GA 7.600 3 Oct 3 2014 MiTek Industries,Inc. Fri May 22 14:12:30 2015 Page 1
ID:3a_gVVwtTCMJsh1PKSQVp5HztfzL-gVNvONZt12m8cOiPVkwMHt8aEOs fLY2tuHzYrWzDW W
I 5-6-12 I 98-0 I 13-5-4 I 19-0-0 I
58.12 3-11-5 3-11-5 5-8-12
404 = Scale=1:48.2
4
9.00 12 2x4 = 41I 11
2x1
3 5
s• s-s
ii 0
Alli 12 3x4 ��8 8
3x4 8x8 = 3x4 ∎�`1
1
la p:-. 4.50 12 =. d
3x8 II 3x8 II
I 9-8-0 I 19-0-0 I
9.8.0 9.8.0
Plate Offsets(X.Y)-- (1:0.1-11.Edgel.[7:0-2-12.Edge)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.22 7-8 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.56 7-8 >404 240
- BCLL 0.0 * Rep Stress Incr YES WB 0.40 Horz(TL) 0.13 7 n/a n/a
BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:94 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 9-8-12 oc bracing.
WEBS 2x4 SP No.3
SLIDER Left 2x4 SP No.3 3-5-3,Right 2x4 SP No.3 3-5-3
REACTIONS. (lb/size) 1=695/0-5-8 (min.0-1-8),7=695/0-5-8 (min.0-1-8)
Max Horz 1=261(LC 9)
Max Uplift 1=-227(LC 12),7=-227(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-1784/557,2-9=-1714/563.3-9=1702/575,3-10=-1396/322,4-10=-1339/340,
4-11=1339/373,5.11=1396/354,5-12=1702/478,6-12=-1714/465,6-7=-1784/459
BOT CHORD 1-8=-539/1384,7-8=313/1384
WEBS 4.8=-292/1305,5-8=394/411,3-8=-394/390
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=30ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-4 to 3-1-4,Interior(1)3-1-4 to 9-6-0,Exterior(2)9-6-0 to 12-6-0 zone:C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. ,t0‘11111111111.
1. illl
5)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,s� ,OSE Pty �r11
capacity of bearing surface. �� '_' ` �i
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=227, `,�' '%. \Cr E N SF.,)l .0
7=227. •
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. :Q/ NO 69-84 ,.'
LOAD CASE(S) Standard • *: t#
r
▪ ' ACC.:
:9. /STATE : •1u■
1■1 .(%.'4'1 ORtQ4` � i;'
C� .
0'`V.0NA 4 4A,,"
anti
May 26,2015
4 I
AWARNING-Please Ihoror.gNy review Ore'Custamefn AcknoMedgerneM of Proeuad Standard Terms for Manubpured Products form Verity design Parameters and read notes on firs Trues Deem Drenang(TDD)
and me Oct Reference Sheet(rev 11.14)before use.Unbp dherwfse stated on the TDO,ony MITak Connector pates shad be wed lot 59-6 00 to be valid.ASS Truss Design Engineer ti.e.,Spedal y Engineer),
the seal on any TOD represents an acceptance of the professional enpneering resporebllityr for the d d the sngb Truss depicted on the TDO oNy,under TPI t.The design%Z one,loadng caxlaoro, Emrt
su8ab*ty and we of the Trues for any Buldinp n the resparWliy of the Owner,the Owners authaRedagent or the paelpner,fn me coMSxl of me IRC,the IBC,the foal buad rig code rd TM 1.The
apyroval of the TOO and any field use or the Truss.Irx lubrrg harrddllirp,storage.Installation and bradrg.eMt be fine iky of the Buildkq Designer and Conoador.Al notes set out in the TDD and the
prW�ces and guidelines of Building Component Safety Inanition(SCSI)published by TPI end SBCA re referenced for general guidance.TPI 1 defines the responsibsaiee and duties of the Truss Designer,Truss
• Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In writing by al parties involved.The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer
for any budding Al capitalized terms are as defined In WI 1.
ENGINEER/NGuc
Copyright 02014 Pro8uikYDrJ Engineering.LLC.IDOJI Reproduction of this doclanerx.in any form is probated without neaten permission from ProBuad-DrJ.
I a9 ,
P
- Job Truss Truss Type Qty Ply Lot 25 elk 9 8th Street
19857888
8th Street Roof R06 COMMON 1 1
Job Reference(optional)
Pro Bold. Poster,GA 7.800 s Oct 3 2014 MtTek Industries,Inc.Fri May 22 14:12:32 2015 Page 1
ID:3a_g WwtTCMJshiPKsQVp5HztfzL-musfp3b7Zf1 srirod9ygMIDrsCSOpSL9MbSfwPzDwVT
I 5-0-0 i 7-3-0 I 98.0 1 11.9.0 I 14-0-0 1 16-10-0 I
5-0-0 2-3-0 2-3-0 2.3-0 2-3-0 4-10-0
3x4 = Scab-1:51.1
4
1k
3x4.i 3x4 *
3 5
9.00 FT 1 /i1.� .1 15
4
3x4 * 2x4 11
2 6
o e' i.
et 13 10 4x4 4 i r
1 lad 1� M.. 1
Y Kra
12
.M. 10 17 18 19 20 9 8'
2o4 II 3x4 = 808 = 508 = 2x4 II
1 3-1-0 1 5-0-0 1 14-0-0 1 18-10-0 1
31.0 1-11-0 9-0-0 410-0
Plate Offsets(X.YI-- [1:0.1-0.0-1-12).[4:0-2-0,Edge)j9:0-4-0.0-3-4].[10:0-3-8.0-3-0J
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.26 9-10 >718 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.75 9-10 >246 240
BCLL 0.0 ' Rep Stress Ina NO WB 0.41 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:126 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins, except
' BOT CHORD 2x4 SP M 30'Except' end verticals.
9-12:2x4 SP DSS SOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 2-11
1-12,7-8:2x4 SP No.2
REACTIONS. (lb/size) 11=1158/0-5-8 (min.0-1-13),8=774/0-3-8 (min.0-1-8)
Max Horz 11=-290(LC 10)
Max Uplift1l=-241(LC 12),8=-164(LC 13)
Max Grav11=1175(LC 21),8=814(LC 21)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-13=-119/256,2-14=-758/267,3-14=-710/277,3-4=-294/139,5-15=-1400/408,
6-15=-1454/404,6-16=-1093/158,7-16=1204/146,7-8=-1103/159
BOT CHORD 10-11=-99/622,10-17=-59/585,17-18=-59/585,18-19=-59/585,19.20=-59/585,
9-20=-59/585
WEBS 2-11=2150/259,2-10=-74/1368,3-10=-244/259,3-5=-613/191,5-9=-315/1012,
6-9=-626/442,1-11=-349/255,7-9=-39/889
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=30ft;Cat.II;Exp C;End.,GCpi=0.18; It 111 sjJJ Jt'
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-6-0,Exterior(2)9-6-0 to 12-6-0 zone; lid JJ
cantilever DOe Il 61)exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `,1�1k hQSE PH '4/e`+'
3)200.0Ib AC unit load placed on the bottom chord,9-6-0 from left end,supported at two points,5-0-0 apart. �∎�to•;-7G E b S�;'.I) 1.,,
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��,l w' •• 4'
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 ,�Q�• NO 694$4 ;:51 °�►•frt 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 100 lb uplift at joint(s)except(jt=lb)11=241, : *; _ •
8=164. — • , . •••
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. =1) ir Z
II
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v"pO TATE 's
LOAD CASE(S) Standard �•• ..(∎•�• �C 0 R Q P=�ti �`�
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 I j`S '• .....••'r�C t.
Uniform Vert:1-4=-54,4-7=-54,10-12=-20,9-10=-60(F=-40),8-9=-20 �I�•s�f� Al-;°�,t
May 26,2015
Continued on page 2
- • 1
AWARNING•Please ttaroyihiy review ere"Crwtomers AeknaNedpemem of ProBudd Standard Terms toe ManuFaetrrrae Products-loan VMIN deepn perameters and rMe notes on this Truss Oesign Drawnng ITDO)
and the OrJ Reference Sheet irev.11.14)before u e Unklss cthenNSe elated on the TOO,oNy MITek connector plates anal)be used for 811 DD to oe valid.Asa True.De.grl Enpneer(I.a,Speasiry Ergirreer).
IM seal gn any TOO repmenls an acceptance of the profee.bnal enene.nrp respomlbiNly ter the of the.snya Trues depicted gn the TDD on y,under TP'11:.
Tne design ae.umgbn toadsq wMagro,
wpaabe.y and use of taro Truss for any Bowing b the respon alma/of the Onner,the 0vr�ers authp¢edagent or tee Bustling Designer,In In.context of the IRC. IBC,the roal heeding rose ane'rPl 1 The ,
a proval of the TDD and any Reid use of the Tnas,Inekxlag handhng.storage.insulation and bracing,srol be the responetheny or the Bulkrkg Designer and Contractor.AI notes set out in the TOD and the
• pradicas and guidekne.of Bulking Component safety klarma8on(BCSI)pe beIr.d by TEl and SBCA are relsrenced for general guidance TPI 1 define.the responsibidies and duties of Ma Truro Desgner.Tres
Design Engineer and Tnws Manulas era as Maned in TPI 1. r.
CapyniP 02014 ProBuild-DrJ Engineering,LLC.(DrJf Reproduction of this document in any foot N proMbted wahout written permission from Pro8uidOrJ. ENGINEERING LLC
4r/
- Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street
19857889
8th Street Roof R07 COMMON 2 1
Job Reference(optional)
Pro Build. Pooler,GA 7.800 s Oct 12014 MiTek Industries,Inc.Fri May 22 14:12:33 2015 Page 1
ID:3a_MMOTCMJshfPKSQVp5HztfzL-F5Q10PcIKz9jTsQ AsT3vWm0ccoFYvbJaFBCS2DwVS
I 5-0-0 I 7-3-0 1 9-8.0 1 11-9-0 I 14-0-0 1 18-10-0 1
5-0-0 2-3-0 2-3-0 2-3-0 2-3-0 4-10-0
3x4 = Scab•1:51.1
4
ii
3x4 ,i 3x4 ��
3 5
9.00 12 15 ri �1
' 14
3x4 �i 2x4 II
2 8
o ��
7 41111 Ilihibil.
D 3x13 ��
4x4 �i 7
1
taMl got '
ig 12 11 10 17 18 19 20 9 8
2x4 II 3x4 = 8x8 = 54 = 2x4 II
I 3-1-0 i 5-0-0 1 14.0.0 1 18-10-0 1
3-1-0 1-11-0 9-0-0 4-10-0
Plate Offsets(X.Y1— [1:0-1-0.0-1-12).[4:0-2-0,Edge).[9:0-4-0.0-3-4[10:0-3-8,0-3.0)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.26 9-10 >718 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.75 9-10 >246 240
BCLL 0.0 • Rep Stress lncr NO WB 0.41 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:126 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins, except
BOT CHORD 2x4 SP M 30*Except* end verticals.
9-12:2x4 SP DSS BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 2-11
1-12,7-8:2x4 SP No.2
REACTIONS. (lb/size) 11=1158/0-5-8 (min.0-1-13),8=774/Mechanical
Max Horz 11=-290(LC 10)
Max Upllftl 1=-241(LC 12),8=-164(LC 13)
Max Grav11=1175(LC 21),8=814(LC 21)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-13=-119/256,2-14=-758/267,3-14=-710/277,3-4=-294/139,5-15=-1400/408,
6-15=-1454/404,6-16=-1093/158,7-16=-1204/146,7-8=-1103/159
1 BOT CHORD 10-11=99/622,10-17=-59/585,17-18=-59/585,18-19=-59/585,19-20=-59/585,
9-20=-59/585
WEBS 2-11=-2150/259,2-10=-74/1368,3-10=-244/259,3-5=-613/191,5-9=-315/1012,
6-9=-626/442,1-11=-349/255,7-9=-39/889
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=30ft;Cat.II;Exp C;End.,GCp1=0.18; 1``II/I�tI
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-6-0,Exterior(2)9-6-0 to 12-6-0 zone; #ta0 •Irit
grip
cantilever left
60 exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate �` A SW PH fl 1.P•
'7 i.
3)200.OIb AC unit load placed on the bottom chord,9-6-0 from left end,supported at two points,5-0-0 apart. � ••••G E iN S•• .i
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a�Q.• �'` fi•••• �,
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 s I N O 69.84
fit between the bottom chord and any other members,with BCDL=10.Opsf. .k
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)11=241, • ,;,
8)Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '- • /STATE ,•:
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 0 ...A. ••�� ...,.• ; ,,w
LOAD CASE(S) Standard wed.s• •G R .• 1`%,
1)
Uniform RoodLivee'balanced):Lumber Increase=1.25,Plate Increase=1.25 els$/O N A L.c.v.•��-
Vert:1-4=-54,4-7=-54,10-12=-20,9-10=-60(F=-40),8-9=-20 tJtillli;1
May 26,2015
4 Continued on page 2
4
■
AWARNING•Please thoroughly renew Ne"Customers AcknoMedgement or ProBuld Standard Terms for Manufactured Produde-form Verdy desgn parameters and read noes on 045 Truss Deegn Oranarg(TDO)
and the DrJ Reference Sheet Iron 11.14)before uee.Unleas othenebe staled on the TOO,only MTek connector plates strait be used fa ans 100 to be valid Au a Truss Design Engineer(i e.,Specialty Ergneafl.
the seal on any TDO represents an acceptance of the profeasgrW engineering responsibility for the design of the dupe Truss depicted on the TDD only,under TPI 1 The design assumptions.badmp condtbns,
wdabaey and use of 0,5 Truss for any Building is the responsibility of the Owner,the Owners authorized agent or the Building Designer,in the context of the IRC.the IBC,the local building code and TPI 1.The ,II approval of the TDD and and field use o the Truss,induang handling,storage.Installation and bracing.shall be the responsibility of the Budding Designer and Contractor.M notes set ad n the TDD end the
• prpfaadddes and gudelnes of euigeg CotnponeM Safety informahon(BCSIpublehed by TPI and SBCA are referenced for general guidance.TPI 1 defines the responsib•lties and dines of the Tnxm Desgner,Trues Design Erprsr and T Manufmr,unles othenlse detfned by a COMrad agreupon m wrung by all parties ioIced The Tr Dgn EnOesr s NOT the BwWnp Dner or TrrSystem Engineer for any bulking.All capitalized terms are es detned in TPI 1.
ENGINEERIIVGuc
Copyright 02014 Protuikd•DrJ Engineering,LLC.IDOL Reprodubaco of this document.in any form.is prohibited v4ner4 mitten permission from ProRuaaDrJ.
11
r
Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street
19857890
8M Street Roof R08 COMMON 5 1
Job Reference(optional)
ProBuild, Poster,GA 7.800 s Oct 3 2014 MiTek Industries.Inc.Fri May 22 14:12:34 2015 Page 1
• ID:3a_gWwtTCMJshIPKsQVp5HzlfzL-jH 0EIdN5GHa40?Aka_IRjIF4?7uHMTSpvxl?HzDwVR
I 5�0 II 7.3.0 I 9-6-0 I 11-9-0 I 14-0-0 +:1118-10-0-
5-0-0 2-3-0 2-3-0 2-3-0 2-3-0 410.0
3x4 = Scab=1:51.1
4
Il
3x4�i 3x4��
3 5
9.00 12 0../ ,�`1 14
13
2x4 II 2
15
_ 12
3x8 ��
3x8 i� 7
1
1 i � :
Way . r
n_
11 10 16 17 18 19 9 8
304 = 5x12 MT2OHS = 3x8 = 3x4 =
I 5.0.0 1 14-0-0 I 18-10-0 I
5-0-0 9-0-0 410-0
• :I= e, • — •'e -1 . - . e e'era e e
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.30 9-10 >744 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.87 9-10 >256 240 MT2OHS 187/143
. BCLL 0.0 • Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 8 n/a n/a
BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:121 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins, except
• BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3'Except* BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
1-11,7-8:2x4 SP No.2
REACTIONS. (lb/size) 11=964/0.5-8 (min.0-1-9),8=969/Mechanical
Max Horz 11=-290(LC 10)
Max Uplift1l=-200(LC 12),8=-199(LC 13)
Max Grav11=1033(LC 21),8=1017(LC 21)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-12=-1598/205,2-12=-1519/217,2-13=-1713/432,3-13=-1666/442,5-14=-1612/433,
6-14=-1665/423,6-15=-1490/220,7-15=-1569/208,1-11=-1404/227,7-8=1426/227
BOT CHORD 10.11=-306/261,10-16=-117/904,16-17=117/904,17-18=-117/904,18-19=117/904,
9-19=117/904
WEBS 2-10=-405/421,3-10=294/850,3-5=982/253,5-9=-278/779,6-9=-369/405,
1-10=-60/1214,7-9=-80/1207
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=30ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-6-0,Exterior(2)9-6-0 to 12-6-0 zone; ,l it�r���++ f,
end vertical left exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,, Q E P ',
3)200.01b AC unit load placed on the bottom chord,9-6-0 from left end,supported at two points,5-0-0 apart. S I err
4)All plates are MT20 plates unless otherwise Indicated. 11 ••. o
5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. ',1ti Q•a 6\�✓E N is: ,�f
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 -� ••l
fit between the bottom chord and any other members,with BCDL=10.Opsf. i Q; N O 694:4 ''.
7)Refer to girder(s)for truss to truss connections.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=200, .1: *; •#
8=199. 8.•
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ro
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •'Sl .• •
STATE G :14/).
LOAD CASE(S) Standard Iii•*•••••' / O R 14 P`••;::•ssss
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 *t`s.'••..... ••rrr ��
Uniform Vert:1-4=-54,4-7=-54,10.11=20,9-10=-60(F=-40),8-9=-20 '�l1'1, N A-.1 ",,;4.,�,,
Continued on page 2 May 26,2015
t
AWARNING-Please thoroughly review the"Crelanels Acluawtedgemera or Proeued Sbndard Terre for Manufactured Products"torn)Venn design parameters and read notes on this Truss Design Drawing(TDD)
and the DrJ Reference Snell(rev.11.14)before use.Untees Ofherv4ea stated on the TOO,ony MITek connector plates shall be teed for this OD to be valid.As a Trues Design Engineer(i.e.,Specialty Engineer),
the seal on any TOO represents an acceptance of the profesebnal argirreedrg raeponabiHy for dad n of the single Truss depicted on the TOO only,under TPI 1.The wumptaro load conditions, ,
suitability and use of this Truss for any Buikiirg a the of iM Owner.Oa Oveate arpgrizedagent or Me Bulidlnp Designer.in the context of the IRC,the IBC,the I Duildag code rat PI 1.The
approval or the TDD and any field tee of the Truss,induct ing,storage,installation and bracing,shall be the respaxORy of the 0uking DasprKn and Contractor.M roles set out in the TOO and the
practices and gudemres of Bulldog Component Safety Information(BCSll pubfaned by Tel and SBCA are referenced for ggeeneral guidance TPI 1 defines the raeporwbiaies and duties of the Tres Desgner,Tees
Desgn Engineer and Tees Manufacturer,unbp dhanwiee donned by a Contract spread upon In wfttg Dy as panes nvoNed.The Truss Design Engineer ro NOT the Buitling Designer or Truss System Ergtreer
for any building 09 capitalized terms are as defined In TPI 1 ry
ENGINEERING 11C '
Copyright 02014 Pro8reld-OrJ Engineering,LW,(Del)Reproduction of this document,in any form,is prohtbaed without written permission from ProBudd-OrJ
- Job Truss Truss Type Qty Ply Lot 25 85 9 818 Street
19857891
8th Street Roof R09 GABLE 1 1
Job Reference(optional)
ProBuild, Pooler,GA 7.800 s Oct 3 2014 MITek Industries,Inc.Fri May 22 14:12:35 2015 Page 1
ID:3a_gWwtTCMJshfPKsQVp5Hztfzl-BTYOR5dOsaPRiAaNIHVX xrTgPgbOvdc2ZgJXkzDwVQ
I 9-8-0 I 19-0-0 I
9-8-0 9.8.0
404 = Scab.1:42.2
7
øI128
12
21 17 .
J■
f'
22 18 r2 3 15w y 13
1,24 24 14
T ∎���∎ ∎∎���4L./C∎ ∎∎L��∎∎�∎∎�•a�∎∎∎∎∎�∎∎��∎�∎�L�•: ini
0
3x4!"-• 3x4 *-
1 9'8.0 I 19.0.0 I
9.8.0 9.8.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress lncr YES WB 0.06 Horz(TL) 0.01 13 n/a n/a
BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:100 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing,
OTHERS 2x4 SP No.3 Except:
6-0-0 oc bracing:23-24,14-15.
REACTIONS. All bearings 19.0.0.
(Ib)- Max Horz 1=247(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)13,19,20.21,22,23.18,17,16,15 except 1=117(LC 8),
24=-187(LC 12),14=-185(LC 13)
Max Gray All reactions 250 lb or less at joint(s)1,13,20,21,22,23,24,18,17,16,15,14 except 19=364(LC
13)
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.Opsf;h=30ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-6-0,Exterior(2)9-6-0 to 12-6-0
zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/7P11.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 1-4-0 oc. ``, t'I
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'tS'J iI��
8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will << SE PH �+.i
1 fit between the bottom chord and any other members. �+ 1‘.f....... •• C„�..�,,r
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,19,20,21,22,23, �$'�•. \G E N Sti.•.�,?' .ri•
18.17,16,15 except(jt=1b)1=117,24=187,14=185. . -�► . .••
10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)19,20.21,22,23,24,18,17,16,15,14. s°Q'�• No 6 484 ••
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard •
1).. STATE OF .:�
�w�`• C.7 .
s',,,St i A1.-E. �'`�
May 26,2015
■
A':',„Ail NING-Please thorMgNy re w the"Cus*omeh Adarosledperrant of ProBuid Standard Terms for Manufactured Producra-loran Va design parameters and read rrotes en this Truss Drawing(TDD1
he DrJ Reference Sheet(rev.11.141 before tae.Untess otherwise stated on the TOO,only MTek connector plates than be wad l«fhb oD to vaW As a Tnwe Design Enp near(i e.,Spa E g nee 1.
the seal on any TOO represents an acceptance of the professional engineering reeponatbifty for the design of the single Truss depicted on the TOO only,under TPI 1 The desi n aewmptlorrs toad cordtbrr,
suability and use of the Truss for any Bwdng b the reeponstAlN of the Owror,the Owners aN orizedagent or the Designer,In the context of the IRC,the ISC,the focal autlirg cods aM TPI 1 The
Emit approval of the TOO and any field use d ea Tows,including snip,storage.iwtaaatlon and txadrg,shall be tM Illy of Me Buildi g Designer and Contractor.Aa notes set out n the TOD and the
• pprractices and gudNina of Building Component Safety Information(8081)MOMehsd by TPI and SBCA are referenced Iw general guidance.TPI 1 dellnes the responalWklss and douse d Ue Tnws Deagner,,T tie
Dn EngTnManufarer,unlothse ired by a Contract agrIn writing by as parties or teen.The Trun Engir is NOT the Bdof TrSy stem Enger for any buildag.Ax capitalized terms are as desired in TPI 1.
Copyrgta 02014 ProBultl-DrJ Engineering LLC-IDrJI.Reproduction of this doaanent,in any bran.Is prohibited without written permission from Pro8usdOrJ. ENGINEERING LLC
- Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street
19857893
8th Street Roof R11 COMMON 8 1
Job Reference(optional)
ProButr, Poobr,GA 7.800 s Oct 3 2014 MtTek Industries.Inc. Fri May 22 14:12:37 2015 Page 1
ID:3a_g WwtTCMJsh1PKsQVpSHztf zL-7sgYSmf GOBf8xTklPiY?3Mwk6DKhU0guVt9ObCZDWVO
1 6.8-8 i 13-1-0 l
8.6-8 6-6-8
4x8 = Scale=1:39.0
2
9.00 I' 7
7 10
-1
,1
5x8
503 * 3
1
w ■w■
Iti31 5 CI
6 42x4 II
2x4 II 4x8 =
1 6-8-8 1 13-1-0
8.8.8 6-6-8
Plate Offsets(X.Y)— [1:0-3-0.0-1.8].[3:0-3-00-1-8j
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 5-6 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.07 5-6 >999 240
BCLL 0.0 • Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FRC2010/TP12007 (Matrix) 1 Weight:75 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except
• BOT CHORD 2x4 SP M 30 end verticals.
WEBS 2x4 SP No.3*Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
1-6,3-4:2x4 SP M 30
REACTIONS. (lb/size) 6=473/0-5-8 (min.0-1-8),4=473/0-5-8 (min.0-1-8)
Max Horz6=232(LC 9)
Max Uplift6=149(LC 12),4=-149(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=-570/175,7-8=-488/175,2-8=-481/192,2-9=-481/192,9-10=-488/175,
3-10=-570/175,1-6=-564/228,3-4=-564/228
BOT CHORD 5-6=-268/308
WEBS 1-5=-92/263,3-5=-95/266
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutl=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=6.Opsf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MVVFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-6-8,Exterior(2)6-6-8 to 9-6-8 zone;end
vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)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 ,``` j,,
fit Provide the bottom chord ct an(y others)other memss to. g plate capable withstanding uplift joint(s) p (lt= ) s 1.Q a '`,
5)Provide mechanical connection b others of truss to bearin late ca able of wkhstandin 100 lb u lift at'hints except Ib 6=149, �� SE Py �
4=149. 1
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 44 VC e \G E N S'fi. ..•.•
Al LOAD CASE(S) Standard Q`•• • .�
No s ass ..
▪ *• • // .t
1,1) • T• E • 14.1:
1i ((`••LOR %�- ,:'•
May 26,2015
• 1 1
aWARNING-Please thoragisy review me-Customers Admowiedgentent of ProBWd Standard Tan:for Marwfactured Produpe-form Verify design perameters and read note,on this Truss?eaten Drawag(TDO)
and the DcJ Reference sheet(rev.11.14)before use,lMlas Othenvtse slated on the TOO,Dory MrTek connects plates afratl be used ter Inds TDD to be need.Asa Truss Design Erglneer pre..Spectatry Erglneer).
the seat on any TDD reipsreseres an aoeptenross 01 ti:prdseebnlat eng1 neMrg ra sty(or fhe dealler sl the si gle Truer dDespeildend on me TOO only,under TPI 1.The des/ aewm loaders coondemns.
approval of the TDD and any field use of the Tnra,incl Oki(nandkng.storage,installation and bradMrg,aM�ll be Me responsibility of t a Biddag Designer and Contractor.Al notes set out Si• TDD and mend
• practices and gridanes of Wong ng Component Safety Information(SCSI)published by TPI and SBCA are referenced for general guidance WI 1 defines the responeroieia and duties of the Truss Desgner,,Truss
Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon In wilting by al parties Involved The Truss Deign Engineer is NOT the Scalding Designator Truss System Engineer
for any budding.NI capoaloed terms are a defined in TPI 1.
Elt
Copyright 02014 ProBuiIM1DrJ Engineering LLC,(DrJI.Reproduction of this document,in any form*prohibited without written permission from ProBuldDrJ. ENGINEERING LLC
• Job Truss Truss Type Qty Ply Lot 25 81k 9 8th Street
19857895
8th Street Roof R13 COMMON 7 1
Job Reference(optional)
ProBuild. Rioter.GA 7.800 s Oct 3 2014 MRek Industries.Inc.Fri May 22 14:12:39 2015 Page 1
ID:3a_gWwtTCMJshfPKsQVp5HzUzL-3FnJHSgWvpvsBnu8X7aT8n02k0 HyikBzBeWgVzDwVM
I 7-5-4 I 14-10-8 I
7-5-4 7-5-4
4x8 II Scale•1:42.3
2
9.00
8
10
n 9'
8x8 Q
6x8�i
3
1
I
4/i li
lan
1E3 IMe
_s 5 _�
8 4
2x4 II 4x8 = 2x4 II
I 7-5-4 I 1410-8 I
7-5-4 7-5-4
Plate Offsets(X.Y)— 11:Edge.0-1-81,[3:Edge,0.1-8)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Lid PLATES GRIP
TCLL 20.0 I Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.05 4-5 >999 360 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.12 4-5 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a
BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:84 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP M 30 end verticals.
11 WEBS 2x4 SP No.3'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
1-6,3-4:2x4 SP M 30
REACTIONS. (lb/size) 6=540/0-5-8 (min.0-1-8),4=540/0-5-8 (min.0-1-8)
Max Horz6=-255(LC 8)
Max Uplift6—171(LC 12),4=-171(LC 13)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-7=660/189,7-8=-566/191,2-8=547/210,2-9=-547/210.9.10=566/191,
3-10=660/189,1-6=-640/248,3-4=-640/248
BOT CHORD 5-6=-310/364
WEBS 2-5=0/275,1-5=-109/296,3-5=112/298
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=30ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-4,Exterior(2)7-5-4 to 10-5-4 zone;
end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)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 "�� `fi
j fit between the bottom chord and any other members. ,i1t 'Si,,
!ri 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=171, `',sA ,OSE PH r, '10�'
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �w`���ay\G E N S'�:�jx1.r j
LOAD CASE(S) Standard 4"0-,;e No 6 484 •/S.
fir *e t,•Z s
w •
:15* STATE OF .LL,
CI :%
May 26,2015
• 1 ■
0 WARNING-Please thoroghly review the"Customers AolawvAedgsment o1 Pro8u ld Standard Terror for Manuladufed Products"lam VerOy deepn parameters and read notes on this Tnae Design Cravang(TDD)
and the OrJ Reference Sheet(rev.11.14)before rae.Unbss otherwise slated on the TDO,only MITek connector plates Mall De cared for the TDD to be valid.Asa Trues Design Enpneer(i.e.,Spedaay Engnar),
the seal on any TOO represents an acceptance of the proreasinnal engineering responsibiMy for the damn of the single Truss deeded on the TOO only,under TPI 1 The design assumptions.loading conditions,
suoabily and use of ths Truss for any Bulling is the resporsibdoy of the Owner,the Owner's surOorized agent or the Braiding Designer.in the cadent of the IRC,the IBC,the focal budding code and TPI 1.The
El&approval d the TDD arm am field nee of the Truss.Including handling,storage.sWallation and bracing,shall be the responsibdEy of the Bu dng Designer and Contractor.M notes set out n the TDO ant the
▪ pred cep and gu delves of Bui/deg comps tml Safety Information(SCSIpuWahed Dy TPI ant SBCA are eferenced fo gpee eral gutlana TPI 1 define the reaponaDN4lae and duties 01 the T uss Designer,T rags Design ineer and TManufacturer,udefiby a contract agn n by all invdved. Tfuss DEnginer a NOT the Building igner or TuSystem Engneer far any buidng.Ml capitalized tams are as defined in TPI 1
Copyright 02014 Pro&utl-0rJ Engineering.LLC,(OrJ).Reproduction of this document n any form,Is prohibited without written permesion from ProBufd-DrJ. ENGINEERING i1C
- Job Truss Truss Type Qty Ply Lot 25 Blk 9 8th Street
19857696
8th Street Roof R14 COMMON 1 2 Job Reference(optional)
Pro Build, Pooler:GA 7.600 0 Oct 8 2014 MiTek Industries,Inc.Fri May 22 14:12:40 2015 Page 2
ID:3a_gWwtTCMJshf PKsQVp5HztfzL-XRLhUoh8g61joxSK5g5ih YHJQIXh4HLBrO4CxzDWVL
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-3=27,3-5=-27,6-10=30(F=20)
Concentrated Loads(lb)
Vert:6=-551 7=-531(B)11=-666(B)12=-666(B)13=-666(B)14=-666(B)15=-666(B)16=-531(B)
'`t,�0111111111 t,
SEP Itii
4,N* SO •..yDk*
No 69484 •--)"
•
•
: t STATE OF e:4 2
,�
•
May 26,2015
WARNING-Please thoroughly review the"Customer's AclatoMedgemera of ProBus Ns Standard Terms for Manufactured Products'form Verify deign parameters and read notes on s Truss Design Drawing(TOO)
BA and the DrJ Reference Sheet(rev 11.14)before me.Unkea ofhervrle stated on the TOD,only MTek connector plates shall be used for the TOO to be valid.As a Truss Design Engineer(I.s.,Specialty Engineer),
the seal err any TOO represents an acceptance of the professional engineering respondbaity for the design of the single Trues depicted on the TDD only,under TPI 1.The design assumption,lading oorWdore,
susabd8y and use of the Truss for any Buiklag M the roaporoiCStlkkyy of the Owner,the Owners authorized agent or Me Building Designer,In the contest of the IRC.the IBC.the focal budding code and TPI 1.The
approval of the TOD and any held use of Me Tows.Inducing h andarg,storage.installation and bradng,shall be the responsibility of the Baling[tesgner and Contractor.Al notes set out in the TDD and the
oradioes and guyldbes of Buitlirg Cantponenl Salary Inforrrwtion(SCSI)pubtahed try TPI and SBCA are referenced for general guidance WI 1 defines the resporniW hies and duties of the Truss Deegner,Truss
Design Engineer and Tnne Manufacturer,unless otenviea dsMed by a Contract pried upon In wdting by all parties involved.The Truss Design Engineer N NOT tin Bidd g Designer a Trues System Fspnear
for any building.Al capitalized terms are as leaned in WI 1. .L
Copyright 02014 ProBuikl-DrJ Engineering,LLC,(DrJ).Reputation of this document in sny form, prohibited without written permission horn Proluild-DrJ. ENGINEERING LLC
roduct is
- Job Truss Truss Type Qty Ply Lot 25 Bat 9 8th Street
19857898
8th Street Roof VO1 GABLE 1 1
Job Reference(optional)
ProBuild. Peeler,GA 7.600 s Oct 3 2014 MTek Industries.Inc.Fri May 22 14:12:41 2015 Page 1
ID:3a_gWwtTCMJshIPKsQVp5HztrzL-Odv3i8imRQ9aQ51 XeYcxEC5UJgiFQGLUQV7dkNzDwVK
I 4-5-0 I 8.10-0 1
4-5-0 4-5-0
Scale•1:22.6
4x4 =
2
WI
7
9.00 12 g
1111 5
3
1 w w w
r w1-3 ■
4
2x4 2x4 H I 2x4 ''
I 8-10-0 I
8-10-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999
BCLL 0.0 * Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 3 n/a n/a
• BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:32 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
' OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=154/8-10-0 (min.0-1-8),3=154/8-10-0 (min.0-1-8),4=281/8-10-0 (min.0-1-8)
Max Horz 1=103(LC 8)
Max Uplift1=68(LC 12),3=-81(LC 13),4=-60(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=6.0psf;h=30ft;Cat.II;Exp C;Encl.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-4 to 3-5-4,Interior(1)3-5-4 to 4-5-0,Exterior(2)4-5-0 to 7-5-0 zone;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard
��t�i;Li1111,111�t,
SEPN i,
tip,► fit) ""Pie
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May 26,2015
• 1 i
QWARNING•Please ttwrougnly review Me'ClMOmda Adviowledpement al ProButl Standard Terms for Manuhctuxed Products"loan.Verrh deagn parameters aunt read notes on this Truss Design Oravnng(TDD)
and Me DrJ Reference Sheer•rev.11.14)before use.Unkes otherwise stated on the TDD,Doty MTek connector pates shall be reed for this DO to Ee valid.Asa Truss Dssgn Engineer ti e.,Specialty Engineer),
the seal on any TOD represents an acceptance or the professional engineering responsibility for the design of the single Truss deeded on the TOD only,under TPI 1 The design assumptions,loading conditions,
suitability and use of the Toes for any Building e the responsaxla4yy of the Owner,the Owner's authorized agent or the Building Desgner,in the context of the IRC.the IBC,the local building code and TPI 1 The
approval of the TOD and any fled use of the Tnea,including handlirg,storage.installation and branng,shall be the responsibility of the Building Designer and Contractor.AN notes set out in the TOD and the
El,
practices and guidelines of Building Component Safety Information(BCSI)published by TPI and SBCA are referenced for general guidance TPI 1 defines the responsibilities and duties of the Truss Designer,Truss
Oesgn Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in wrong by al parties involved The Truss Design Engineer M NOT the Building Designer or Trull System Engineer
for any building.Ml aptaloed terms are as defined In TPI 1 ru
CopyrIgh O 2014 Pro8uld•OrJ Engineering,LLC.IDrJ)Reproduction of this document,Cr any forum.is prohibited without written permission from ProBUd-DrJ ENGINEERING uc
• Job Truss Truss Type Oty Ply Lot 25 Bft 9 8th Street
19857900
8M Street Roof VOS GABLE ' 1 Job Reference(optional)
Pro Build, Pooler,GA 7.800 s Oct 3 2014 MITek Industries,Inc.Fri May 22 14:12:43 2015 Page 1
• ID:3a_gWwtTCMJsh fPKsQVp5HztfzL-yOlp7gkl z1 PIfOBvmzfPJclApre07uWQntpckpGzDwV1
5-3-4 I 10.8-7 I
5-3-4 5-3-4
404 = Scab=1:25.8
2
A9.00 1
7 a' 8 3' II w
'0' Ili-3 r
2x4 2x4 11 2x4 Q
1 10-8-7
10.6.7
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a
• BCDL 10.0 Code FRC201O)TP12007 (Matrix) Weight:39 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
• OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=187/10-6-7 (min.0-1-8),3=187/10-6-7 (min.0-1-8),4=342/10-6-7 (min.0-1-8)
Max Horz 1=-126(LC 8)
Max Uplift1=83(LC 12),3=-98(LC 13),4=72(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 2-4=-267/128
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=30ft;Cat.II;Exp C;End.,GCpi=0.18;
MWFRS(envelope)gable end zone and C-C Exterior(2)0-5-4 to 3-5-4,Interior(1)3-5-4 to 5-3-4,Exterior(2)5-3-4 to 8-3-4 zone;C-C for
members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S) Standard .01411111////14
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May 26,2015
• • ■
AWARNING.Please thorotgNy review 1M-Cu Comers AdoroeMedgement of PrOBuld standard Terms for Manufactured Products form.verity design parameters sod read notes on Poe Tnas Desgn Drawing(T00)
and ate OrJ Reference Sheet(rev.11.14)begot.w.Unlees otherwise stated on tin TDD,only leTek connector plates snail be used for Onto ODD to be valid.Asa Truss Desgn Engineer li e,spenaty Engineer),
the.eel on any TDD represents an a ceptance of the profeeebnat engmesrkg r.7."'diiy for the design of the svpie Twos defined on the TDD only,under TPI 1 The des'gn aesumptbns,badnp ccMibro,
sutablity end use of Ingo Truss for any Bullring to ate reeponeetoy of Ohs Owner,the Owners author zed agent a IM euldng Desgner.In Ms eontaM of the IRC,the IBC,Me local Dulldkg code and Wi 1.The
affront of the'Wu and any 8ek1 tae of the iron.inducing handing,storage,Inefalabon and bracing,shall be the responsiony of the Building Designer and Contractor.Aa notes set out m the 7D0 and the
• pranleas and gtideinss of Brsid g Conponant safety InfdmNbn(SCSI)ptrDkehed by TPI and SBCA are referenced fa gpeeneral gugsnce TPI 1 dada.the respanslbemes and duties of Ote Trues Designer.Trues
Design Engineer and Tres Manufaehner,sates.aferwise delyd by a Contract agreed tgon In venting by at panties invctved.The Teas Desgn Engineer to NOT the 8uldxg Designer or Truss System Engineer
for any bnildkg.All capitalized terms are as dented In TPI 1.
Emit
Copyrght 02014 ProBWd-OrJ Engineering,LLD,(DrJ).ReproductIon of this document.n any form,a pofubted without written Dominion from ProBud d-DrJ ��JN�f�Q11C
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Date:7'-2-9-Ac- - / *' .r ' 11N .
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Signature: