HomeMy WebLinkAboutLetter of Transmittal (truss calcs/drawings) - 01/24/2012 �
R� BRIGH z Date: �
To:
Attn: l�/�11�✓,/1�ii
Atldress:11S C�I�t.t.t,/��( �G�
�SHK.cc�M u7r SY�o�
LETTER OF TRANSMITTAL
,.
We are sending you: �ttached �Belivered by Hand � Under Separate Cover
Via �u.2 N(./��5►+-�-Y�L_
The following items:
❑ Shop Drawings ❑ Prints Plans ❑ Samples I� Specifications
❑ Estimates ❑ Change Order �� Copy of Letter ❑
Copies Dat No. Desc�iption
G'o� � � �2� /4�c7i��S
—. '— �
�c.,v �
These are transmitted as checketl below:
� For Approval ❑Approved as Submitted ;=J Resubmit Copies for Approval
r or Your Use/Info ❑Approved as Noted ❑ Submit Copies for Distribution
❑As Requestetl ❑ Returnetl for Corrections ❑ Return Corrected Prints.
❑ For Review and Comment [,
� FOR BIDS DUE 20
Remarks:
If enclosed are not as intlicatetl please notify us.
p(920)231-8635 I p(800)521-3437 I f(920)231-3759 .
5711 Green Valley Road �Oshkosh,WI �54904 Signed:
rjalbright.com ' infoQrjalbright.com
� �� . ... . _
, • . r
CONSULT/NG LLC
DrJ Consulting, LLC
6300 Enterprise Lane
Madison, Wisconsin, 53719 '
Re: J 1 1 1 13083R
RJ Albright /4C MiTek 20/20 7.2
The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision
based on the parameters provided by Timber Roots - De Pere, WI.
Pages or sheets covered by this seal: I5109302 thruI5109325
My license renewal date for the state of Wisconsin is July 31,2012.
DrJ Consulting,LLC Certifiate of Authorization#E-1239
Important Notice:The accuracy of the Truss Design Drawings relies upon:
1.Accurate metal plate connector design values as published by the MiTek.
2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped,
, fingerjointed lumber shall be as defined by ihe grade stamp prior to cross cutting and in accordance wRh the published values of lumber rules writing agencies
approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3.
`��tl{11����
��`SGONS��,�
�`�. ~••
� • �•. * �
\� • y
� Ft`fAN JOSEPH�+t�'
�V DEXTER oW�
�� E-37@a5 i(U�
�O� VERONA� i.2►�
. ,�
wi •d�:
.
'.��Q'+.. .��''�,�
,,s� .
, ,
December 5,2011
Ryan J. Dexter, P.E.
The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design
assumptions as defined on this truss design drawing,solely for the truss component(s)depicted.The design assumptions,
loading conditions,suitability and use of this component for any particular building is the responsibility of the building
designer or owner of the hvsses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design
engineer and truss manufacturer sha11 be in accord with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise
defined by a contract agreed upon by the parties involved.
, , . � _�_
-:.,
�
' §
. �b Truss _�y YPe QtY PN R,, . M /4C
J11113083R GH01 � E 15109302
Z 1
� Job Reference iona
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 M?ek Industries,Ine.Mon Dec OS 12:50:13 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKG0yi1 tz-3h2hixJ3aTEXSriEihj 1 MsZEHQsMk2stluATIVyC040
6�3-5 12-&10
�5 6-4-5
� 4�= Scale=1:38.3
4
2x4 II
2x4 I I
� 12.65 12 3 5
2x4 I I
2x4 I I
Z 6
7
1
� 3x4 // 12 11 10 9 g 3x4 \� _
2x4 I I 2�c4 I I 2x4 I I 2x4 I I 2x4 I I
12-8-10
12-&10
Plate O(fsets(X Yl: f4�Edae.0.1-151
� LOADING�py{� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLAiES GRIP
� TCLL 35.0 Plateslnaease 1.15 TC 0.07 Vert(LL) Na - Na 999 MT20 197/144
�. (ROOf Snar-35.0) Lumber Increase 1.15 BC 0.05 Vert(fL) Na - Na 999
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 Na Na
BCLL a.0 ��y IBC20061TPI2002 Matrix)
BCDL t0A � Weight SS lb FT=10% �
LUMBER BRACING �
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc puAins.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly appiied w 10-0.0 oc bracing.
OTHERS 2 X 4 SPF No2 �.
REJICTIONS All bearings 72-�10. -
(Ib)- Max Ho2 1=150(LC 5) �
Max Uplift All uplift 100 Ib or less at joint(s)1,7,11,9 except 12=107(LC 7),8=107(LC 8)
Max Grav All reactions 250 ro or less atjoint(s)1,7,10,12,8 except 11=258(LC 2),9=258(LC 3)
FORCES pb]-Mau.Comp./Max Ten.-PJI forces 250(Ib)or less except when stioum. '�
NOTES
7)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=5.Opsf,h=25ft;Cat Ii;Exp 8;endosed;MWFRS(low-rise)gable end zone;can6lever left and right exposed;end ��
vertical left and right e�osed;lumber DOL=1.60 plate grip DpL=1.33 �
2)TCLL ASCE 7-05;Ph-35.0 psf(flat roof sraw);Category II;Exp B;Fully Exp.;Ct=1.t
3)Unbalanced snow loads have been considered for this design. �
4)Gable requires confinuous bottom Uiord bearing. _
5)This truss has been designed for a 10.0 psf botrom chord Iive load nonconwrtent with any oNer live loads. �
6)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,7,11,9 except Qt=1b)12=107,8=107. �
7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/iPl t.
8)'5emi-rigid pitchb�eaks with fixed heets"Member end fibty model was used in the analysis and design of this truss �
LOAD CASE(S) Standard
``�y11t1►���
�`SCONS��
. �,
�,`� :'��M• ' .
=� J�SEPH��,I
�AN �t��
=� EE379a5 �W�
�O VER A� r.2.,
:.� ;a�.
. -
, ,, ;
.. �
• �.
.
'<<i����+
December 5,2011
� WARNING-Veri(y design paremetvs antl reatl notes on this Truss Design Drawing and incWdetl DrJ Reference Sheet(rev.03-11)before use.Design �
valitl for use wdh MiTek connacta plates onty.This design is 6ased ony upon parameters shown,and is tor an irWividual butltling eomponent.Applicabtliry , �
of tlesign parameters and proper ncorporation of the compone�rt is responsiDiliry of butltlirg Aesigner or owner of the Vusses and inslaBer. Lateral restrsirrt
Aesignations stawn m intliviAual web anA chwtl memDars are for canpression buckling oniy,not forbuilding stability bracing.Addilional temporary restraiM/ �
Eiagonal bracing to insure sfaDility Ouring construction is ihe responsibYdy of the installar.Additimal pertnaneM GuiWing stabiliy Dracing of Me overall slructure
is the responsibilily of the buil0ing tlesigner w owner of the Vusses.For general guitlance regarding design responsiDilities,fabrication,quafty coMrol,slorage,
CeGvery,erectqn,lateral resiraiM and Qagonal braeing,conwtt ANSVTPI 1,DSB-89 and BCSI(Builtlirg ComponerK Safety information)available from Cp/y�//�nNG[LC ��
SBCA al wwwsbcindust .com. ;
Job : J11113083R Truss: gh01 ' te : 12/29/11 Version: 7.250
Subject: Plate Summary �
�
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required _
1 3x4 MT20 1- 9 6.00 1.66 48 13
1- 7 6.00 1.68 48 13
4 4x6 MT20 1- 9 9_95 0.80 80 6
4- 7 9.95 0.76 80 6
4-10 4_04 0.16 32 1
� 3x4 MT20 9- 7 6.00 1.72 48 14
1- � 6.00 1.62 98 13
10 2x4 MT20 1- 7 4.00 0.18 32 1
9-10 4.00 0.12 32 1
11 2x9 MT20 1- 7 9_00 0.39 32 3
3-11 4.00 0.25 32 2
3 2x9 MT20 1- 4 4.00 0.47 3z q
3-11 9_00 0.95 32 q
12 2x9 MT20 1- 7 4.00 0.36 32 3
2-lz 4.00 0.23 32 2
2 2x4 MT20 1- 4 4.00 0.90 32 3
2-12 4.00 0.39 32 3
9 2x4 MT20 1- 7 4.00 0.39 32 3
5- 9 4.00 0.25 32 Z
5 2x4 MT20 4- 7 4.00 0.95 32 4
5- 9 9.00 0.93 32 3
8 2x4 MT20 1- 7 4.00 0.36 32 3
6- B 4.00 0.23 32 2
6 2x9 MT20 4- 7 4.00 0.38 32 3
6- 8 4.00 0.36 32 3
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
€
�
Job Truss � pe �ty Py �� M I4C -
J1N73083R JOt Jack-closedTruss 5 � 15109303
Job Reference o �ona
� PROBUILD 77L,De Pere,WI.,tom 7250 s Apr 21 2bt 1 M7ek Industnes,Inc.Mon Dec QS 12:50:74 2011 Page t
ID:?6GoFEm2aP4knC5p290KGOyi1 tr-Ytc3vHKhLnMOT?HQGOEGv46Eeq8WTWF1 aYvllxyC04N
-1-10-8 5-10.15
1-1a8 rr10-15
� Scale=1:15.3 �.
3x4 II
3
4.00 12
2
, '
4
5 2x4 I I
4x6 II
LOADING�p� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PIATES GRIP
TCLL 35.0 plates Inaease 1.15 TC 0.79 Vert(LL) -0.04 45 >999 240 MT20 197J144
(Roof Snar-35.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.09 45 >737 180
TCDL 70.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 Na Na
BCLL 0.0 �e IBC2006/iP12002 (Matrix-M) Wei�t 191b FT=1096 -
L 10
LUMBER BRACING
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 510.15 oc purlins, except end verticals.
BOT CHORD 2 X 4 SPF No2 BOT CHORD Rigid ceiling diredly applietl or 6-0-0 oc b2dng. -
WEBS 2 X 4 SPF No2
REAC710NS (Ib/size) 5=524/0.S8(min.0.1-8),4=276/Me�hanical .
Max Hoa 5=86(LC 6)
Max UpIiR5=112(1.0 5),4=30(LC 7)
FORCES (Ib)-Max.Comp.IMax 7en.-fUl forces 250(Ib)or less except when shovm. .
TOP CHORD 2-5=478/142
NO7ES '
t)Wind:ASCE 7-05;90mph;TCOL=42psf;BCDL=5.Opsf;h=25ft;Cat II;Exp B;endosed;MWFRS(lav-rise)gable end zone;cantilever left and right exposad;end .
verticai left and rigM e�osed;Wmber DOL=1.60 plate grip DOL=7.33
2)TCLL ASCE 7-05;PF-35.0 psf(flat roof snow);Category I I;Exp B;Fully E�.;Ct=1.1 ��.
3)Unbalanced snow loads have been considaretl for this design. �
4)This truss has been designed for g2ater oF min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.
5)This Wss has been designeC for a 10.0 psf bottom chord live load nonconarrent with any other live loads.
6)Refer to girder(s)for Wss to Wss connections. �
7)Provide mechanipl connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)4 except(jt=1b)5=112 �
B)This Wss is designed in accordance with the 20061ntemational Builtling Cotle sedion 2306.1 and referenced standard ANSI/TPI 1. �
9)"Semi-rigid pitchbreaks with fixed heels"Member end fibty model was used in the analysis and design of this truss. �
LOAD CASE(S) Standard
``��11111���
,,�`scoNS��.,,
�.L�r�r•M ���1��I ,.
�7i i
� Ft7AN JOSEPH t�t��
�'U DEXTER �
�� E-3TBa5 �W=
=O VE N�� rx�
:T ,��.
.
i /'�1 :
� �"((,``�
��
��llll�
December 5,2011
QWARNING-Verify design parame[ers antl reatl notes on this Tnus Design Drawinq and inGudetl DrJ Reference S�eet(rev.0311)before use.Design .
valitl fur use wdh MTek conneUa plates ony.This design is based ony upon parameters shavn,and is for an indivitlual builtling componenL Applicabiliy , .
of design parameters antl proper incorporation of the eanponern is responsibilily of builtling tlesigner w owner ot the trusses aM instalkr.Lateral restraim �
desiqnations shown on ifMivitlual web and ctrord memDers are for compression buckling ony,not forbuiltling stadlity braeing.Mddional temporary resirainV �
diagonal b2Grg to ins�re stabiity tluring construction is ihe responsibility of t�e inslaller.AddiUonal pertnaneM buiWing stability Dratl�g ot the over�l slructure -
is the responsbilily of the buBOing tlesigner a owner of Ne wsses.For general guidance regertling Cesign responsibAilies,fabricaUOn,qualFry wMrol,storege. a�w ��
tleFvery,erection,Iaterai restraiM anC�agonai bracing,consutt ANSVfPI 1.DSB-89 and BCSI(BuiWing ComponeM Safefy Infortnation)aveiable from ��Lnl�f LLC -
SBCA at www.sbcintlust .com.
Job : J11113083R Truss: j01 te : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 9x6 MT20 1- 3 9.05 9.81 72 38
4- 5 9.05 4.70 72 38
2- 5 4.88 2.20 39 18
3 3x4 MT20 1- 3 6.00 3.05 48 24
3- 4 6.00 3.65 48 29
4 2x4 MT20 4- 5 4.00 2.41 32 19
3- 4 9.00 2.76 32 22
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
;
Job Truss ' pe �ry Py R �� t /4C
� J11113083R J02 Jack-CloseA Truss 5 � 15109304
�- Job Reference o iona
� PROBUILD 722,De Pere,WI.,tom 7.250 s Apr 21 2011 MTek Industries,Inc. Mon Dec OS 12:50:15 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKG0yi1 tz-03AR7dLJ65UF59rcq61VRHePOEU9CyUApCfaqNyC04M
-1-10.8 310-15
i-�ae �-iau
� 2x6 I I Scale=1:11.9
3
4.00 12
0
2
7
4
5
4� �� 2x4 I I
LOADING�p� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GR1P
TCLL 35.0 p�y�eslnaease 7.15 TC 0.79 Vert(LL) 0.01 45 >999 240 MT20 1g7/144
(ROOf Snow=35.0) Lumber Increase 7.15 BC 022 Vert(TL) -0.01 45 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Hoa(fL) -0.00 4 Na Na
� BCLL 0.0 Code IBC2006liP12002 (Matrix-M) yy�
10.0 ght 731b FT=1090 '
LUMBER BRACING
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 310.15 oc purlins, except end verticals.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bradng.
WEBS 2 X 4 SPF No.2
REACiIONS (Ib/size) 5=432/0.S8(min.0.1-8),4=148/Mechanical
Max Ho2 5�4(LC 6)
Max Uplift5=108(LC 5),4--18(LC 11) �
Max Grav 5=486(LC 11),4-148(LC 1)
FORCES (Ib)-Max.Comp./Max Ten.-Ail forces 250(Ib)or less except when shown.
TOP CHORD 2-5=-418/123
NOTES
t)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf;h=25ft;Cat II;6cp B;endosed;MWFRS(low-rise)gaWe end zone;cantilever left and right exposed;end '
vertical left and right exposed;Lumber DOL=1.60 plate grip DO1=1.33
2)TCLL ASCE 7-05;Ph-35.0 psf(flat root srrow);Category II;Exp B;Fulty Exp.;CY-1.t �
3)Unbalanced snow loads have been considered for Nis design.
4)This truss has bean designed for greffier oF min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs norfconwrrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconarrent with any other live loads. �
6)Refer to girder(s)for truss ro truss connections.
7)Provide me�anical connection(by otliers)of Vuss to bearing piate capable of xnihstantling 100 Ib uplift at joint(s)4 except Qt=1b)5=108.
8)This truss is designed in accordance with the 2006 Intemational Building Code seGion 2306.1 antl raferenced stantlard ANSI/TPI 1.
9)'Sem�rigid pitchbreaks witli fixed heels"MemDer end fixity motlel was used in the analysis and design of this truss. -
LOAD CASE(S) Standard �
'``,�l1111���
�SC�NS��
� •.ti'
wli r•• �••��/' .
� RYAN JOSEPH 's, '
�V OEXTER rW+
'� E-379a5 ij��
�O VEA �� 1.2.;
:�� ;���
i � '�
i ��
� ��
�
���111�►�
December 5,2011
� WARNING-Veriy tlasign parameters and reatl notes on Nis Truss Desi9n Drawing antl InGudetl DrJ Re/erence Sheal(rev.03-11)befae use.Design �
valitl fa use with M7ek caxieGOr plates onty.This design is based ony upon paramelere slawn,antl is tor an indivi0ual builtlfn9 componeM.Appicabiliy , �
of design parameters and qoper incorporation o1 t�e canponeM is responsibility of DuAding Oesigner or owner of Me trusses aM inslaller.Laleral resVaiM
tlesignafions shown on irMivitlual web an0 etwrd members are far compression bucWin9 ony,not forbuikling sfaDiFty bradng.Additional temporary resVaiM/
tliagonal bracing to insure stab8ity Ourinq consWction is the responsiEilMy ofthe installer.Additional permanent Du(Itling slabilily bfacing W Me overall strudure
is the responsibility ofllfe bu0ding desiqner a owner of the trusses.For generel guitlance regarding tlesign responsiblltlfes,fabrication,quafty control,storage.
deBvery,erection,laleral restre'v�t arM tliagonal bracing,conwtt ANSVTPI t,058-89 antl BCSI(Buiwirg Componerrt Safery InPortnatbn)avaAaWe from Cp�yg//�r/NGLLC
SBCA at www.sbcindu .com.
Job : J11113083R Truss: j02 Date : 12/29/11 Version: 7.250
Subject: Plate Summary � �'"
�
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 4x6 MT20 1- 3 9.05 4.96 72 40
4- 5 9.05 4.30 72 34
2- 5 4.88 2.02 39 16
3 2x6 MT20 1- 3 6.00 1.97 48 16
3- 9 6.00 2.33 98 19
4 2x4 MT20 9- 5 9.00 1.35 32 11
3- 9 4.00 1.35 32 11
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
. Job Truss �. pe Qty Py R�.. � t !4C
� J11113083R J03 Jack-0losed Truss 5 �
15709305
� Job Reference o iona
PROBUILD 772,De Pere,WI.,lom 7.250 s Apr 21 2017 MTek Intlustries,Inc. Mon Dec 05 12:50:15 2011 Page 1 �
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-03AR7dLJ65UF59rcq61VRHePOEVjCyUApCfaqNyC04M
-�-�as i-�a�s
�-�as �-�o-�s
Scak=1:8.8
3
4.00 12
2
0
7
4
5
3x6 II
Plate OHsets(X l�. f5 0.3-4 0.1-81
LOADNG�p� �AC�� 2-0-0 CSI DEFL in poc) 1/defl Ud PLATES GRIP �
TCLL 35.0 plateslnvease 1.15 TC 0.79 Vert(LL) 0.00 45 >999 240 MT20 197/144
(RoofSnow=35.0) �mberinuease 1.75 BC 0.18 Vert(TL) 0.00 45 >999 180
TCDL 10.0 Rep Strass Incr YES WB 0.00 Horz(fL) 0.00 Na Na
BCLL 0.0 �eIBC2006/iP12002
BCDL 70A (Matrix-M) Weight 71b FT=10% �
LUMBER BRACING �
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathetl or 1-10.15 oc puAins, except end verticals.
BOT CHORD 2 X 4 SPF No2 BOT CHORD Rigid ceiling tlirectly applied a 10-0.0 oc bracing.
WEBS 2 X 4 SPF No2 �
REACTIONS (Ib/size) 5=383l0-S8(min.0.1-8),4=7/Mechanical �
Max Horz 5=48(LC 5) -
Max Up1ift5=122(LC 3),4=-27(LC 9) ��
Max Grav 5=667(LC 9),4=30(LC 2)
FORCES pb)-Max.Comp./Maz Ten.-Ail forces 250(ib)or less except when shown. .
TOP CHORD 2-5=-606/132 -�
NOTES
t)Wind:ASCE 7-05;90mph;TCDL=4.2pst BCDL=S.Opsf,h=25k;Cat II;E�B;endosed;MWFRS(low-rise)gade end zone;cantilever left and right exposed;end
vertipl left and right e�osed;Lumber DOL=1.60 plate grip DOL=1.33 �
2)TCLL ASCE 7-05;Ph-35.0 psF(flat roof snow);Category II;6cp B;Fulty E�.;CY-1.1 -
3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.
4)This Wss has been designed for a 10.0 psf bottom chord live load nanconwrrent with any other live loads. �
5)Refer to girder(s)for huss to truss connections �
6)Provide mechanical connecbon(by otliers)of truss to bearing plate capabie of withstanding 100 Ib uplift atjoint(s)4 except(jt=Ib)5=122.
�TTis wss is designed in accordance with the 20061ntemational Building Code seGion 2306.1 and referenced standard ANSI/�PI 1.
8)5emi-rigid piichbreaks with fixetl heels"Member end fibty model was used in the analysis and design of this truss. �
LOAD CASE�S) Standard -
``,ylllfl/��
���`SCONS��•,� :
:� • �''*��%
��lr �
� RYAN JOSEPH t����
��D DEXTER rW�
=� E•37Da5 �W=
�O YERO . i.Z�
i T� i/7.��
,�� �v`
I
I
�� �1111���`
December 5,2011
AWARNING-Verify design parameters and read ndes on t�is Truss Design Drewing antl indu0ed DrJ Reference SheH(rev.0311)before use.Design
valid for uu wRh MTek connec[ar plales only.This design is Dased only upon paramMers sMwn,and is for an individual buNding componeM.Applicabiliry , -
ot design parameters and proper Incorporation of the componeM is responsibifity of builtling Cesigner or owner of ihe Wsses and installer. Laterel restrairrt �
designations slwwn on indivitlual weD and cMrd members are Tor compression Duckling ony,rat forbuWing staEility bracing.Adddianal temporery restrainV
Ciagonal brecing to inswe stab�iy during constructlon is Me respons�iNty of Me instalkr.Addkional permaneM buiWing sta011ity braeing W tAe werall structure
is ihe responsibUity of Ne buikling tlesigner a owner of the Wsses.Fw general gutdance regattling design responsibili[les,tabrication,quaFty control,sto2ge, .
OeBvery,erection,lateral restrairrt an0 tliagonal braeing,conwtt ANSVfPI t,DSB-89 antl BCSI(Builtlirg ComponeM Satety IMOrmation)avaiaDle from Cp�y�(/�nNBCLC
SBCAatwww.sbcinCu .com. �
Job : J11113083R Truss: j03 �e : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 3x6 MT20 1- 3 7.03 4.42 56 35
4- 5 6.78 9.70 54 38
2- S 4.18 1.94 33 15
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
. JoD Truss �' Type
Qty PN .. nght 14C
� J17713083R J04 Jack-Closed Truss 15 � 15709306
PROBUILD 722,De Pere,WI.,tom Job Re�erence o iona
ID:?6GofEm2aP4knC5p29DKG0y 1tz?UGkpKzLxtOc6jJQpOpGk VBaBeoacpkJ1s08MpyC04L
-�-ias
1-10.8 ��
8-0.0
� 4x6 I I �k=1:19.3 '
3
4.00 7 Z
n>
2
, ao1o �
4
5
qX5 �� 3x4 I I ��
Plate ORSets X Y: 3:0.3-8 Etl e
LOADING(Dyy� .
SPACING 2-0-0 CSI Qoc) I/defl Ud PLATES GRIP ��
TCLL 35.0 DEFL in
(ROOf Snar-35.0) Plates Increase 1.15 TC 0.79 Vert(LL) -0.13 45 >736 240 MT20 1g7/744
� TCDL 10.0 Lumberincrease 1.15 BC 0.37 Vert(fL) -0.33 45 >277 180 �
� BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(fL) 0.00 4 Na n/a �
BCDL 10.0 �e IBC2006/iP12002 (Matrix-M) Weight 24 Ib FT=10% �
LUMBER
BRACING
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 60.0 oc puAins, except enA verticais. .
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigitl ceiling tliractly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF No2 �
REACTIONS (Ib/size) �r-630l0-5-8(min.0.1-8),4=400/Medianipl �
Max Ho2 5=110(LC 6) .
Max UpIiR5=179(LC 5),4-�48(LC 7) �
FORCES (Ib)-Max.Comp./Mau Ten.-All forces 250(Ib)or less except when shown.
TOP CFiORD 2-5=577/164,3-4=299/80 �
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=42psf,BCDL=S.Opsf;h=25ft;Cat.II;6cp B;en4osed;MWFRS(low-rise)gade end zone;qntilever left and right exposed;end �
vertical left and right exposed;Lumber DO1=1.60 plate grip DOL=1.33
2)7CLL ASCE 7-05;PF-35.0 psf(flat roof sraw);Category II;Exp B;Fully E�.;Ct=1.1 �
3)Unbalanced snow loads have been consitlereC for this design. �
4)This truss has been designed for grea[er of min roof live load of 20.0 psf or 2,00 tlmes flat roof load of 35.0 psf on ovethangs non-concurtent with other live loatls.
5)This Wss has been designed for a 10.0 psf bottom cbord live load nonooncurrent with any other live loads. �
6)Refer to girder(s)for Wss ro truss connediona ..
7)ProviAe mechanipl connection(by others)of truss to bearing plate capable of withstanding 1001b upliR atjoint(s)4 except(jt=1b)5=119.
8)This truu is designed in accordance with the 2006 Intematlonal Building Code section 2306.1 and refe2nced standard ANSI/TPI t. �
9)"Semi-rigitl pitchbreaks with fixed heels"Member entl fipty model was used in the analysis and design of this huss.
LOAD CASE(S) Standard �
``,�1111/���
,,SCpNS�,
� ..ti'
;,y1 .•�.""' %
. � �. � -
� � RYAN JOSEPH�°��
=� EE37Di5 �W�
�O� V FiONA, 2:
. Q �
i �
�� ,,,.G���
�V
.;�NA,�•�` .
December 5,2011
AWARNING-Verify Cesipn parameters arM reatl nMes on Mis Truss Design Drawing and includetl DrJ Reference Sheet(rev.0311)before use.Design �
valid for uu wkh MTek cmneUOr plsles ony.This design is Dasetl ony upon parameters shown,and is for an individual builtling componeM.Applicability
of desi�parameters aiM proper incoryora�ipn of the component is responsibility af builtling Aesigner or owner of the Vusses antl instaAer. Laterel restraiM , �
tlesignations s�own on intliviAUal web and clwrd members are for compression Ouckling ony,not forbuiltling stabiiity Wacing.AAtldional temporary restrefn}/
dagonal braUrg to insure stabilily Oursmg consVuction is ihe responsibilily of Ne installer.Atldi[ional permaneM Duilding stability bracing of the overall struqure
is the responsibGity otNe W�ltlinq tlesigner or owner of the trusses.For generel guitlance regaNing tlesign responsibilities,fabrication,quality con[rol,storage,
tlelivery,erection,lateral restraint anE dagonal bracing,conwfl ANSVTPI t,DS&89 and BCSI(Buildirg CanponeM Satery Infortnation)available from �
SBCAatwww.sbcindust .com. ��V�nN�fLLC
Job : J11113083R Truss: j09 te : 12/29/11 Version: 7.250
Subject: Plate Summary �
�
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 4x6 MT20 1- 3 9.05 5.50 72
4- 5 9.05 9.97 72 44
2- 5 9.88 2.31 40
3 9x6 MT20 1- 3 12.09 5.06 39 18
97 qp
3- 4 10.71 6.80 86 54
9 3x9 MT20 9- 5 6.00 3.46 48
3- 4 6.00 3.61 48 28
29
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Tmss ' YPe QtY Py ��:� �t /4C
: J11113083R J05 Jack-Closed Truss 3 � 15709307
Job Reference o �ona �
� PROBU�ID 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek IndusUies,Inc. Mon Dec 05 12:50:16 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyiltz-UGkpKzLxtOc6jJQpOpGk VBh?erAxPkJ1sO8MpyC04L
S63
5-63
� 3x4 I I Scak=115.8
2
4.00 7 p
1
3
4
3x10 II 2x4 II ,
P�ate Ofisets IX.YY f4�0.3-8 Edae1 -
TOADING�p�5 o gpqCING 2-0-0 CSI DER in (loc) I/defl L/d PLATES GRIP
(Roof Snovr35.0) P�ates Increase 1.15 TC 0.36 Vert(LL) -0.03 3-4 >9g9 2qp MT20 197/144
� TCDL �p,p Lumberinaease 1.15 BC 0.17 Vert(TL) -0.07 3-4 >87g 780 .
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na n/a �
� BCDL 10.0 �e IBC2006/fP12002 (Matrix-M) Weight 16 Ib FT=10% '
LUMBER
BRACING .
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 5-6 3 oc purtins,except end verticals.
. BOT CHORD 2 X 4 SPF No2 BOT CHORD Rigid ceiling directly applied or 70-0.0 oc bracing.
WEBS 2 X 4 SPF No.2
REACiIONS (Ib/size) 4=287/0.3-8(min.0.1-8),3=267/Mechar�cal �
Max Horz 4=74(LC 6) ;
Max Upfift4=27(LC 5),3=-40(LC 7)
FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-4=-251/58
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf;h=25ft;Cat 11;E�B;endosed;MWFRS(low-rise)gaWe end zone;cantllever left and right exposed;end �
wrtical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 ..
2)TCIL•ASCE 7-05;PF-35.0 psF(flat roof snow);Category II;Exp B;Fuiy E�.;Ct=1.1 '
3)Unbalanoad snow loads have been considered for tliis design. :
4)This truss has been tlesigned for a 10.0 psf bottom chord live load nonconwrrent with any other live loads.
5)Refer to girder(s)for Wss to truss connections.
6)Provide mechanipl connectlon(by others)of truss to bearing plate capable of withstanding 7001b uplHt at joint(s)4,3.
7)This truss is designed in accordance with the 2006 Intematlonal Building Code section 2306.1 and referenced stantlard ANSI?PI 7. �
8)5emi-rigitl pitchbreaks witti fuced heels'Member entl fibty model was used in ihe analysis and design of this Wss.
LOAD CASE�S) Standard
`,�IIIIl����
.��gC�NS�'�, :
�•� �....... ,
..ti ;
� r� • �. � �
� � RYAN JOSEPH�'{�..
='ti DEXTER rW�
=� E379a5 fW—
�O� VEA A� :2�
� �.
. �
��� ���
` ��
' ��r��A+ ' '
December 5,2011
QWARNING-Verify design parameters anE read nates on this Tnus Design Drawinq and inGutled DrJ Reference Shee�(rev.03-i i�Detore use.Design ��
waliO for use wNh M7ek conneetw plales only.This tlesign is basetl ony upon parameters shown,and is for an intlividual Duiltling wmponeM.AppSCabilily , �
of design parameters and proper incorporation of t�e canponerM is responsibili[y ot buiidng aesigner or owner of the W sses and instaper. Lateral restraiM
Oesignations shown on indiviGual web antl chortl members are for compression buckling only,not forDuiWing stability bracing.AtldNOnal temporary restraiM/
diagorol bracing to insure stabilily tluring consiniction is the�esponsib�lily otthe installer.Atld'dional pertnaneM WiWing stabiiity brecing MMe overall structure -
is tt�e rcsponsibilily of Ne buildirg Aesigner w owner of the trusus.fa general guidance reqartling tlesign responsibilities,fabricaGon,quafity conirol,storage, ��
defvery,erection,laterel restrairK anA diagonal bracing,conwllAN51RPl 1,DSB-89 an0 BCSI(Buiwing Componern Safety Infortnacion)available from Cp�y�/�flNGLLC
SBCAatwww.sbcindust .com. �
Job : J11113083R Truss: j05 �e : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
4 3x10 MT20 1- 2 9.57 3.23 77 26
3- 4 10.50 1.55 84 12
1- 4 7.17 1.05 57 g
Z 3x4 MT20 1- 2 6.00 3.41 9g 27
2- 3 6.00 4.11 98 33
3 2x4 MT20 3- 4 4.00 2.90 32 19
2- 3 9.00 2.58 32 21
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Truss � pe �ty Py R t /4C
15109308
' J71113083R J06 Jack-Closed Truss 3 1
Job Reterence o ional �.
�� PROBUILD 722,De Pere,W�.,tom - 7.250 s Apr 21 2011 MTek InCuslnes,Inc. Mon Dec 05 12:50:17 2017 Page 1 �
ID:?6GoFEm2aP4knC5p29DKG0yi1 tz-ySICYJMaeikzKT??xXozWtkvB 1 DSgs_TGNBhuGyC04K
363
36-3
� 2x4 II Scale:i"=1' .
2
4.00 7 p
0
1
�
0
3
4 2x4 II
3x10 II
� Plate Offsets(X Y)� f4�43-8 Edpe1
�. LOADMG�ps{j SPACING 2-0-0 CSI DEFL in poc) I/defl Ud PLATES GRIP
� TCLL 35.0 plates In�rease 1.15 TC 0.73 Vert(LL) -0.00 3-4 >999 240 MT20 197/144 -
(RoofSnov�r35.0) Lumberinaease 1.15 BC 0.06 Vert(fL) A.Ot 3-4 >999 1B0 ,
� TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 Na Na �
� BCIL 0.0 �de IBC2006/iP12002 (Matrix-M) Weig�t 10 Ib FT=10% -
BCOL 10.0
: LUMBER BRACING �
. TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 3-6-3 oc puAins, excepi end vertipis.
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. .
� WEBS 2 X 4 SPF No2 �
� REACT10N5 (ib/size) 4=177/0-38(min.41-8j,3=177/Mechanical .
Max Horz 4=52(LC 4)
� Max Uplift4-16(LC 3),3=26(LC 5)
FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown.
NOTES
� t)Wind:ASCE 7-05;90mph;TCDL=42psf BCDL=S.Opsf;h=25$Cat.II;Exp B;endosed;MWFRS(low-nse)gable end zone;canGlever left arW nght exposed;end .
�. vertical left and right e�osed;Wmber DOL=1.60 plate grip DOL=1.33 � �
. 2)TCLL ASCE 7-05;PF35.0 psf(flat roof sraw);Category II;Exp B;Fuly 6cp.;CY-1.1 .
3)This Vuss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads.
� 4)Refer to girder(s)for Wss to Wss connections. -
- 5)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib upliR at joint(s)4,3. _
6)This Wss is designed in accordance with the 20061ntemational Building Code section 2306.1 antl referenced standard ANSIlTPI 7. _
�� 7)5emi-rigid pitchbreaks with fuced heels"Member end fipty model was used in the analysis and design of this wss. .
LOAD CASE�S) Standard
`���Illli���
.�y�►�SCONS�'�,;
•,k. • .� . � :
� RYAN JOSEPH;is��
"V OEXTER eW`
�� E-379�5 j�(/�
%O VE NA, f2�
i� ,rO��
�
II e�?�`
I ��
/� �
/It11
December 5,2011
� A WARNING-Verify desgn paremelere antl reaA ndes on this Tnus Desgn Drewing antl inUUtled DW Reference Sheet(rev.0&11)befwe use.Design
. valitl far use wdh MTek cmnecta plates only.This design is based ony upan paremeters shown,anC is for an individual builGing componenl.Applicability ,
of tlesign parameters and pmper incorporffiion of the componeM is responsibiliry of builtling tlesigner or owner of Ne trusses and installer.Laterel restraiM
� Cesignations shown on InOiviCual web antl chord members are far compression buckling onty,not fotDuiltling slahility 6racing.AdtlNOnal temporary restrainV -
� tliagonal bracing to insure staElity Curing consiructlon is ihe responsiDility ofthe Inslaller.AtldNional permanent buiWing stabilily Dracing of the overall sVUC[ure
is the responsiDfliry of Ne huilAing tlesigner or owner of llie W sses.For gene2l guidance regarding design responsibilRies,fabricatian,quality cofriml,slorage,
. deAvery,ereclbn,lateral restraiM antl diagonal bracing,conwtt ANSI?PI 1,DSB-89 and BCSI(BuiMirg Componerd Safery Informalion)availaWe hom Cp�(/��N6 LLC '
. SBCAatwww.sbcindust .com.
Job : J11113083R Truss: j06 te : 12/29/11 Varsion: 7.250
Subject: Plate Summary �
�
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
9 3x10 MT20 1- 2 9.57 1.39 77 11
3- 4 10.50 0.59 84 5
1- 4 7.17 0_50 57 4
2 2x4 MT20 1- 2 4.00 1.78 32 14
2- 3 4.00 2.23 32 18
3 2x9 MT20 3- 4 4.00 0.93 32 7
2- 3 4.00 0.99 32 8
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Truss � e aty Py RJ I4C
15109309
� J11713083R J07 Jack-Closed Truss 3 1
' Job Reference o iona
PROBUILD 722,De Pgre,WI.,tom 7250 s Apr 21 2011 MTek Indushies,Inc.Mon Dec OS 12:50:17 2077 Page 1
� ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-ySICYJMaeikzKT??x)CozWikxzt Dugs_TGVYBhuGyC04K
i t-6-3 �
` t-6-3
4.00 12 2x4 I I Swle=1:8.8
2
1
I
3
43x10 II 2x4 II
Plate Offsets(X Y)� f4'0.38 Edael .
LOADING�pyy� SPACING 2-OO CSI DEFL in (loc) Udefl Ud PLATES GRIP _
TCLL ��0 plates Increase 1.15 TC 0.02 Vert(LL) -0.00 4 >999 240 MT20 197/144 -
(Roof Srwv�35.0) Lumber lnaease 1.15 BC 0.01 Vert(fL) -0.00 4 >999 180 ,
TCDL 10.0 Rep Stress Incr YES WB 0.00 Ho2(TL) -0.00 3 Na n/a .
�� BCLL 0.0 �e IBC200G/TPI2002 (Matrix-M) Weight:S lb FT=10%
BCDL 10.0
. LUMBER BRACING
. TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheafhed or 1-6-3 oc purlins, except end verticals.
� BOT CHORO 2 X 4 SPF No2 BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing.
. WE&S 2 X 4 SPF No2
� REACTIONS (Ib/size) 4�7/038(min.0.1-8),3=67/Mechanical
Max Horz 4=30(LC 4) -
� Ma�c Uplift4=8(LC 3),3=-14(LC 4)
�
FORCES (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown.
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=S.Opsf;h=25ft;Cat.II;Exp B;enGOSetl;MWFRS(low-rise)gaCle end zone;cantilever left and right exposed;end
: verfical left and rigM1t e�osed;Lumber DOL=1.60 plate grip DOL=1.33
. 2)TCLL ASCE 7-05;PF35.0 psf(flat roof sraw);Category II;6cp B;Fully Exp.;CY-1.1
� 3)This Wss has been designad for a 10.0 psf botlom chortl live load nonconwrrent with any other live loads.
4)Refer to girder(s)for wss ro truss connections.
� 5)Provide mechanipl wnnection @y others)of truss to bearing plate capable of withstanding 100 Ib upliR at jant(s)4,3.
� 6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1.
- �'Semi-rigid pitchbrcaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss.
LOAD CASE�S) Standard
- `,�Illlli���
:'y��SCONS,ti,':
♦ J• • �[ I
� � �
` FtYAN JOSEPH�`i��
-'Q DEXTER qW�
�� E-379�5 l j(i�
%C� YE N�' ;2:
%� ,..�.1�:
�� ��
/r������
December 5,2011
A WARNING-Verify Oesign parameters antl reatl notes on th'a Truss Design Drawing and inUutled DrJ Reference Sheet(rev.0371)before use.Design
valid for use wilh M7ek connecta plates ony.This design is basetl only upon parameters shown,and is for an inCNitlual Duilding componeM.Applicability ,
o/Oesign paramelers end proper incorporation of the companeN is respansibilily of builtling Cesigner or owner of the Wsses arW instailer.Lateral resiraiiri
tlesignalions strown m indNidual web anC chortl members are for compression buckling ony,nol forbuildin9 stabliry brecing.Atld�ional tempo2ry restreinV
tliagonal bracing to insure stabiliy Ouring wnsVUCtion is ihe responsibiliry ot the installer.AddNional permaneM building riabilily bracing of Ne werall structure
. is the responsibilily of the WBtling tlesigner or owner of the Wsses.For general guitlance regarding design responsibililies,fabrication,quality corrtrol,storage,
. tlelivery,erection,lateral restreiM and tliagonal Drecing,conwfl ANSI/fPl 1,DSB-89 and BCSI(Building Companerrt Sately Infomation)available from Cp�y�/�r/N6 LLC
SBCAalwwwsbuntlu .com.
Job : J11113083R Truss: j07 �e : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
4 3x10 MT20 1- 2 9.57 0.27 77 2
3- 9 10.50 0_20 84 2
1- 4 7.17 0.17 57 1
2 2x4 MT20 1- 2 4.00 0.25 32 2
2- 3 4.00 0.28 32 2
3 2x4 MT20 3- 4 4.00 0.14 32 1
2- 3 4.00 0.19 32 1
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
Job Truss � �e �ty Py RJ � �� t I4C
151093 W
J11113083R J08 Jack-Closetl Truss 1 1
� Job Reference o tionai
. PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek Industries,Inc. Mon Dec OS 12:50:18 2011 Page t
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-QesaleNCPOsqydaBVEJC3wG1 vRVePH6cVAtERiyC04J
i 3-9-10 � 7J-4
� 39-10 3-9-10
2x4 II Scale=1:19.3
3
4.00 12
2x4�
2
1
4
5 3�-
4xe II
LOADING(py� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 35.0 Plates Inaease 1.15 TC 0.33 Vert(LL) -0.10 45 >878 240 MT20 197/144
(Roof Snwr-35.0) Lumber Inaease 1.15 BC 0.30 Vert(fL) -024 45 >366 180 .
TCDI 10.0 Rep Stress lncr YES � WB 0.14 Horz(fL) 0.01 4 Na Na
BCLL 0.0 Code IBC2006lfP12002 (Matrix-M) Weight 26 Ib FT=10%
B DL 10.0
� LUMBER BRACING
TOP CHORD 2 X 4 SPF No2 . TOP CHORD Sheathed or 6-0-0 oc purtins,except enG verticals.
BOT CHORD 2 X 4 SPF No2 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
� WEBS 2X4SPFNo2
REACTIONS (Ib/size) 5=402/fY38(min.4t-8),4=4o2/Mechanical ,
Max Hoa 5=96(LC 6)
Max Uplift5=-38(LC 5),4=-55(LC�
FORCES (Ib)-Max.Comp.Mlax Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-5=-320f72,1-Y-513/86
� BOT CHORD 45=-86/434 �
WEBS 2-4=445/125
NOiES
. 1)Wind:ASCE 7-05;90mph;TCDL=42psF,BCDL=S.Opsf;h=25ft;Cat Ii;Exp B;endosed;MWFRS(lav-nse)gaWe end zone;cantilever lefl antl nght exposed;end :�
vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=7.33 �
2)TCLL:ASCE 7-05;Pf=35.0 psf(flffi roof snow);Category II;Exp B;Fully Exp.;CY-1.1
3)Unbalanced snow loads have been considered for this design.
� 4)7his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Refer to gircler(s)far Wss to Wss connedions.
� 6)Provide mechanical connection(by otlrers)of Wss to bearing plate capabie of withstanding 100 Ib uplift at joint(s)5,4.
7)This Vuss is designed in accordance wiN the 2006 Intemational Building Code section 2306.t and referenced standard ANSI/TPI 1.
8)"Semi-rigid pitchbreaks with fixed heels"Member end fipry model was used in the analysis and design of this truss.
LOAD CASE�S) Standard
,�111{ili���
:��`SCONS��,;
�y � ••• • � r
�7� r
� (�YAN JOSEPN t'i�
�'D OEXTER euJ�
=�1 E-379�5 i j(�=
�O� YEA A� r�`
�a,
:,,� `��,
' ��,����►�`
.
December 5,2011
� � WARNING-Veriy design parameters entl reatl ndes on this Tnus Design Drawing antl inGUded DrJ Refere�u Sheet(rev.0371)betore use.Design
� valid tor use w@h MTek eonnector plates ony.This tlesign is baseU ony upon parameters shown,and is fa an individual building componerR.Applicabiliry ,
of tlesign parameters antl proper incorporation ot the component is responsibilily of Duilding tlesigner or owner of Ne trusses arM instaBer.Lateral resUaint
designations shown on Mdividual web and chord memDers are tor compression buckling ony,not forbuilding staDility brecing.Atlditional temporary restreinU
' tliagonal brecing to insure stablity during consWction is the responsibility of the inslaller.Atld'Rional permeneM building stability Dracing of the overall struGUre
is the responsibility of the building Oesigner or owner of the wsses.For qeneral guidance regatOing design responsibildies,faDrication,quality corrtrol,storege,
� deFvery,ereclion,lateral resireiM anA diagonal bracing,consuH ANSIliPI 1,DS689 and BCSI(Building CamponeM Safety tnformation)available from (,p�(/��N�L�C
� SBCAatwwwsbtlntlu .com.
Job : J11113083R Truss: j08 �te : 12/29/11 Version: 7.250
�Subject: Plate Summary
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 4x8 MT20 1- 3 10.88 5.09 87 41
4- 5 8_98 4.40 71 35
1- 5 10_42 2_06 83 16
3 2x4 MT20 1- 3 4.00 1.93 32 15
3- 9 4_00 2.35 32 19
4 3x6 MT20 4- 5 9_00 2.45 72 20
3- 4 9.50 1.83 36 15
2- 4 4.50 0.54 36 4
2 2x9 MT20 1- 3 4_00 0.89 32 7
2- 4 4.00 0.87 32 7
; Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
i
Job Truss �� e �ty Ply RJ � I4C -
�. 15109317 �
� J71113083R T01 HipTruss 2 1
� Job Reference o iona
� PROBUILD 772,De Pere,WI.,tom 7250 5 Apr 27 2017 MTek InEUStries,Inc. Mon Dec OS 12:50:19 2011 Page 1
ID:'?GGoFEm2aP4knC5p29DKGOyi 11z-uqQyz_OqAJ_ham903yqRc7p7hri_BhEmjqdoz8yC041
� 411-6 9-7-4 13-11-12 1&4-4 23-2-8 + 28-4-4 30-2-12 �
411-6 47-14 448 4-4-5 4-10.4 5-1-12 1-10-8
Scak=7:49.6
6x8=
6xB=
. 4.00 12 4 23 354 24 6 .
� 2x4� 2x4% .
3 7 :
� 3x10 % 3x10 �
0
2 8
1 9 �
25
� 10 i_
lo
.. 14 13 12 �� -
� 3x8 MT18H= 3x8 MT18H= 3x10- Sx9 II
8x9 II
3x10 =
37-4 18-0-4 28-4-4
�7-4 &9-0 10-0-0 "
� Plate OfFsets(X Yl� (9'0-4-5 Edael
. LOADING�py� SPACING 2-0-0 C51 DEPL in (loc) Udefl L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.32 11-14 >999 240 MT20 197/144
� (RoofSnwr-35.0) Lumberinaease 1.15 BC 0.87 Vert(fL) -0.58 17-14 >584 180 MT18H 197/144
TCDL 1o.0 Rep SUess Incr YES WB 0.34 Horz(fL) 0.13 9 Na Na �
BCLL 0.0 �y�g�Z00fi/Tp�2�p2 (Matrix-M) Weight tO61b FT=1096 �
BCDL t0A
LUMBER BRACING
. TOP CHORD 2 X 4 SPF 2100F 1.8E'ExcepC TOP CHORD Sheathed or 3-1-15 oc pudins,except
.. T2:2 X 4 SPF No2 2-0-0 oc puAins(31-8 maxJ:4-6.
BOT CHORD 2 X 4 SPF 2100F 1.8E'ExcepY BOT CHORD Rigid ceiling directly appiied w 10-0-0 oc bracing.
� 82:2X4SPFNO.2 �
WEBS 2 X 4 SPF No.2
� SLIDER Left 2 X 4 SPF No2 2-6-0,Right 2 X 4 SPF No.2 2�-0
REACTIONS (Ib/siza) 1=1554/038(min.0.2-13),�1734/45-8(min.0.3-5)
Max Horz 1=-62(LC 6)
Max Up1ift1=757(LC 5),�-226(LC 6)
. Max Grav 1=1811(LC 1�,�2101(LC 17)
FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �
TOP CHORD t-Y-550/0,2-3=3536/363,3-4=-3029/294,4T3=2830l298.5-23=-2833297.524=-2877296. ��.
624=2875296.67=-3105291,7-8=3722ld64.&�-1100/0 �
60T CHORD t-14=-318l3264,1314=-264/3186.12-13=264/3186.11-12=-264/3186,9-11=272/3452
� WEBS 3-14=488/187,414=0/475,514=606/115,511=5531113,671=0/513,7-11=-638/128
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=42psf,BCDL=S.Opsf;h=25ft;Cat II;6cp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end
verocal left and right e�osed;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL ASCE 7-05;PF35.0 psf(flat roof snow);Category II;Exp 8;Fully E�.;Cr1.t,Lu=50-0-0
3)UnbaWrxed snow ioads have been considered for this design.
� 4)This truss has been designed for greater of min roof live loatl of 20A psf or 2.00 times flat roof load of 35.0 psf on overhangs norrconcurtent with oMer live loads.
� 5)Provide adequate drainage to prevent water ponding.
� 6)PJI plates are MT20 plates unless aherwise indicated.
7)This Wss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads.
8)Provide mechanical connecGon(by oNers)of Wss ro bearing plate capable of withstantling 1001b uplift at joint(s)except�Y-Ib)15=157,19=226.
9)This Wu is designed in accordance with Ne 20061ntemational Building Code sedion 2306.1 and refetenced standard ANSI/TPI 1. `��►1 1 1 1���� -
. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fi�dty model was used in the analysis antl design of this Wss. ``;c�+O��,/�,
11)Graphical purlin representation dces not depict the size or Uie orieMation of the purlin along the top and/or bottom chord. `��7��,,, Y..,,I ;
•p
LOADCASE(S) Standard �� M ��t� !
� FtYAN JOSEPH 'i��
-V DEXTER rW`
=� E-379a6 �W-
�O� YERO A' fa2�
.
% � �
`�`
�
I/llltl
December 5,2011
AWARNING-Verify tlesign parameters and read ndes on Nis Truss Design Drawing and induded DrJ Reference S�eet(rev.0311)before use.Design
valid for use wkh MTek cannecta plates ony.This Cesign is Dased ony upon paremeters shown,and is/a an individual DuiWing wmponerrt.Applicability ,
of Oesign parameters anO proper incoryaatian of the componerri is responsibiliy of building tlesignu or owrrer of Ne trusses and installer.Lateral restraiM
Aesignations sFrown on intlividual web and chord members are for compression buckiing ony,not forbuilding slabiliry Wacing.AtlONOnaI temporary reslrainV
diagonat bracing to insure stabilJrty during wnsWCtion is the responsbBity of Me inslalier.AddRional permanent building slabi6ty bradrg of Ne overall struclure
is the responsibiiity of the Watling tlesigner a owner of Ne tiusses.For gene2l guitlance regaNing design responsibitilies,faDricalion,quality coMrol,storage,
delivery,erectbn,lateref restreirrt and diagonal bracing,conwtt ANSI/TPI t,DS&89 anC BCSI(Builtling Canponerrt Safety Infortnation)available from �p�uLT/NG LLC
SBCAalwwwsbcindu .com.
Job : J1ll13083R Truss: t01 te : 12/29/11 Version: 7.250
Subject: Plate Summary �
�
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 8x9 MT20 1- 4 19.18 8.56 113 68
13-15 28.00 16.28 224 130
2-18 27.00 15.92 216 127
3x10 MT20 1- 9 15.00 9.66 120 77
2-18 19.81 9.66 118 77
4 6x8 MT20 1- 4 11.10 5.20 89 42
4- 6 14.00 3.51 112 28
4-14 8.75 1.54 70 12
6 6x8 MT20 9- 6 19.00 3.68 112 29
6-10 11.10 4.95 89 90
6-11 8.75 1.54 70 12
13 3x8 MT18H 13-15 12.00 7.76 96 62
12-13 12.00 7.76 96 62
14 3x10 MT20 13-15 15.00 1.64 120 13
3-14 4.87 1.54 39 12
4-14 5.25 1.54 42 12
5-14 4.79 1.54 38 12
3 2x4 MT20 1- 4 9.00 1.54 32 12
3-14 4.00 1.54 32 12
5 3x4 MT20 9- 6 6.00 1.54 48 12
5-14 3.00 1.54 24 12
5-11 3.00 1.54 24 12
11 3x10 MT20 12-19 15.00 1.54 120 12
6-11 5.25 1.54 42 12
7-11 9.87 1.54 39 12
5-11 9.79 1.54 38 12
7 2x4 MT20 6-10 4.00 1.54 32 12
7-11 4.00 1.54 32 12
9 8x9 MT20 6-10 18.85 12.40 151 99
12-19 28.00 17.29 224 138
8-22 24.22 13.50 199 108
3x10 MT20 6-10 15.00 8.21 120 66
8-22 14.94 8.21 120 66
12 3x8 MT18H 12-19 12.00 9.01 96 72
12-13 12.00 9.01 96 72
Plates must be installed on both faces of joints, symmetrically. (Except as shown *}
Job Tmss �� pe Qry Py R I4C
� 15109312 -
. J11113083R T02 Hip Truss p 7
� Job Reference o iona
� PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek IndusVies,Inc. Mon Dec OS 12:50:52 2011 Page 1 .
ID:?6GoFEm2aP4knC5p29DKGOyi1 tr-QBvQuHnXOSB?1 rAkVNwAR5hje8wYMXmdJT72dkyCO3n
�1-10-8 fr1-12 12-0.0 1&9-0 22-4-14 28-4-4
r 1-10-8 6-1-12 5-10-4 4-9-0 5-7-14 5-11-6
Scale=1:50.5 -
� 4.00 12 Sx10= �
6x8=
6 �
3u6%
25
� 3x4% 5 26 3x4 � ;
4 8
3x10 � 3x70 � m �
3 9 °
27
2 10
�' 10
� 16 15 14 13 12 11
� 8x9 II 2x4 I I 3x8 MTiBH= 3x4 = 3x8 MT78H= 3x10 = 2x4 II gxg I I
��-�2 �z-ao �s-s-o 22-a-�a 2s-a-a
61-12 5-10-4 49-0 5-7-14 5-11-6
Plate Offsets(X.YI: f2:0-4-5.Edqe1,f6:42-0 0.341
�. LOADING(pyfl gppCING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL �`�0 plates Increase 1.15 TC 0.88 Vert(LL) -0.31 11-12 >999 240 MT20 197/144 -�
. (RoofSnow=35.0) Lumberincrease 1.15 BC 1.00 Vert(fL) -0.5411-12 >633 180 MT18H 197/144
TCDL 10.0 Rep Stress Incr YES WB OJO Horz(TL) 0.17 10 Na Na �
. BCIL 0.0 �e IBC2006lTPI2002 (Matrix-M) Weight 1101b FT=10% '
BCDL 10.0
LUMBER BRACING �
� TOP CHORD 2 X 4 SPF 2100F 1.8E'ExcepC TOP CHORD Sheatt�ed or 2-2-0 ce pudins,except -
T3:2 X 4 SPF No2 2-0-0 oc puAins(3-0-0 max):6-7.
BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling diracfly applied or 10-0-0 oc bracing, F�ccept �
WEBS 2 X 4 SPF No2 1-412 oc bradng:11-19. .
� SLIDER Left 2 X 4 SPF No2 2-6-0,Right 2 X 6 SPF No2 2Fr0 �
� REACTONS (Ib/size) 1�1554/03-8(min.0.32),2=1734/0.5-8(min.0.310)
Max Horz 2=68(LC 5)
� Max Uplift 1�148(LC 6),2=218(LC 5) �
�� Max Grav 70=2010(LC 1�,2=2294(LC 17) -
. FORCES (Ib)-Max.Comp.Miax.Ten.-Ail forces 250(Ib)or less except when shown. �.
� TOP CHORD 2-3=-1278/13,3-4=4186/308,45=-3272251,5-25=3154256,625=-3136l264,67=2986/272, .
7-26=3120266,&26=3242f253,&9=3997/310,9-27=�d75/0,10.27=�186/0 �
BOTCFIORD 2-16=289/3885.1516=-269f3885.1415=289/3885.t&14=191/3004,12-13=-191/3004.71-12=252/3697, ��
�a�r--zszress�
WEBS 414=-967/116,&74=0/491.&12=305/280,7-12=0/470,8-12=790/118 -
NOlES
� 1)Wind:ASCE 7-05;90mph;TCDL=4.2psf;BCDL=S.Opsf,h=25ft;Cat.li;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end
� vertical IeR and right e�osed;Lumber DOL=1.60 plate grip DOL=L33
� 2)TCLL ASCE 7-05;PF-35.0 psf(flat roof snav);Category 11;Exp B;Fully E�.;CY-t.t,Lu=5640
� 3)Unbalanced snaw loads have been considered for this design.
� 4)This truss has been designed for greater oF min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-conwrtent with other live loads.
; 5)Provide adequate drainage to preveM water ponding. � .
6)All plates are MT20 plates unlass otherwise indipted.
� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads.
� 8)Provide mechanical connecUOn(by others)of truss to bearing plate capabie of withstanding t00 Ib upiiR at joint(s)except Qt=1b)17=148,21=218. -
� 9)This truss is designed in accordance with ihe 2006 fntemational Building Code section 2306.1 and referenced standarcl ANSIlfPI 1. `,��/1(I���, ��
10)'Semi-rigid pitchbreaks with fixed heels"Member end fipry model was used in the analysis and design of tliis truss. � �
� 11)Graphipl puAin representation dces not deqG the size or the orientation of the puAin along the top anNor bottom chord. `��`SG�NS� ���
. `� .,r,..... .,� I
.� LOAD CASE(S) Standard ;� •••,~• ,•.,t� �
p^(qP1 J�SEPH 'i��
�'O DEXTER rW�
'� E-379Y5 �W�
�O YERO A� f2�
:� a��.
i + �
� �
��� ``�
� �fl��
December 5,2011
� WARNING-Veriry tlesign paremeters anC rea0 rrotes on this Tnns Design Drawing and includetl DrJ Reference Sheet(rev.0311�before use.Design
. valitl for use with MTek conneqor plates ony.This tlesign is 6aseA ony upon paramefers s�own,and is far an intlivitlual builtling componeirt.Applicability ,
rt
of tlesign parameters and proper incoryaation of Ne cwnponeM is responsibiliry of building tlesigner or owner of Me trusses and instaqer.Lateral resVaint
designations shown on indNidual weD anA clwrd members are for compression buckling ony,not torDuiltling sta0ility brxing.Atldkional temporary restrainU
� Aiagonal bredrg to insure stability during wnsWcfion is tlie responsibility of the installer.AAtlflional pertnaneM builtling stability Dracing of Me overall stnicture ,
is tha responsibilily of the buBtling Aesigner w owner of the trusses.For general guitlance regartling tlesign respansibililies,tabrication,qualiry cofrtrol,storage,
deiivery,erectbn,laterel resVairX and Aiagonal bracing,conwtt ANSI/TPI i,DS&89 and BCSI(Builtlirg CanponeM Safety Intortnal"q�)available from Cp/yg(/�nNG��C
SBCAatwww.sbcintlu .com. ��
Job : J11113G83R Truss: t02 te : 12/29/11 Versior,: 7.250
Subject: Plate Summary
�
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 3x6 MT20 5- 6 9.00 5.92 72 47
1- 5 9.00 5.92 72 47
6 5x10 MT20 5- 6 11.74 5.87 94 47
6- 7 17.87 3.36 143 27
6-14 6.13 1.54 49 12
6-12 3.50 1.54 28 12
7 6x8 MT20 6- 7 14.00 9.26 112 39
7-10 11.10 6.05 89 48
7-12 8.75 1.54 70 12
10 8x9 MT20 7-10 14.16 9.99 113 39
13-17 26.00 19.73 224 158
9-20 29.82 18.56 239 148
2 8x9 MT20 1- 5 18.85 12.08 151 97
15-21 28.00 19.38 224 155
3-24 24.22 14.52 194 116
3x10 MT20 1- 5 15.00 8_81 120 70
3-29 19.94 8.81 120 70
15 3x6 MT18H 15-21 12.00 10.16 96 81
13-15 12.00 10.16 96 81
4 3x4 MT20 1- 5 6.00 2.09 48 17
9-14 3.37 1_59 27 12
4-16 2.63 1.54 21 12
16 2x4 MT20 15-21 9.00 1.54 32 12
4-16 4.00 1.54 32 12
14 3x4 MT20 13-15 6.00 2.00 48 16
6-14 3.00 1.59 24 12
4-14 3.00 1.59 24 12
12 3x10 MT20 13-17 15.00 2.15 120 17
7-12 5.25 1_54 42 12
8-12 9.88 1.54 39 12
6-12 4.64 1.54 37 12
8 3x4 MT20 7-10 6.00 1.68 48 13
8-12 3.37 1.54 27 12
8-11 2.63 1.54 21 12
11 2x4 MT20 13-17 4.00 1.54 32 12
8-11 4.00 1.54 32 12
13 3x8 MT18H 13-17 12.00 7.20 96 58
13-15 12.00 7.20 96 58
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
Job Tmss -� e Qty Py RJ /4C
15109313
� J11113083R T03 Hip Truss 2 7
� Job Reference o tiona
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek Industries,Inc. Mon Dec OS 12:5022 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-JP55bOQ7EMGREuzk4N8Dm RZ2iBL2kCQorSaTyC04F
-1-10-8 7-1-12 14-0.0 1 21-4-14 8-4-4
�-�o-a �-�-�z s-�aa s- s-�-�a s-ii-s
� Scale=1:505 �
10x20 MT18H= �
4.00 12
6 �
3x6% y��
- 3x4% g 8 3x4 � .
4 9
27
ps 28 4��
3x10 % 10
3 4��
11
2
rIa,
�' JO
. 17 16 15 t4 73 12
8x14=
2x4 I I 3x14 MT18H- 6z18= 2x4 II 6x12 =
�-i-�2 �a-ao � a zi-a-�a za-a-a
7-1-12 6-10-4 9- 6-7-14 Cr11-&
� Plate Olfsets(X Y)� f7Edae 0-4-51 f6�0.10-0 40-131 t8�0.30 Edgel f11�0-0.2 0.3-11
. LOADING�py� gppCING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP �
TCLL 35.0 plateslncrease 1.15 TC 0.91 Vert(LL) -0.351517 >976 240 MT20 197/144
. (RoofSnow=35.0) Wmberinaease 1.15 BC 0.90 Vert(fL) -0.571517 >597 180 MT18H 197/144 �
TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(fL) 0.15 11 Na Na
BCLL 0.0 �e�BC2006lfP12002 (Matrix-M) Weight 7141b FT=10% �
BCDL t0A
LUMBER BRACING �
� TOP CHORD 2 X 4 SPF 2100F 1.BE'EucepY TOP CHORD Sheathed or 2-2-0 oc purlins,except
T3:2 X 4 SPF No.2,T5:2 X 6 SPF No2 2-0-0 oc pudins(2-2-0 max):6-Z '
. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . ,
� WEBS 2 X 4 SPF No2 WEBS t Row at mitlpt 415,9-13 �
� SLIDER Left 2 X 4 SPF No2 2-fr0,Right 2 X 4 SPF No2 37-2 �
REACTIONS (Ib/size) 2=1734I0-S8(min.0.314),11=1554i0-3-8(min.0.37) .
�. Mau Horz 2=73(LC 5)
Max Uplift2=208(LC 5),11=138(LC 6)
� Max Grav 2=2487(LC 17),11=2208(LC 17) ��
� FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. .�
TOP CHORD 2-3=-1366/0,326=-4674/277,2627=-0S61f279,427=�484/185,4�r-3467200,5-6=3310/215, '
67=3165219.7-�3304215,��-3493/201,9-28=-4487f302,10.28=-4629/293.10.11=2184/137 �.
80TCHORD 2-17=-267/4332,1617=267l4332,1rr16=-267/4332,1415=122/3165,1314=-722I3165,12-13=241l4324, ��
. 11-12=241/4324 �
� WEBS 415=-1269/156.615=-19/533,7-13=-44/664.9-13=1270/175
NOTES
i)Wind:ASCE 7-05;90mph;TCDL=42psf,BCDL=S.Opsf,h=25ft;Cat II;6cp B;enGosed;MWFRS(low-nse)gable end zone;cantilever left and right exposed;end �
� vertipi lefl and ngh[e�osed;Lumber DOL=1.60 piate grip DOL=1.33 �'
� 2)TCLL ASCE 7-05;PF-35.0 psf(flat roof sraw);Category II;Exp B;Fully E�.;Ct=1.1,Lu=50-0-0
�.. 3)Unbalanced snow loads have beem m�sidered for this design.
. 4)This Wss has been designed for greater of min roof live load of 20.0 psf or 2.00 tlmes flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.
5)Provide adequate drainage to p2vent water ponding.
� 6)All plates are MT20 plates unless otherwise indipled "
� 7)This Wss has been designed for a 10.0 psf bottom chad live load nonconwrrent with any other live loada .
8)Provide mechanipl connection(by others)of truss to bearing plate capable oi withstanding 100 Ib upliR atjoiM(s)except(jt=1b)18=208,22=138. �
� 9)This truss is designed in accordance wit�Ne 20061ntemational Building Code section 2306.1 and referenced standard ANSIlfPI 1. `,��1 1 I f���,
� 10)"SemFrigid pitchbreaks with ficad heels"Member end fixity model was used in the analysis and design of Nis Wss. `►� �+O\1� /�' _
� t t)Graphical purtin representation tloes not tlepid the size or Ne orientation W the purlin along the top and/or bottwn chord. s�i �� �
;�.1�''.-�� � •._''��/ i :
���
LOADCASE(S) Standard �� '�t� � :
� RyqN JOSEPN `���
�'p DEXTER °W�
=� E-37D�5 �(�=
�O� YERON , r'`�{:
.(h .
%,,� �1`,�
� �Ill��
December 5,2011
AWARNING-Verify design parameters antl read notes on this Truss Desgn Drawing antl inUuAetl DrJ Reference Sheet(rev.0311�Defore use.Design
valid fw use wRh MiTek connecla plates ony.This design is based ony upon parameters shown,and is for an intlividual building wmponerq.Applicabilily , :
of tlesign paremeters and pmper incorporalion ofthe componeM is responsibiliry of builtling designer or axner of the Vusses and inslaller.Lateral resVairrt
� tlesignations shown on individual we0 and chortl members are for compression buckling ony,nollorbuiltling stability Dracing.AtlCdimal temporary restraint/
tliagonal bracing to insure sfabAity during wnsVUCtion is the responsibilily of ihe installer.AtlAGional permaneM building stability bracing of Ne overall structure .:
is the responsibility of the buBding Gesigner w owner of Ne W sses.For generel guitlance regarding tlesign responsibiltties,fabrication,quality coMrol,storage, ,
delivery,erection,laleral resVaiM antl diagonal bracing,conwtt ANSI/TP11,DSB-89 and BCSI(BuiWirg Componern Safery Infortnatbn)available from Cp/y�/�r/NGLLC
SBCAatwww.sbcindust .com. :�
Job : J11113083R Truss: t03 �e : 12/29/11 Version: 7.250
�Subject: Plate Summary
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 3x6 MT20 5- 6 9.00 5.26 72 42
1- 5 9.00 5.21 72 42
6 1Ox20 MT18H 5- 6 15.25 10.88 122 87
6- 7 29.23 7.84 234 63 '
7- 8 15.25 9.36 122 75
6-15 23.63 1.61 189 13
7-13 23.63 2.00 189 16
8 4x6 MT20 7- 8 10.50 5.99 84 48
8-11. 12.00 5.48 96 44
2 8x14 MT20 1- 5 20.92 13.72 163 110
16-18 49.00 16.04 392 128
3-21 37.79 13.65 302 109
3x10 MT20 1- 5 15.00 9.98 120 80
3-Z1 14.94 9.98 120 BO
16 3x19 MT18H 16-18 21.00 10.76 168 86
14-16 21.00 10.76 168 86
4 3x4 MT20 1- 5 6.00 2.74 98 22
9-15 3.37 1.64 27 13
4-17 2.63 1.54 21 12
17 2x4 MT20 16-18 4.00 1_54 32 12
4-17 4.00 1.59 32 12
15 6x16 MT20 14-16 26.25 2.67 210 21
19-22 27.75 2.73 222 22 `
4-15 11.78 3.02 99 29
6-15 10.50 1.59 89 13
9-13 11.79 2.95 94 24
7-13 10.50 1.98 84 16
9 3x4 MT20 8-11 6.00 2.32 98 19
9-12 2.62 1.54 21 12
9-13 3.37 1.54 27 12
12 2x4 MT20 14-22 4.00 1.54 32 12
9-12 4.00 1.54 32 12
11 6x12 MT20 B-11 12.87 8.70 103 70
14-22 33.00 15.99 264 128
10-25 25.53 10.10 204 61
4x6 MT20 8-11 12.00 3.66 96 29
10-25 12.00 3.66 96 29
4x6 MT20 8-11 12.00 3.66 96 29
10-25 12.00 3.66 96 29
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
JoD Truss � pe �ty Py R � /4C
15109314
� J77113083R T04 CommonTruss 20 1 �
� Job Reference o ional
� PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek IndusYries,Inc.Mon Dec OS 12:5022 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-JP55bOQiTEMGREuzk4N8DmRaQ2kML4UC QorSaTyC04F
� -1-70-8 � 7-0-0 14-4-8 21-2-10 28-4-0 �
' �-�aa ' �-a-o ' �-o-a ' s-iaz �-�-�o
sca�e=,:as.o
a.00 i2 5�-
s
3x10 % 3x10 � �
2x4 \� 5 7 2x4 �/ �
22 8
4
�
4� � 3x10�
3 9
2
10
. �� �
� 13 12 11 ...
Bx9 II 3x6 = 3x8MTi8H= 3x6= Bx9 II �
, 9-57 19-310 28-4-4 �
9-57 9�10-3 9-0-10
Plate Offsets(X.l�: f2:0.4S Edqe1
LOADING(py� SPACING 2-0-0 CSI DEFL in (loc) Utlefl Ud PLATES CaRIP -
TCLL 35.0 p�ates lncrease 1.15 TC 0.87 VeA(LL) -0.32 71-13 >999 240 MT20 197/144
(Roof Snow=35.0) Lumber Increase 1.15 BC 0.82 Vert(fL) -0.73 71-13 >468 180 MT18H 197/144 �
TCDL 10.0 Rep Stress Incr YES WB 0.24 Ho2(TL) 0.14 10 Na Na �
� BCLL 0.0 �e IBC2006/iP12002 (Matrix-M) Weight 981b FT=10% -
� BCDL 10.0 .
LUMBER BRACING
� TOP CHORD 2 X 4 SPF 2100F 1.SE TOP CHORD Sheathed or 25-8 ce pudins. -
� BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling di2cUy applied or 70-0-0 oc bracing.
� WEBS 2 X 4 SPF No.2
� SLIDER Left 2 X 4 SPF No2 2-60,Right 2 X 4 SPF No2 21'i-0
�� REACTIONS (Ib/size) 2=1734/0.5-8(min.0.2-12),10=7554r0.3-8 (mirt 0.2-7) �
� Max Horz 2=77(LC 5) �
� Max Uplifl2=207(LC�,10=138(LC 8)
FORCES (Ib)-Mau.Comp./Max Ten.-All forces T50(Ib)or less except when shown.
� TOP CHORD 2-3=998/0.3-4=3311f302.422=2976/242.5-22=2931242,56=-2874259,67=-2814267, �
� 7-8=2909/251,&�-3188/d00.9-7�-454/0 �
. BOT CFIORD 2-13=263/3072,12-13=-132R147,11-12=-732/2147.10.11=236/2948
� WEBS 413=-690/180,613=58/977,611=-65/931.8-71=149/176 _
NOTES
. 1)Wind:ASCE 7-05;90mph;TCDL=42psfi BCDL=S.Opsf;h=25ft;Cat.II:Exp B;enclosed;MWFRS(low-nse)gaMe end zone;cantilever left and right exposed;end �
vertical left and rigM e�osed;Lumber DOL=t.60 plate gnp DOL=t.33
� 2)TCLL ASCE 7-05;Pf-35.0 psf(flat roof srww);Category II;Exp B;Fully Exp.;Ct=1.1
� 3)Unbalanced snow loads have been consiCereO for Nis design.
. 4)This truss has been designed for greater oF min roof live loatl of 20A psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.
5)All plates are MT20 plates unless Mhenvise indicated.
�� 6)This truss has been designed for a 70.0 psf bottom chord live load nonconwrtent with any oNer live loads.
�Ptovide mechanical connection(by others)of Wss ro bearing plate capabie of withstantling 1001b uplift atjoint(s)except QY-Ib)iM-207,18=138. �
� 8)This Wss is tlesigned in accordance with the 2006 Intemational Builtling Code section 2306.1 and refe2nced standard ANSI/TPI 1.
. 9)'Sem�tigid pitchb2aks with fuced heels"Member end fidty motlel was used in the analysis and design of Nis Wss-
. LOAD CASE�S) Standard .
,��11{11���
i
:�•t�►�SCONS���;
��r ' �
�pN JOSEPH•�° �
='a DEXTER dW�
�� E-378a5 �W�
�O VE ONA, ,��
:� iO�.
r �
% � ,.+' �
i `
��//lt�tl�t��
December 5,2011
� WARNING-Veriy tlesign parameters and read ndes on lhis Tnus Design Drawing and inGuded DrJ RHerence Sheet(rev.0317)betae use.Design �.
. valid tor use wNh MTek connecta plates ony.This design is based any upon parameters shown,and is for an indivitlual builtling componerrt.ApplicaDiFty ,
� of tlesign paremeters and pioper incorporetion of the componeM is responsiDlity of Duildinq designer or owner of the trusses aM insta0er.Laterel restraiM �
� Aesignations shown on individual web and chord memDers are fa canpression buckling ony,not(orDuiltling staDility bracing.AOtlilional temporery restraiM/ .
diagonal bracing to insure slability Auring construction is the responsibility of the inslaller.Adddional pertnaneM buiWing slabifity bredng MMe werell struGure
is the responsibilily of the builtling Cesigner or owner of the Wsses.Fw general guidance regartling tlesign responsiDilities,fabrication,quaGty coMrol,storage,
tleNvery,erection,laleral resVaiM and Aiagona�b2cing,conwtt ANSI/TP11,DS&89 and BCSI(Building Canpanent Safety Infom�ation)available from w/fVl�LnNG��C
SBCAatwwwsbcnAUSt .com. VV/N
Job : J11113083R Truss: t04 e : 12/29/11 Version: 7.250
Subjec±: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
5 3x10 MT20 5- 6 15.00 5.62 120 45
1- 6 15.00 5.62 120 95
6 Sx6 MT20 5- 6 9.00 6.90 72 51
6- 7 9.00 5.70 72 46
6-13 5.94 2.93 48 19
6-11 5.95 2.43 48 19
7 3x10 MT20 6- 7 15.00 5.71 120 46
7-10 15.00 5.71 120 46
2 8x9 MT20 1- 6 18.85 12.24 151 98
12-14 28.00 15.33 224 123
3-17 24.22 11.66 199 93
4x6 MT20 1- 6 12.00 7.08 96 57
3-17 12.00 7.OB 96 57
12 3x8 MT18H 12-14 12.00 8.04 96 69
12-18 12.00 8.04 96 64
13 3x6 MT20 12-19 9.00 2.51 72 20
4-13 4.20 1.54 34 12
6-13 4.37 2.41 35 19
9 2x4 MT20 1- 6 4.00 1_54 32 12
4-13 4.00 1.54 32 12
11 3x6 MT20 12-18 9.00 2.42 72 19
8-11 4.05 1.54 32 12
6-11 4.37 2_46 35 20
8 2x4 MT20 7-10 4.00 1.59 32 12
8-11 9.00 1.54 32 12
10 8x9 MT20 7-10 14_18 6.98 113 52
12-18 28.00 16.60 224 133
9-21 27.00 14.13 216 113
3x10 MT20 7-10 15.00 8_60 120 69
9-21 14.82 8.60 119 69
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Truss -- pe �ry Ply R � t /4C
- 15109315 �
J11113083R TOS Common Truss 3 1
JoDReference o iona
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MTek Industries,Inc.Mon Dec OS 12:5023 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKG0yi1 tz-ncffoMRLDW620T91nuNmz_o4SA?4aeLeSb?6vyC04E
-1-70-8 6-0-11 12-1-6 13-11-14
�-�ae s-a>> �ai> >-�as
. Scale=125.1
4x6=
4
4.00 12
3x4%
q g 5 3x4 �
Z 6
�I m
� � I
o ::
8
6x8 = 2x4 II
6x8=
s-ai i �z-�-s
s-a�� s-a��
Plate Offsets(X.Y): f2:0-0-5.0.1-81 f6:0-0.5 0-2-51
LOADING�p� SPACING 2-0-0 CSI DEFL in (loc) IPoefl Ud PLATES GRIP
TCLL �.0 plates Increase 1.15 TC 0.69 Vert(LL) -0.O6 &11 >999 240 MT20 197/144
(RoofSnov�r-35.0) Lumberincrease 1.15 BC 0.41 Vert(TL) -0.09 &11 >999 180 �
TCDL 10.0 Rep Stress Incr YES 4V8 0.05 Horz(fL) 0.02 2 Na Na �
BCLL 0.0 �e IBC2006/TPI2002
BCOL 10.0 (Matrix-M) Weight 41 Ib FT=10%
WMBER BRACING �
TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-8-15 oc puAins. �
BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling df2ctly applied a 10-0.0 oc bracing.
WEBS 2 X 4 SPF No.2 .
SLIDER Left 2 X 4 SPF No2 2-6-0,Right 2 X 4 SPF No2 2-6-0 �
REACTONS pb/size) 2=835/0.S8(min.0.1-5),6=635/0.S8 (min.0.1-8) '
Max Hoa 2=36(LC 6) �
_Max Uplift2=128(LC 7),6=-128(LC 8)
FORCES Qb)-Max.Comp./Ma�c Ten.-All forces 250(Ib)or less except when shown. "
TOP CHORD 2-3=352/237,3,4�=912/73,45=972l73,56=352237 ..
BOT CHORD 2-8=175/865,6-8=175/865
NOTES
i)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf;h=25ft;Cat II;Exp B;enGosed;MWFRS pav-rise)gade end zone;cantilever left and right exposed;end '
vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 �
2)TCLL ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp B;Fully F�cp.;Cr1.1 �
3)Unbalanced snow ioads have been considered for this design.
4)This Wss has been designed for greater ol min roof live load of 20.0 psf or 2.00 times flat roof load oF 35.0 psf on overhangs non-conwrrent with other live loads. �
5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads .
6)Provide mechanical mnnec6on(by otlrers)of hvss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except(jt=1b)9=128,13=128. �
7)This Wss is designed in accordance with the 2006 Intemational Building Code secdon 2306.1 and refe2nced standard ANSI/TPI t. �
8)5emi-rigid pitUbreaks wifh fucetl heels"Member entl fiwry model was used in the analysis anC design of this Wss.
LOAD CASE(S) Standard �
``��fl{11���
��•`SCONg�/��/•,�
�y� •+••• ••�► � .
r � i
= N �
RYAN JOSEPH�`
��Q OEXTER �W`
=� E-37905 jW-
�0 VER A� i2�
i� � �rO��
i � �
i� . `��
i `�
�� �/11����,
December 5,2011
AWARNING-Verify design parameters and reatl notes on this Truss Design Drawing and inGuded DrJ Reterence Sheet(rev.0317)before use.Design �
valitl for use wkl�MiTek conneUa plates ony.This design is based only upon parameters slrown,and is ta an indivitlual builEing component.Appfica6ility ,
of design parameters antl proper incorpaation of t�e wmponent is 2sponsibility of building Cesigner or owner of Me Vusses and instailer.Lateral restrairrt .
designatlons strown on intlivi0ual web and chotd members are for compression buckling ony,not for6uilding sta0ility bracing.Adtldional temporary restrainU -
diagonal brecing to insure stability durinq consWctian is the responsibility of the installer.AddRional pertnaneM huilAing stability bredng oi the overell struclure
is the responsibilily of the budtling Oesigner w owner of the Wsses.For general guitlance regartling tlesign responsibilities,fabrication,qualily wMrol,storage. �
delivery,erection,laleral resUaint anA diagonai bracing,conwlt ANSI/iPl 7,DS6�89 antl BCSI(Buildirg Canponent Safety Informatbn)availaDle Rom Cp�yg(/�T/N6(1C
SBCA at wwwsbcindust .com. .
Job : J11113083R Truss: t05 �e : 12/29;11 Version: 7.250
Subject: Plate Summary ��
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
2 6x8 MT20 1- 4 18.00 10.96 144 88
9-13 12.00 9.77 96 38
3-12 18.00 3.06 149 29
3x9 MT20 1- 4 6.00 2.31 48 18
3-12 6.00 2.31 48 18
6 6x8 MT20 4- 7 18.00 13.16 149 105
9-13 12.00 4.09 96 33
5-16 18.00 3.19 144 25
3x9 MT20 4- 7 6.00 2.31 48 18
5-16 6.00 2.31 98 18
8 2x4 MT20 9-13 9.00 0.76 32 6
4- 8 9.00 0.50 32 4
4 4x6 MT20 1- 9 7.50 3.05 60 29
4- 7 7.50 2.59 60 21
9- 8 5.98 0.63 48 5
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
. Job Tmss �- e Ory Py RJ I4C
15109316
, J11113083R TO6 Common Truss 2 1
� Job Reference o 'ona
� PROBUILD 722,De Pere,WI.,tom 7250 s Apr 27 2011 MTek Intlustries,Inc.Mon Dec OS 12:5024 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-FoDrOiSz_sdzgYl LsVQcJBWzpsWDp1 uVtGIQeMyC04D
�-1-10-8 � 6-0-11 12-i-6 13-11-14 �
� 1-10.8 T 6-0.11 6-0-11 1-148
Scale=125.t
4xfi=
4
4.00 72
� 3x4% 5 3x4�
Y 3
6
2
dI ' Ia
8
6x8 = 2x4 II
6xB=
i 6-0.11 � 12-i-6 �
� 6-0.11 6-0-11 - - ,
Plate Offsets(X YY f2'0-0-5 0.1-81 f6�0-0-5 0.2-51
LOADPIG(pyy� SPACING 2-0-0 CSI DEFL �in poy Vdefl Ud PLATES GRIP
� TCLL �.0 p�ates lncrease 1.15 TC 0.69 VeR(LL) -0.06 6-7 7 >999 240 MT20 197/144 �
(ROOf Srro�r-35.0) Lumber lnaease 1.15 BC 0.41 Vert(TL) -0.09 &11 >999 180 �
TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 2 n/a Na �
BCLL 0.0 Cpde IBC200fi/TPI2002 (Matrix-M) Weight:41 Ib FT=10%
BCDL 10.0
� LUMBER BRACING �
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 58-15 x puAins.
� BOT CHORD 2 X 4 SPF No2 80T CHORD Rigid ceiling directly applied or 70-0-0 oc braang.
� WEBS 2 X 4 SPF No.2
� SLIDER Left 2 X 4 SPF No.2 2-60,Right 2 X 4 SPF No2 2�'i-0 �
� REACTIONS (Ib/size) 2=835/0-38(min.41-8),6=835/0-SS (min.0.1�)
� Max Horz 2=36(LC 6)
� Max Uplift2=128(LC 7),6=-128(LC 8)
�. FORCES Qb)-Mau.Comp./Max Ten.-All forces 250 pb)or iess except when shown.
� TOP CHORD 2-3=352l237,3-4=-912l73,45=-912/73,5-6=352/237 -
BOT CHORD 2�=175/865,6-8=175l865
NOTES
� 1)Wind:ASCE 7-05;90mph;TCDL=42psF;BCDL=S.Opsf;h=25ft;Cat.II;Exp B;endosed;MWFRS pow-rise)gaWe end zone;pntilever left and nght exposed;end '
vertipl left and right e�osed;Lumber DOL=1.60 plate grip DOL=1.33 �
� 2)TCLL ASCE 7-05;PF-35.0 psf(flat roof sraw);Category II;Exp B;Fuly E�.;CY-1.1
. 3)Unbalanced snow loads have been considered for this design.
� 4)This W ss has been designed for greater oF min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-conwrrent with other live loads .
5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
� 6)Provide mechanical connecGon(by others)of huss to bearing plate capaDle of withstanding 100 Ib uplift at joint(s)except(jt=1b)9=128,13=128.
� 7)This Wss is designed in accordance with the 2006 Intemational Building Code secUon 2306.1 antl reterenced standard ANSI/fPl 1. �
. 8)'Semi-rigid pitchbreaks with fixed heels"Member end fidty model was used in the analysis and design of this Wss.
� LOAD CASE�S) Standard �.
,��11{11���
.���SC�NS%�'�,
� �� •r•° ••,�� /I .
♦ � •• • � r
�'A' i
Fi`!AN JOSEPH�
�'17 DEXTER `��
�� E-379a5 fW=
�O VERON ��
.T i6 .
i �
i� � �`�
�� ' «». `�
t
��/llll��
December 5,2011
QWARNING•Verify Oesign paremeters and read ndes on this Truss Design Drawing and induCetl DrJ Reterence Sheet(rev.0317)before use.Design .
valid tor use with MTek connxta plates only.T�is Aesign is baaed only upon parameters stawn,and is far an individual builtling componeM.Applicabilily ,
. of design parameters and proper incorporalion of the component is responsibility of building Aesigner or owner otthe Wsses antl installer.Lateral restraint
. designations shown on IndrviAuai web and chortl memhers are for campression buckling ony,not forbuilGV�g stabiliry brecing.Atldilional temporary rerirairrt/
diagonai bracing lo insure stability during mnstruction is the responsibGdy oi ttie instailer.Atldpimal permanent building stability bracing of the overell stniqure
. is the responsibility ofMe DuilOing designer or owner of tlie Wsses.For general guitlance regarGing design responsibildies,fabriea[ion,quafity coMrol,storage, "
delivery,ereclion,laterel restraiM antl Sagonal Dracing,conwtt ANSI/TPI t,DSB-89 and BCSI(Building CanponeM Sa(ery Intotmation)availabie from Cp/ySULflNGL�C
� SBCAalwww.sbcindust .wm.
Job : J11113083R Truss: t06 �e : 12/29/11 Version: 7.250
Subject: Plate Summary ��
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
2 6x8 MT20 1- 9 18.00 10.96 149 88
9-13 12.00 4_77 96 38
3-12 18.00 3.06 144 24
3x9 MT20 1- 9 6.00 2.31 48 18 '
3-12 6.00 2.31 48 18
6 6x8 MT20 4- 7 18.00 13.16 144 105
9-13 12.00 4.09 96 33
5-16 18.00 3.19 144 25
3x4 MT20 4- 7 6.00 2.31 98 18
5-16 6.00 2.31 98 18
8 2x4 MT20 9-13 9.00 0.76 32 6
4- 8 9.00 0.50 32 4
4 4x6 MT20 1- 4 7.50 3.05 60 24
4- 7 7.50 2.59 60 21
4- 8 5.98 0.63 98 5
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
i
.. Job Truss : e Qty Py RJ I4C
15709317
� J71113083R T07 MONOPITCH TRUSS 36 1
Job Reference o iona �
. PROBUILD 722,De Pere,WI.,tom 7250 5 Apr 21 2011 MTek InCustnes,Inc.Mon Dec 05 12:5024 2011 Page 1 �
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-FoDrOiSz_sdzgYl LsVQcJ6 W4DsYCpljVt6KZeMyC04D
� 1-10-0
' i-�ao
� Swle=1:7.6 .
4.00 72 Z
1
3
3x6�
LOADING�p�j gpqCING 2-0-0 CSI DEFL in (bc) Udefl Ud PLATES GRIP
TCLL 35.0 plates inaease 1.15 TC 021 Vert(LL) -0.00 36 >999 240 MT20 197/144
(RoofSnovr-35.0) Lumberincrease 1.15 BC 029 Vert(fL) -0.01 3-6 >999 180 -
TCDL 10.0 Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 1 Na Na �
BCIL 0.0 �e18C2006liP12002 �
L 10 (Matrix-M) Weight:4 Ib FT=10%
LUMBER BRACING �
TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 1-10-0 oc pudins. -
BOT CHORD 2 X 4 SPF No2 BOT CHORD Rigid ceiling di2ctly applied or t0-0-0 oc bracing. �
REACTIONS (ID/size) 1=100/0.3$(min.0.19),3=101/0.3-8 (min.0.1-8)
Max Ho2 1=19(LC 6) �
Max Uplift 1=5(LC 3),3=19(LC 6) '
FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES
1)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf;h=25ft;Cat.II;Exp B;endased;MWFRS pav-rise)gable end zone;pntllever�eft and nght exposed;end vertical left and nght exposed;Lumber ,
DOL=1.60 plate grip DOL=1.33
2)TCLL ASCE 7-05;PF-35.0 psf(flat roof snow);Category II;Exp B;Fulry Exp.;Ct=1.1 .
3)This truss has been designed for a 70.0 psf bottom chord live IoaA nonconcurrent with any other live loads. .
4)Provide mechanipl connection(by others)of Vuss to bearing plate capable of withstarMing 100 Ib uplift at joint(s)4,3. ��
5)This truss is designed in accorclance wRh the 20061ntemational Building Code secuon 2306.1 and referenced standard ANSI/TPI 1. .
6)"SemFrigid pitchbreaks with fixed heels"Member end fi�dty model was used in the analysis and design of this Wss. .
LOAD CASE�S) Standard -
,`�{11{Ili��r'
'��`SC�NS�.=�'
.. .... .�r
1 �� 't� �
q�(pN JOSEPH ' '
�'a� DEXTER vW�
�� E-37805 �W_
:�� VE �' Z�
. �
;, ,�,;°,;
��,,,����►
,
.�
December 5,2011
AWARNING-Veriry tlesign parameters and reatl ndes on this Tnus Design Drawing and inGuded DrJ Reference Sheet(rev.0311)before use.Design _
valitl for use wdh MTek conneclor plates oniy.This tlesign is basetl ony upon paremeters shown,and is for an in0ivitlual building component.AppFcabiliry ,
ot design parametere an0 proper incorporation of the componeM is responsibiliry of bu�lAing Cesigner or owner of Ne Wsses antl instader.Laleral resVaiM
Oesignations shown on intlividuai web and cMrd members are for compression buckling ony,not forDuiltling staDility bracing.Atldilional temporary rest2int/ -
tliagonal b2ci'g lo insure sfabHily Auring constructlon is the responsibilily otMe installer.Add'rtional pertnanent builAing staDilily bracirg of the overall stnlclure
is the responsiDility ofthe building des(gner or owner of lhe Vusaes.For general guidance regarding design responsibilkies,fabrication,quaAty wntrol,storage,
de6very,erection,I�e21 resfreiM and Eiagonal bracing,conwR ANSI/TPI 1,DS&89 antl BCSI(Building ComponeM Safety Infortnation)available from COIVSUL1lN6 L�C
SBCAatwwwsbcindust .com.
Job : J111130E3R Truss: t07 e : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 3x6 MT20 1- 2 9.00 9.13 72 33
3- 4 8.78 5.22 70 42
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� .bD Truss �� e Qty Pty RJ /4C
15709318
� J71113083R TG01 HIP TRUSS 2 L Job Reference o iona
PROBUILD 722.De Pere,WI.,tom 7.250 s Apr 21 2011 MTek Industries,Inc. Mon Dec 05 12:5026 2011 Page t
ID:?6GoFEm2aP4knC5p29DKGOyit iz-BBLbROTD WithvrBkzwS40ccGCg3wHmtoKQpfiEyC048
, -1-r 10=8 + &0-0 � 14�-8 20-9-0 - -- � 28-4-4
1-10-8 &0-0 6-4-8 6-4-8 T 7-7-4
� Scale=1:50.5
Sx9 =
� 3x10 = Bx9 =
� 4.00 12 g q 18 5 .
a
- 6
� 2 ��
Io
11 19 20 10 921 22 8 23 24 � .
� tOx12 = tOx12 = �
�� gxg = Sxi2 MT18H= 5x12 MTiBH= 8� _
2� II
8-0-0 14-4-8 20.9-0 28-4-4
&0-0 6-4-8 6-48 7-7-4
' Plate Offsets(X YY f3�0-4-12 Ednel f5�0.4-13 Edgel f6�0-0-2 0.2 141 f1-038 0.501 ft t�0.3-6 0.501
LOADING�pyy� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GWP
� TCLL 35.0 plates Inaease 1.15 TC 0.88 Vert(LL) -0.45 7-9 >762 240 MT20 197/144 .
(RoofSnrnr-35.0) Lumberincrease 1.15 BC 0.91 Vert(TL) -0.75 7-9 >452 780 MT18H 197/144 .
�� TCDL 10.0 Rep Stress Incr NO WB 0.73 Ho2(fL) 0.17 6 Na Na -
� BCLL o.0 �e IBC2006lfP12002 (MaVix-M) WeighC 261 Ib f7=10%
BCDL 10.0
uJMgER BRACING -
� TOP CHORD 2 X 6 SPF No2'6ccepY TOP CHORD Sheathed or 3-3-3 ce pudins,except
� T3:2 X 6 SPF 2100F 1.SE 2-0-0 oc pudins(3815 max.):35.
� 80T CHORD 2 X 6 SPF 2100F 1.8E BOT CHORD Rigid ceiling di2ctly applied a 10-0-0 x bradng. �
WEBS 2 X 4 SPF No2 �
WEOGE
Right 2 X 4 SPF No2 �.
REACTIONS (Ib/size) 6=4385/438 (min.0.3-8),2=4539I0.5-8(min.0.3-11)
Max Ho2 2=55(LC 5) �
. Mau Uplift6=598(LC 6),Y-E37(LC 5) �
Max Grav 6=4444(LC 1�,2=4712(LC 17)
� FORCES pb)-Max.CompJMau Ten.-All forces 250(Ib)or less except when shown. �
TOP CHORD 23=-1 2 030/1 544,3-4=7 1 540/1 508,418=11053I1524,51 8=1 1049/1 525,5-6=-11556/1564 ;
� BOTCHORD 2-11=-1438f11359,11-7�1881/14857,132�-1881/74857.10.2�-1881/14857.1 0.21=-1 88 7/1 48 57. .
9-21=1881/14857,9-22=1861/14857.&22=1881/14857.&23=-1881/14857,2324=1881/14857,
�-24=-1861I14857.67=-1429/10874
WEBS 311=385l3400.411=-3632/525,4�-212/1934,47=-4164/514.57=-404/3370
NOiES
1)2-ply Wss to be conneded together with 10d(0.131"x3'�nails as follows:
� Top dmrds connected as follows:2 X 6-2 raws at 0.9-0 oc. .
Bottom chords connedetl as follows:2 X 6-2 rows at 0.9-0 oc. .
Webs wnneGed as follows:2 X 4-1 rvw at 0.S0 oc.Except member 11-4 2 X 4-1 row at 0.9-0 oc,member 4-9 2 X 4-1 row at 0.9-0 oc,member 7-4 2 X 4-1
row at 0.&0 oc.
� 2)All loads are considered equally applied to all plies,excapt rf noted as front(�or back(B)face in Ne LOAD CASE(S)sectlon.Pty to py wnnections�ave been --
� provided to tlistribute only bads noted as(F)or(B),unless otherwise indicated. .
� 3)Wind:ASCE 7-05;90mph;TCDL=42psh,BCDL=S.Opsfi h=25ft;Cat II;Exp B;endosed;MWFRS(low-rise)gabie end zone;cantilever left and right exposed;end
vertical lefl and nght exposed;Lumber DOL=1.60 plate gnp DOL=1.33 �l������I� �
�. 4)TCLL ASCE 7-05;PF-35.0 psf(flat roof snow);Category II;Exp B;Fully F�cp.;Ct=1.1,Lu=50-0-0 ```;c/�Q N n'I��'
5)Unbalanced snow loads have been considered for this desgn. 7v ,,, v .
� 6)7his truss has been designed for greater d min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with oNer live loads. ;� ;r'���� `'•y� � ��
7)Provide adequate drainage to p2vent water ponding. � '•t* �
8)PJI plates are MT20 plates unless otlieiwise indicated. �� %'
� 9)This wss has been designed for a 10.0 psF bottom chord live load nonconcurtent with any other live loads. � �(pN JOSEPH '
� 70)Provide mechanical connection(by others)ot truss to bearing plate ppable of withstanding 100 Ib uplift at joint(s)except(jt=1b)12=598,15=637. �'� DEXTER atu�
1 t)This wss is designed in accordance wiN the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. =� E.379�5 tW�
� 12)'Semi-rigid pitchbreaks with foced heels"Member end fi�dty model was used in the analysis and design of this truss.
13)Graphicai puriin representation does not depiG the size or the orientation of the puAin along the top and/or bottom chord. �� VEA � r��`
14)Hanger(s)or other connection device(s)shall be provided suffidenl to support concentrated load(s)1737 Ib dawn and Y15 ib up at 8-0-0,380 Ib down and 58 Ib �
up at 10-0-72,380 Ib down and 58 Ib up at 12-0-12,380 ib down and SB lb up at 14-0-12,380 Ib down and 58 Ib up at 14-8-4,360 Ib down and 58 Ib up at ���.t1 �`� �
168-4,and 3801D down and 58 Ib up at 1&&4,and 1619 ID down and 267 Ib up at 20-8-4 on bottom chord.The desigNselection M such connection device(s) �V \ .
� is tt�e responsibility of others. �/ �",�1��� �.
LOAD CASE�S) Standard
December 5,2011
� Continued on page 2
AWARNING-Veriy tlesign parameters and read notes on this Truss Desi9n Drawing and inGutletl OrJ Reference Sheet(rev.0111)betare uu.Design
valiU for use wilh MTek conneeta platas only.This design is based ony upon parameters shown,and is for an individual buBding compone1rt.Appiicability ,
of tlesign paremeters and proper incorpaation ot Ne componeiR is respmsibiiity ot building desgner or owner of ihe Wsus and insta9er.Lateral resVaiM
� tlesignaUOns shown on kMividual weD antl chorE members are tor compression buckling ony,not IorDUiWinq stability brecing.Addilional temporery restrainV .
diagonal bredrg to insure slabilily Auring constniction is the responsbilily otthe installer.AOdkional pertnanent Duilding slability breang of Ne overall strudure
. � is the responsibility of Ne buiWing tlesigner a owner of the trusses.For general guitlance regartling design responsibililies,fabrication,qualiry coMrol,storege, -
. deGvery,erectbn,lateral restraiM arM diagonal D�acing,conwtt ANSI/!PI i,DS&89 and BCSI(Buikling Componerd Safety Infortnation)available from CONSULI/N�LLC
SBCA at www.sbandust .wm. :
Job Truss Type Qry Ply � iqht /4C .
15109318
. J17113083R TG01 HIP TRUSS 2 -
� � Job Reference o iona
. PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek Intlustries,Inc. Mon Dec 05 12:5026 2077 Page 2
ID?6GoFEm2aP4knC5p29DKGOyiltz-BBLbROTDWTthvrBkzwS40ccGCg3wHmtoKQpfiEyC04B
� LOAD CASE(S) Standard
1)Snow:Lumber Inaease=1.15,Plate Inaease=1.15
Unifortn Loads(pif) �
Vert 13=-90.3-5=90,S&=90.12-15=-20
. ConcenVated Loads pb) -
Vert 11=-1737(F)7=1619(�1�-380(�20=360(�21=-380(F)22=-380(F)23=-380(�24=-380(F)
� A WARNING-Vetiry design paremeters anE reatl noles on this Truss Design Drawing and inUuded DW Reference Sheet(rev.0111)before use.Design
valitl tor use wkh MTek connector plates onty.T�is design is based ony upon parameters shown,antl is for an indiv�dual budding componeM.Applicabiliry ,
of design paramMers and proper incorpaalion of Ne componerrt is responsibility of building designer or owner of ihe trusses and inslaller.Lateral resUaint
designations slawn on individual web antl chortl members are ta compression Duckling ony,nol forbuilding s[aDility brecing.Addilional temporary restraiM/
diagonal bracing to insure stability durinq conslruction is the responsibBdy of Me inslaller.ACtlitional permanenl builCing slabilily brecing of the overall nructure
� is the responsibility otthe building tlesigner or owner of Ne Wsses.For general guidance regard'mg design responsibilities,fabricalion,quaNly coMrol,storage, w
tlelivery,erection,laleral resVaiM and diagonal bracing,conwll ANSI/iPl 1,DS&89 and BCSI(Buildirg Componenl Safety Infortnation)available Gom ��V�nNY LLC
SBCA at wwwsbcindu .com. .
Job : J11113083R Truss: tg01 Date : 12/29/11 Version: 7.250 �
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
3 8x9 MT20 1- 3 21.71 8.59 174 69
3- 5 26.02 6.40 208 51
3-11 8.75 5.13 70 41
5 8x9 MT20 3- 5 26.36 6_15 211 49
5- 6 21.49 8.38 172 67
5- 7 8.75 5_07 70 91
6 8x9 MT20 5- 6 32.25 25.40 258 203
8-12 37.22 26.22 298 210
2 8x9 MT20 1- 3 37.34 18.86 299 151
10-15 34.66 20_13 277 161
10 Sx12 MT18H 10-15 30.00 16.68 240 133
8-10 30.00 16_68 240 133
11 1Ox12 MT20 10-15 60.00 6.63 980 53
3-11 17.50 6.37 140 51
4-11 27.32 2.10 219 17
9 2x6 MT20 8-10 6.00 3.37 48 27
4- 9 6.00 2.20 48 18
7 1Ox12 MT20 8-12 60_00 6.36 480 51
5- 7 17.50 6.15 140 49
4- 7 27.32 2.50 219 20
9 3x10 MT20 3- 5 15.00 1_54 120 12
4-11 4.88 2.07 39 17
4- 9 5.25 2.81 42 22
4- 7 4.88 2.53 39 20
8 Sx12 MT18H 8-12 30.00 20_33 290 163
8-10 30.00 20.33 240 163
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Truss �s Type Oty Pty "ghl /4C
15709319
J71113083R TG02 Diagonal Hip Girder 2 7
Job Reference ional
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2071 MTek Indus[ries,Inc.Mon Dec OS 12:5026 2011 Page t
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-BBLbROTD WTthvrBkzwS40ccFcgBpHrAoKQpfiEyC046
� -2-7-13 5-7-2 11-2-0
2-7-13 5-7-2 57-2
Scale=1222
2.83 12 3x4 II
5
3�c6%
4
3x6 =
3
11
M
2
�l¢
12 � 13 6
2x4 I I
4x6 =
4x12 =
5-7-2 11-2-4
5-7-2 57-2
Plate Offsets(X,Y): f2:0-0-1.0-0-111
� LOADING�pyy� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 35.0 p�ates lrnrease 1.15 TC 0.92 Vert(LL) -0.10 67 >999 240 MT20 197/144
(RoofSnovr-35.0) Lumberinaease 1.15 BC 0.62 Vert(fL) -0.17 67 >778 180
� TCDL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 6 n/a Na
BCLL 0.0 �e IBC2006/TPf2002 (Matrix-M) Weight 47 Ib Ff=10%
BCDL 10.0
� LUMBER BRACING
. TOP CHORD 2 X 4 SPF No2•FxcepC TOP CHORD Sheathed or 49-10 oc pudins, except end verticals.
T1:2 X 4 SPF 2700F 1.8E BOT CHORD Rigid ceiling direGly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 6 SPF 2100F 1.8E WEBS 1 Row at midpt 3-6
WEBS 2 X 4 SPF No.2
. REACTIONS (16/size) 2=1110/0-7�(min.0.7-14),6=t097/Mechanical �
Max Horz 2=97(LC 6)
Max Uplift2=213(LC 5),6=-149(LC�
� Max Grav 2=1180(LC 2),6=1233(LC 2)
� FORCES pb)-Max.Comp.lMax Ten.-All forces 250(Ib)or less except when shovm. ,
TOP CHORD 2-11=2221/625,311=2114/233,SS=-278/52
BOT CHORD 2-12=4762104,7-1Y-2342104,7-13=2342104,6-73=234l2104
�. WEBS 37=27/542,35=2093253
NOTES
� 1)Wind:ASCE 7-05;90mph;7CDL=4.2psf;BCDL=S.Opsf;h=25fY,Cat.II;6cp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end
� vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 �
2)TCLL ASCE 7-05;PF-35.0 psf(flat rooF snow);Caffigory II;Exp B;Fully E�.;CY-t.t
�. 3)Unbalanced snow loads have been considered for Mis design.
4)This truss has been designed for greater of min roof five load of 20.0 psf or 2.00 times tlat roof load of 35.0 psf on overhangs non-concurtant with other live loads.
� 5)This truss has been desigrred for a 10.0 psf bottom chord live load nonconcurtent with any other live loads.
� 6)Refer to girder(s)for Wss to truss conrieUions.
. 7)Provide mechanical connection(by ofhers)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(s)except(t=1b)8=213,6=149.
. 8)This wss is designed in accordance with the 20061ntemational Building Code section 2306.1 and referenced standard ANSI/TPI t. -
9)'Semi-Agid pitchb2aks with fixed heels"Member end fibty model was used in the analysis and design of Nis Wss. �.
10)Hanger(s)or other connection device(s)shall be provided sutfident to support concentrated load(s)10 Ib up at 2-9-8,101b up at 2-9-8,128 Ib down and 231b up
� at 57-7,128 Ib tlovm and 231b up at 5-7-7,and 256 Ib down and 401b up at&5-6,and 256 Ib dovm and 401b up at&5-6 on bottom chord. The �
desigNSeledion of such connection device(s)is the responsibiliry of others. ����1 1���I .
� 11)In the LOAD CASE(S)section,batls applied to the face of the truss are noted as front(F)or back(B). ````c^O�����,'
V A-
� LOAD CASE(S) Standard ♦� �"'���� •.,,•�► �
1)Snav:Lumberinaease=1.15,Plate Increase=t.15 � � �
Unifomi Loads(plf) �� • •��.� �
vert t-5=-so,s-e=2o � pypN�OSEPH '
ConcentratedLoads(ib) �'U' �EXTER YLL�
Vert 7=257(F=-128,6=128)12=16(F=B,B=8)13=513(F=-256,8=-256) -� E-378a5 j jV�
�Q� yE �►. i=�
��
: ,,,r��
�, �• .
.,���NA,���
.`
December 5,2011
QWARNING-Venry desgn parameters and read nMes on tliis Tnus Design Drawing and inGudetl DrJ Re/erence Sbeet(rev.0371)before use.Design �
valitl for use wkh MiTek connxtor plates only.TTis design is basetl ony upon paremeters stwwn,and is tor an indivitlual Duilding componeM.Applicability ,
: of tlesign parameters and pioper incorporffiion of Ne componerrt is responsibiliry oi building designer or owner of flie Uusses arW instatler.Lateral resVaiM �
Oesignations shown on intlivitlual weD and chortl members are tor wmpression Duckling only,not/orbuiltling stability bracing.Atltlifional temporary restreint/ ,
aiagonal brecirg to insure stabilry dumig wnsVUClion is tlie responsiDilily of the installer.Atlddional permaneM builtling stabiliry bracing of the overall structure .
� is the responsibiliry Mthe buiWing Cesigner a av�er of the Vusses.For general guitlance regarding design responsibildies,fabrication,quality coMrol,storage, ^ -
tle6very,erection,lateral restraiM antl tliagonal brecing,consutt ANSIlTPI 1,DSB-89 arM BCSI(BuilOirg CanponeM Sefety Informalion)availaCle Gom ��u�nNY LLC
� SBCA at www.5Dan0u5t .com.
Job : J11113083R Truss: tg02 Date : 12/29/li Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
4 3x6 MT20 4- 5 9.00 6_87 72 55
1- 9 9.00 6.87 72 55
5 3x4 MT20 4- 5 6.00 3.96 98 32
5- 6 6.00 4.57 98 37
2 4x12 MT20 1- 4 22.39 9.22 179 74
6- 8 19.11 10.61 153 85
3 3x6 MT20 1- 4 9.00 4.60 72 37
3- 6 9.77 2.60 38 21
3- 7 4.23 1.50 34 12
7 2x9 MT20 6- 8 4.00 1.89 32 15
3- 7 4.00 1.23 32 10
6 9x6 MT20 6- 8 12.00 7.03 96 56
5- 6 6.00 3_14 48 25
3- 6 5.92 2.99 47 20
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Truss Type �ry Py �gM /4C
15109320
J77713083R TG03 DagonalHipGirOer 1 1
Job Reference o ional
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek Intlustries,Inc.Mon Dec OS 12:5027 2071 Page 1
ID:?6GoFEm2aP4knC5p29DKG0yi 1 tz-fNu_e�UrHn?YX?mwXdzJwp8QM3UT014xZ4ZDFhyC04A
-2-7-13 5-7-2 11-2�
� 2-7-13 � 5-7-2 57-2
Scale=1:22.2
2.83 �z 3x4 II
5
3x6%
4
3x6 %
3
0
11
2
ol
¢
12 � 13 6
2x4 I I
4xs =
4x12 =
3-1 5-7-2 11-2-4
-314 53-4 rr7-2
� Plate OHSets(X.Y): f2:0-0-7.0-0.111
LOADING�pyy� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP
TCLL 35.0 plates lncrease 1.15 TC 0.92 Vert(LL) -0.10 67 >999 240 MT20 797/144 '
. (Roof Snow=35.0) Lumber Increase 1.15 BC 0.63 Vert(TL) -0.17 67 >764 180 �
, TCDL 10.0 Rep SVess Incr NO WB 0.41 Horz(fL) 0.02 6 Na Na -
BCLL 0.0 �e IBC2006/iP12002 (MaVix-M) Weight:47 Ib FT=10%
BCDL 10.0
LUMBER BRACING �
- TOP CHORD 2 X 4 SPF No.2•ExcepY TOP CHORD Sheathed or 4-83 oc purlins, except end vertipls.
� T1:2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. �
BOT CHORD 2 X 6 SPF 2100F 1.8E WEBS 7 Row at midpt 3-6 '
WEBS 2 X 4 SPF No2
RENCTIONS (Ib/size) 2=1168/0-7-0(min.0.1-15),6=1134/Mechanical
Mau Hoa 2=97(LC 6) ,
Max Uplift2=237(LC 5),6=-168(LC�
. Max Grav 2=1238(LC 2),6=1270(LC 2)
FORCES (Ib)-Max.Comp./Max Ten.-Ail forces 250(Ib)or less except when shown.
. TOP CHORD 2-11=2339/603.311=2232/286,5&=-278/52
BOT CHORD 2-12=-458f2219.7-12=285/2219,7-13=285/2219.613=2852219
WEBS 3-7=54/603.3-G=-2211/306 -
NOTES
. 1)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf,h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gaWe end zone;cantilever left and right exposed;end
vertical left and nght e�osed;Lumber DOL=1.60 plate grip DOL=1.33
2)TCLL:ASCE 7-05;Ph-35.0 psf(fiat roof snow);Category II;Exp B;Fully Eup.;CY-1.1 '
3)Unbalanced snow loads have been considered for ihis design. �
4)This Vuss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. -
� 5)This Vuss has been designeU for a 10.0 psf bottom chord live load nonconcurrent wdh any other live loads. .
6)Reter to gird�(s)for truss to truss connedions.
7)Provide mechanical connection(by others)of ttuss to bearing plate capable of withstanding 100 Ib uplift at joinqs)except QY-Ib)8=237,6=168.
�. 8)This truss is designed in accordance with the 2006 Intemadonal Building Code section 2306.1 and referenced standard ANSIlfPI 7. ..
9)'Semi-rigid pitchb2aks with fixed heels"Member end ficity model was used in the analysis and design of Mis truss.
10)Hanger(s)or other connection device(s)shall be provided suffident to support wncentrated load(s)47 Ib down and 241b up at 2-9-8,10 Ib up at 2-&8,157Ib �
down arx1361b up at 57-7,128 Ib dovm and 231b up at 57-7,and 267Ib down and SO lb up at&5-6,and 2561b down and 40 Ib up at&S6 on bottom chortl.
11)nhttie OAD CASE(S�ction,�loads�appGed to the'facee of Me wss a2 noted as front(F)or back(B). `,���^O�� ���'
cV
LOAD CASE�S) Stantlard ���?•"'���� •••.'��♦
1)Snow:Lumber Increase=7.15,Plate Inaease=1.15 � � �
Unifortn Loads(pi� � � �AN �OSEPH t' ' �
VeR 1-5=-90,6-�-20 •
Concentratetl Loads(Ib) �v' pEXTER eu�
� Vert 7=286(F=t28.8=157)12=39(F=B.6=-47)13=524(F=-256.8=-267) =� E-378a5 �W�
�O VER A� r2�
:� ��
��� �t1d,
� � t���<<
� �
December 5,2011
. A WARNING-Verify design paremeters anA reatl ndes on Mis Truss Design Drawing and inGutletl DrJ Reference Sheet(rev.03-11]before use.Design
valid tor use wilh MTek conneqar plates only.This tlesign is basetl onty upon paremeters shown,and is fw an individuat buNding componerrt.Applicability , �.
of tlesign parameters and proper incorporalion of the componeM is responsibility of builAing tlesigner or owner of the trusses and installei.Late21 reslraiM
� tlesignations shown on indrvidual web antl chord members are fa compression buckling ony,not forbuilding slabiliry bracing.Atltlitional temporary resiraim/ -
diagonal bracing to insure stability tlunng constmclion is Ne responsiDBiry of t�e inslaller.Adddional permaneM buiWing stabildy bracing of the overall stmclure
is Ihe responsiblity of ihe buiWing designer or owner of the Wsses.For generei guidance regartling tlesign responsibiliGes,fabricalion,qualky control,storage,
� tlelivery,erectbn,I�eral resUaint and diagonal bracing,consutt ANSI/!PI t,DS&89 and BCSI(BuilCirg CanponeM Safety Intormation)available hom CONSULTIN�LLC
SBCAatwww.sbcin0u .com.
Job : J11113083R Truss: tg03 Date : 12/29/11 Version: 7.250 �
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
4 3x6 MT20 9- 5 9.00 6.89 72 55
1- 4 9.00 6.89 72 55
5 3x9 MT20 4- 5 6.00 3.98 98 32
5- 6 6.00 9.59 48 37
2 4x12 MT20 1- 4 22.39 9.18 179 73
6- 8 19.11 11.13 153 89
3 3x6 MT20 1- 9 9.00 9.86 72 39
3- 6 9.77 2.74 38 22
3- 7 9.23 1_66 34 13
7 2x9 MT20 6- 8 4.00 2_10 32 17
3- 7 9.00 1_37 32 11
6 4x6 MT20 6- 8 12.00 7.29 96 58
5- 6 6.00 3.17 98 25
3- 6 5.92 2.63 97 21
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
Job Truss � s Type pty Pry 'ght /4C .
15709321
�. J77113083R TG04 Diagonal Hip Girtler 1 7
Job Reference o tional
� PROBUILD 722,�e Pere,WI.,tom 7250 s Apr 27 2011 MiTek Induslries,Inc. Mon Dec OS 12:50:27 2017 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-fNu_ejUrHn?YX?mwXdzJwpSYM3PS01SxZ4ZDFhyC04A
5�-iz �a�-s
' S��z s-�-�2
� �c�le=7:18A .
3
2.83 12
3x6=
2
9
i
10 5 11 4
2x4 I I
Sx6= Sx6=
� 5-312 10.7-9
� 53-12 5-312
� Plate Offsets(X.VI: f1:0.2-12.0.2-81
� LOADING(p� SPACING 2-0-0 CSI DEFL in poc) I/defl Ud PLATES GPoP `
TCLL 35.0 plateslncrease 1J5 TC 0.41 Vert(LL) -0.09 45 >999 240 MT20 197/144 -
� (Roof Snovr35.0) Lumber lncrease 1.15 BC 0.95 Vert(TL) -0.16 45 >798 180
TCDL 10.0 Rep Stress Incr NO NB 0.39 Horz(TL) 0.03 4 Na Na
� BCLL 0.0 �e IBC2006(fP12002 (Matrix-M) WeighL 491b FT=10%
BCDL 70.0
� LUMBER BRACING
70P CHORD 2 X 6 SPF No.2 � 70P CHORD Sheathed or 46-10 oc pudins, except end verlicals.
. BOT CHORD 2 X 6 SPF No2 BOT CHORD Rigid ceiling di2ctly applied or 10.0-0 oc bracing. �
WEBS 2 X 4 SPF No2 WEBS 1 Row at midpt 2-4
REACTIONS (Ib/size) 1=939/03-8(min.0.1-9),4=1159MIechanical .
� Max Ho2 1=84(LC 6) �
� Max UpliR 1=157(LC 5),4=192(LC�
Max Grav 1=979(LC 2),4=1256(LC 2)
FORCES (Ib)-Max.Comp.IMax Ten.-All forces 250(Ib)or less except when shown. �
� TOP CHORD 1-9=-2314f357,2-�-2237/3G2,3-4=-284/53
BOT CHORD 1-1 0=-35721 91,57�57l2191,5-17=357/2191,411=357/2191
WEBS 2-5=-88l723.2-4=2204l383
NOTES
� t)Wind:ASCE 7-05;90mph;TCDL=42psf;BCDL=5.Opsf;h=25ft;Cat II;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end �
� verocal left and nght e�osed;Lumber DOL=1.60 plate grip DOL=1.33 -
� 2)TCLL ASCE 7-05;PF35.0 psf(flat roof snow);Category II;Exp B;Fully 6cp.;Ct=1.1
3)llnbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �
5)Reter to girder(s)for truss to Wss connections. �
. 6)Provide mechanical connection(by others)of Wss to beanng plate capable of withstanding 700 Ib uplift at joint(s)except�Y-Ib)6=157,4=192.
- �This Wss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standartl ANSI/TPI 1.
8)"Semi-rigid pitchbreaks wdh fixed heeis"Member end fipty motlel was used in the analysis and design of this truss. �
9)Hanger(s)or other connection device(s)shail be provided sufficient to support concentrated load(s)47 Ib down and 24 Ib up at 2-2-13,47 Ib down and 24 Ib up at .
� 2-2-13,157 Ib tlown and 36 Ib up at 5-0-12,157 Ib down and 36 Ib up at 50.12,and 267 Ib down and SO lb up at 7-10.1 t,anA 2671�down and SO lb up at
� 7-10.17 on bottom chorcl.The desgNSelecdon of such connection tlevice(s)is the responsibility of others. �.
� 10)In the LOAD CASE(S)section,loads applied to the face ot the truss are rroted as 6ont(�or back(B).
LOAD CASE(S) Standard `����^O�n /��'
� 1)Snav:Lumberincrease=1.15,Plate Inaease=1.15 , `C,V ��� �
Unitorm Loads(pl� ♦ r�•'•• �•.� ♦
. Vert 1-3=90,4-6=-20 � � � �. � � .
� ConcznVated Loads(Ib) �� �t ' _
. Vert 5=315(F=-157.8=15�1�-95(F=47,B=47)11=535(F=267.B=267) �ypN JOSEPH •S�r
�'O DEXTER aW�
�� E-37955 �W�
Q� RONA. x`
. +' �
. �
I� ,,..••L ``�
V�
' ,�,�NA�;,,
♦
December 5,2011
AWARNING-Verify tlesign parameters and read noles on this Truss Design Drawing antl inUutled DrJ Reference Sheet(rev.0&11)before use.Design
. valitl for use wilh MRek connecta plates only.This desyn is DaseU ony upon parameters sfwwn,anE is fa an intliNdual buAding wmponerrt.ApplicaGlity -,
of design peremHers anC proper incorporetion of the componerrt is responsiDility of builtling Cesigner or avner of the Vusses aM instalkr.Lateral resVaiM :
Eesignations shown on individual weD and c�ord members are for compression buckling ony,not forbuilding slability bracing.P,ddilional temporary restreinV
� diagonal bracirg to insure stabildy during wnstruction is the responsibBity of the installer.Addilional permanent building staDilily Drecing of the overall structure
is the responsibility ofihe bulding designer or owner of the Wsses.Fa qeneral guitlance regartling tlesiqn responsibilities,faDrication,qualily control,storage,
deFvery,ereclion,lateral restraint antl tliagonal bracing,conwtt ANSIlTPi t,0.SB-89 aM BCSI(Building Companerrt Safety infortnalion)ava0able hom ��u���LLC
� SBCAatwwwsbcindu .com.
Job : J11113083R Truss: tg09 Date : 12/29/11 Version: 7.250
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 Sx6 MT20 1- 3 15.35 11.93 123 95
9- 6 14.65 8.74 117 70 '
3 2x6 MT20 1- 3 6.00 3.62 48 29
3- 4 6.00 4.50 48 36
5 2x4 MT20 4- 6 4.00 2.52 32 20
2- 5 4.00 1.64 32 13
9 Sx6 MT20 4- 6 15.00 6.97 120 56 :
3- 9 7.50 2.74 60 22
2- 4 6.95 2.61 52 21
2 3x6 MT20 1- 3 9.00 4.83 72 39
2- 5 4.23 1.99 34 16
2- 9 4.77 2.73 38 22
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
�_.
� JoD Truss s Type ary Py � right /4C
- 15109322
J71113083R V01 ValleyTruss 7 1
Job Reterence o �ona
PROBUILD 722,De Pere,WI.,tom 7250 s Apr 27 2011 MTek Industries,Inc. Mon Dec 05 12:5028 2011 Page 1 �
ID:?6GoFEm2aP4knC5p29DKGOyi 1 tz-7ZSMr3VT247P99L65LUYT1 hmDTxclr_4oklmn7yC049
� 4-11-11 9-11-7
4-11-11 4-11-11
Scale=t:17J
4x6=
4.00 �p Z
6
5
a
3
1
4
3x6� 2x4 �� 3x6�
9-11-7
9-11-7
� LOADING�p� SPACING 2-0-0 C51 DEFL in poc) I/defl L/d PtATES GRIP
TCLL 35.0 Plates Increase 7.t5 TC 0.21 Vert(LL) Na - Na 999 MT20 197/144
(RoofSnoxr35.0) Lumberinaease 1.15 BC 0.19 VeA(TL) Na - Na 999 �
. TCDL 10.0 Rep SVess Incr YES WB 0.05 Horz(fL) 0.00 3 Na Na
BCLL 0.0 �e18C2006lfP12002
. (Matrix) Weight:22�b FT=10%
LUMBER BRACING
� TOP CFIORD 2 X 4 SPF No2 TOP CHORD Sheathed a 6-0-0 oc podins.
BOT CFIORD 2 X 4 SPF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �
OT}iERS 2 X 4 SPF No.2
REACTIONS (Ib/size) 1=190/9-11-7(min.61-8),3=190/9-11-7(min.0.1�),4=516/9-11-7(min.0.1-8)
� Max Hoa 1=13(LC 5)
Max Uplift 1=25(LC�,3=27(LC 6),4=-31(LC 7)
Max Grav 1=201(LC 2),3=201(LC 3),4=516(LC 1)
FORCES pb)-Max Comp./Max Ten.-All forces 250 pb)or less except when showa �
WEBS 2-0=361l63
NOTES
�� 1)Wind:ASCE 7-05;90mph;TCDL=42psf,BCDL=S.Opsf;h=25ft;Cat II;Exp B;endased;MWFRS(low-rise)gaWe end zone;cantilever left and right exposed;end -
� vertipl left and rigM e�osed;Lumber DOL=1.60 plate grip DOL=1.33 �
� 2)TCLL ASCE 7-05;PF35.0 psf(flat roof snow);Category II;6cp B;Fully E�.;C1=1.1
� 3)Unbalanced snow loads have been considered for this design. �
- 4)Gable requires continuous bottom rhord bearing. ;
5)This truss has been designeC for a 10.0 psf bottom chord live loatl nonconcurrent with any other live loads.
. 6)Provide me�anical connection(by others)of truss to bearing plate capable af wtthstanding 100 Ib uplift at joint(s)1,3,4. �.
7)This truss is designed in accordance witli the 20061ntemational Building Code seUion 2306.1 antl referencetl standard ANSI(fPl 1.
� 8)SemFrgid pitchbreaks wBh fixed heels"Member end fibty model was used in the analysis and design ot this Vuss. ,
LOAD CASE(5) Standard -
`��11{1//��
�� �j�NS ��i
�� �5.... • .���i
� �' • ~•,� �
� � �
� RYAN JOSEPH��,
�11� DEXTER eW�
�� E-378�5 fj��
�O Y ONA� ix�
,,� a�.
, � .
- .. � :
. ,
A `�
'���ri���+`
December 5,2011
AWARNING-Verify tlesign paramelers and read nMes on this Truss Design Drawing and indudeA DrJ Reference S�eet(rev.0311�before use.Design
valitl for use with Mi fek conneda plales only.This design is Dasetl ony upon paremeters shown,and is for an indiviAUal building wmponert.Applicability ,
� of tlesign paramehrs and proper incorporation of ihe component s responsibitity of building tlesgner or owner of ihe Vusses antl nstaller. Laterai resVaint
Aesignations shown on intlivitlual web and chord members are/or compression buckling only,not forbuilding staEility Dracing.AtldNOnal temporary restrainU
diagonal Dracing ta insure stabNiy tluring wnsVuclion is the responsibilly of the instalier.AtlCitional pertnaneM Wikling stabilily b2cing otNe overell slrudure
is the responsibility otthe builAhg tlesigner a owner of the Wsses.For general guidance regartling design responsibilRies,tabricalion,quality eo�qrol,storage, w
. delivery,ereclion,laleral resUaint and diaqonal bracing,consult ANSVTPI 1.DSB-89 and BCSI(BuiWing Component Safery Information)available from ���nN�iCLC
SBCAa[www.sbcin0ust .com.
Job : J11113083R Truss: v01 D�: 12/29/11 Version: 7.250 ��
Subject: Plate Summary
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 3x6 MT20 1- 2 9.00 5.12 72 41
1- 3 9.00 3.92 72 31
2 4x6 MT20 1- 2 7.50 4.32 60 35
2- 3 7.50 3.72 60 30
2- 4 5.98 0.52 48 4 :
3 3x6 MT20 2- 3 9.00 4.05 72 32
1- 3 9.00 3.41 72 27
4 2x4 MT20 1- 3 4.00 0_63 32 5
2- 4 4_00 0.41 32 3
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
�'
Job Truss s Type Qty Py "gM /4C
- 15709323
� J17113083R V02 Valley Truss 1 7
Job Reference o iona
- PROBUIL�722,De Pere,WI.,tom 7250 s Apr 21 2011 MiTek InAusiries,Inc.Mon Dec OS 12:5028 2071 Page 1
I�:?6GoFEm2aP4knC5p29DKG0yi1 tz-7ZSMr3VT247P99L65LUYT1 hojTwTlri4oklmn7yC049
2-11-11 5-11-7
2-11-t 1 2-11-11
. Scale=1:10.9
3x6=
4.00 12 Z
� 3
7
2x4� 2x4 �
511-7
� �11-7 �
� Plate OHsets(X.Y): f2:0.3-0.Edael
LOADING�pyfl SPACING 2-0-0 CSI DEFL in (loc) I/defl LPo PLATES GRIP
TCLL 35.0 piates Increase 7.15 TC 0.12 Vert(LL) Na - Na 999 MT20 197l144
(Roof Snar-35.0) Lumber Increase 1.15 BC 0.20 Vert(TL) Na - Na 999
- TCDL 1o.� RepStresslncr YES WB 0.00 Ho2(TL) 0.00 3 Na Na
. BCLL 0.0 �eIBC2006/TP12002
� BCDL 10A (Matrix) Weight 121b FT=10%
� LUMBER BRACING �
TOP CFIORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-7 oc purlins.
BOT CFIORD 2 X 4 SPF No2 80T CHORD Rigid ceiling direcUy applied or 70.0-0 oc bracing. -
. REACTIONS Qb/size) 1=228/5-11-7(min.0.1-8).3=228/511-7(min.41-8)
Max Ho2 1=7(LC 3)
� Max Upiift 1=20(LC 5),3=20(LC 6)
� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
� TOP CHORD 1-2�19/62,2�=319/G2
BOT CHORD 13=50280
N07ES
1)Wind:ASCE 7-05;90mph;TCDL=4.2psF,BCDL=S.Opsf;h=25ft;Cat.Ii;F�cp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposetl;end
� vertical left and right exposed;Lumber DOL=1.60 plate gnp DOL=1.33
' 2)TCLL:ASCE 7-05;Pf=35.0 psf(flat roof snow);Category II;Exp 8;Fully E�.;Cr1.1
. 3)Gable requires continuous bottom chord bearing.
4)This truss has been designed fw a 10.0 psf Dottom chord live load nonconcurrent with any other live loatla .
- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3.
6)This truss is tlesigned in accordance with ihe 2006 Intemational Building Code section 2306.1 and referenced standard ANSIlfPI 1. �
�. 7)'5emfrigid piuhbreaks with fuced heels"Member end fibty model was used in ihe analysis and design of this wss.
LOAD CASE(S) Standard
,```{1{Illi��
�� `SCONS�� ,�
,
:yi • •••.�'� :
. • 'k :
�.�}� ,
� r RYAN JOSEPN ` �
—V� OEXTER aW�
"� E-378a5 �W�
�O VERON , i��
i� riA��
� v�
�� � ``�
� ��
�� �111�
December 5,2011
A WARNING-Veriy design parameters and read notes on this Truss Design Drawing and inUuOetl DrJ Reference Sheet(rev.03-11)befae use.Design
�. valid for use wilh MTek connecta plates onty.This tlesgn is basetl ony upon parameters shown,antl is fa an individual builtling componerrt.Applicability ,
� of tlesign parameters anC proper incorporation of the compone�ri is responsibiNty of building Cesigner or owner of Ne Vusus and inslaller.Lateral restreirrt
tlesignations shown on intliviCual web an0 chord members are for compression buckling ony,not forbuiltling stability bracing.AdCitional temporary restreinV
tliagonal bracing to insure stability tluring const/uction is Ne responsibility of t�e installer.Addilianal permanent Cuiltling stabilky Erecing of ihe overall strudure
is the responsibilily of the building designer or owner of the Wsses.For general guitlance regardinq tlesign responsibilities,fabrication,qua6ly coritrol,storege,
deiivery,erection,lateral restraint and tliagonal bracing,conwtt ANSI/TPI t,DSB-89 arW BCSI(Buildirg Component Satery Information)availaDle from ��u�nN6LLC
SBCAatwwwsbtlnAust .com.
Job : J111i3083R Truss: v02 D * : 12/29/11 Version: 7.250 �
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 2x4 MT20 1- 2 9.00 1.05 32 6
1- 3 9.00 1.18 32 9
2 3x6 MT20 1- 2 B.86 0.33 71 3
2- 3 6.86 0.33 71 3
3 2x4 MT20 2- 3 4.00 1.11 32 9
1- 3 4.00 1.23 32 10
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
� Job Tmss �- sT e �
YP Qty Ply �qht !4C
J11113083R VO4 Valley Truss 7 �
15109324
� Job Reference o tlona
� PROBUIID 722,De Pere,WI.,tom 7250 s Apr 27 2011 MiTek Industries,Inc. Mon Dec OS 12:5029 2071 Page 1
ID:?6GoFEm2aP4knC5p29DKG0yit tz-cmOk3PV5pOFGmJwJe2?nOEExbtG1NUIBE102KKZyC048
`''Z-3 10-4-7
5-2-3 rr23
Scale=1:16.2 ,
4x6=
2
4.00 12
5 6
� 3
4
3�% 2x4 II �.
3x6�
10�-7
10-47
� LOADING�py� SPACING 2-0-0 C51 DEFL in ��
� TCLL 35A (bc) Ildefl Ud PLATES GRIP
(Roof Snow=35.0) P�ates Increase 1.15 TC 024 Vert(LL) Na - Na 999 MT20 197/144 .
TCDL �p.0 Lumberincrease 1.15 BC 0.21 Vert(Tl) Na - Na 999
� BCLL 0.0 Rep Stress Incr YES WB 0.05 Ho2(TL) 0.00 3 Na Na
L 10.0 �e IBC2006/TPI2002 (Matrix) Weight 231b FT=10% ��
� LUMBER BRACING ..
. TOP CHORD 2 X 4 SPF No2 TOP CHORD Sheathed or 6-0.0 oc pudins. -
. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling diractly applied or 10.0-0 oc bracing. �
OTHERS 2 X 4 SPF No.2 �
REACTIONS (Ib/size) 7=200/10-4-�(min.41-8),3=200/10-4-7(min.0.1-8),4=543/1447(min.0.1-8) �
Mau Horz 1=14(LC 5) �
Max Uplift 1=26(LC�.3=28(LC 6),4=-32(LC 7)
Max Grav 1=212(LC 2),3=212(LC 3),4=543(LC 1) -
FORCES (Ib)-Max.Comp./Max.7en.-All forces 250 Qb)or less except when shovm. '
WEBS 2-0=379V66 -
NOTES
� 1)WirW:ASCE 7-05;90mph;TCDL=42psf;BCDL=S.Opsf;h=25ft;Cat II:Exp B;endosed;MWFRS(low-rise)gable end zone;cantllever left and right exposed;end
vertical left antl right exposed;Lumber DOL=7.60 plate grip DOL=1.33 ��.
� 2)TCLL:ASCE 7-05;Ph-35.0 psf(flat roof snow);Category II;Exp B;Fully E�.;CY-1.t
3)Unbalancetl snow loads have been considered for this design. -
� 4)Gable requires continuous bottom chord bearing. �
5)This wss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �
6)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 1001b uplift at joint(s)1,3,4 �
. 7)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI L �
8)'Semi-rigid pitchb2aks wdh fixetl heeis"Member end fibty model was used in the analysis and design of this Wss. :
LOAD CASE�S) Standard
`,�11111���
���SCO NS�'•
.ti'.
:\� r.,... ..'�, I
.�, • ��� �
� RYAN JOSEPH 'i�..
�TJ OEXTER rW�
�� E-37945 l(��
Q� y ONA, �Z�
� .
� wi �p .
: ..•�� :
. �
'��,��+�+`
December 5,2011
. A WARNING-Verify Cesgn parameters and read ndes on this Truss Design Drawing antl inUUOed DrJ Reference Sheet(rev.0&11)before use.Design ,
valid for use wdh MTek connector plates only.This design is based ony upon parameters shown,and is for an intlivitlual building component.Applieability ' ��
� ot design parameters and proper incorporation of the component is responsibility of builCing tlesigner or owner of Ne trusses antl installer. Lateral resVairrt
� designations shaxn an in0ividual weE and chortl membere are for compression buclJing ony,not forDUiltling stabiiity bracing.AtlCitional temporary restrainV
tliagonai Dracirg to insure stability tluring consVuction is the responsibildy ofthe ins[aller.AdGitional pertnanent building stabiliy bracing of Ne overall struclure �
. is the responsibility of the bulding designer or owner ot the trusses.For general guidance regarding tlesign responsibildies,fabrication,qualily wmrol,slorage, .
de6very,erection,lateral reslrairtl and diagonal brecing,conwtt fWSi/TP11,DSB-89 antl BCSI(Buikling CanponeM Safety Infottnation)availaDle Rom Cp�//�flNGLLC
SBCAatwww.sbcintlu .com. �
Job : J11113083R Truss: v09 D *e : 12/29/11 Version: 7.250 �
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 3x6 MT20 1- 2 9.00 5.65 72 95
1- 3 9.00 4.39 72 35
2 4x6 MT20 1- 2 7.50 9.76 60 38
2- 3 7.50 4.09 60 33
2- 4 5.98 0.55 48 4
3 3x6 MT20 2- 3 9.00 4.46 72 36
1- 3 9.00 3.76 72 30
4 2x4 MT20 1- 3 9.00 0.66 32 5
2- 4 9.00 0.93 32 3
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
Job Tmss -sType QH Py 'gM /4C
15109325
J71713083R VOS Valley Truss 7 � -
� Job Relerence o tional �
� PROBUILD 722,De Pere,WI.,tom 7250 s Apr 21 2011 MTek Industries,Inc.Mon Dec OS 12:5029 2011 Page 1
ID:?6GoFEm2aP4knC5p29DKGOyi1 tz-cmOk3PV5pOFGmJwJe2?n0EEy4tG3U IyE 102KKZyC048
3-z-3 6-4-7
3'23 32-3
� Scale=1:11.6 :
3x6=
4.00 72 p
r
i
0 3
i
2x4 % �4�
6-4-7
6-4-7
� Plate Offsets(X,`n� f2'0.3-0 Edael •
: LOADING�pyy� SPACING 2-0-0 CSI DEPL in poc) Vdefl Ud PLATES GRIP �
. TCLL 35.0 plates Increase 1.15 TC 0.14 Vert(LL) Na - Na 999 MT20 197/144 �
(ROOf Snow=35.0) Lumber Inaease 1.15 BC 0.24 Vert(TL) Na - Na 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na �Na �
BCLL 0.0 �e�BC2006/fP12Q02
� BCDL 10.0 (Matrix) Weight 131b FT=70% -
� LUMBER BRACING
TOP CHORD 2 X 4 SPF Na2 TOP CHORD Sheathed or 6-0-0 oc puAins '
BOT CHORD 2 X 4 SPF No2 BOT CHORD Rigitl ceiling directly applied or 10.0-0 oc bracing. �
REACTIONS (Ib/size) 1=251/6-4-7(min.0.1-8),3=251/6-4-7 (min.0.1-8) �
�� Max Hort 1=7(LC 3) �
� Mau UpliR 1=23(LC 5),3=23(LC 6) �
� FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. �
� TOP CHORD 1-2=351/69,23=351ti9 ..
BOTCHORD 1-3=55l309 -
NOTES
- 1)Wind:ASCE 7-05;90mph;7CDL=4.2psf;BCDL=5.Opsf;h=25ft;Cat II;Exp B;endased;MWFRS Qav-nse)gade end zone;cantilever left and nght exposed;end �
: oertipl lefl and right exposed;Lumber DOL=7.60 plate grip DOL=1.33 _
� 2)TCLL ASCE 7-05;Pf=35.0 psf(flffi roof snow);Category II;Exp B;Fully E�.;Crt.t
3)Gable requires contlnuous bottom chord bearing. .
4)This Wss has been designed for a 10.0 psf bottom chord live load nonconartent with any other live loads. �
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3.
6)This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and refe2nced standard ANSI/TPI 1.
� 7)'Semi-rigid pitchbreaks with fixed heels"Member end fibry model was used in the anatysis and design ot this Wss. -
LOAD CASE�S) Standard �
`,�1111/����
�•��c�C O Ng�'•,�
�� .�,..... ..�ti��
:�r ;
' (�YAN JOSEPH t'i�••
�� DEXTER rW�
^� E-379a5 sjV`
�O VER NA, 12�
' '�` � :d�:
.
'. .��`� �
, �.
. .�
' ��,����
December 5,2011
AWARNING-Verify design paramefers antl reaG notes on this Truss Design Drawing anE inGutletl OrJ Reterence Sheet(rev.0311)before use.Design �
valiO for use wNh MTek connector plates ordy.TTis Aesgn is basetl only upon paremeters shown,and is for an inAividual building wmponent.Applica6ility , �
of design parameters and proper incorporalion oft�e componeM is responsibility of buildirg tlesigner or owner ot the trusses and installer. Lateral resVaiM �
� tlesignations shown an intlivitlual weC and chortl members are for compression buclUing only,not forbuiitling slaCility Wacing.Atldilional temporary reslreiM!
�� Eiagonal bracing to insure sWbARy during wnstruction is Ne responsibiliy of the instailer.Atldilional permanent buiWing stabiliry b2cing of Ne overall structure �
is the responsibility of tl�e builaing tlesigner a owner of Me wsses.For general guidanee regarEing design responsiDilities,fabricatim,quality coMrol,storage,
. Oelivery,eredion,laleral resVaiM and d�agonal bracing,conwtt ANSI/TPI 1,DSB-89 and BCSI(Builtlirg Canponmt Safery Infortnation)available from CONSULTiNGL�C �
SBCAatwww.sbcinCust .com. �
Job : J11113083R Truss: v05 DaY.e : 12/29/11 Version: 7.250 ��
Subject: Plate Summary �
Area Area Teeth Teeth
Joint Plate Size Plate Gage Member Provided Required Provided Required
1 2x4 MT20 1- 2 4.00 1.15 32 9
1- 3 4.00 1.30 32 10
2 3x6 MT20 1- 2 8.86 0.36 71 3
2- 3 8.86 0.36 71 3
3 2x4 MT20 2- 3 4.00 1.22 32 10
1- 3 4.00 1.35 32 11
Plates must be installed on both faces of joints, symmetrically. (Except as shown *)
�
�
�° z ' °�,° r � * � y
v' Q_ D � m � r
. N� -�i � � � ��( � O Q � �
. �°� Z � /` m �� . rn �
-- Y �1 r N � O r
O V� W � N � n I I � 0
T �
n y��o-oZ 3 � O o \W C1
D � � A ' D O
o �� �•mQQ n (� -a
� °=.�°:cQ�DOa oa 0 O
� 5 � � n� !" Z � rt � Z y
Q��p4O � C4'�6 � � 0 ��' � N� QN � H �Qtn Q Q � � P C���O � D
�Q°o � a� �. moo ° cu��° n m°3� y < � ;'� � � X °��m `D � v
°o �•�° aQ� � N�`� �.�� a � � �� Q ' °— � Q-a- ° °"' ,�-aoQa O
� c o � ,-o Q �
�p ��° �� m�pO Q �m� � � � ° 3 a a �� � °=m � %N �D•° ^'
m • � 5
� ��„w°o � mp� ° o_a..� Z Qoc ? m Q�Q � -"� �-.QaCD -Zi
� �� oQa= �� ; o =oQ � QaQ�. ' c�o� ° Q mom �o y
� QO��.cQ Q � � �� �.� m�� ° � . � o 00 �o�,°—o. �
.�� � q�� � � 0 3 � N � o � �� m �m O
QQ�• �o �� o � a�� oj-aJ � � � p � 33p-� Z
�Q� o0 0 % < � Q �� � op� � o °m c�uQ 3Q-X �
�
�Q �� c�io;� m a° o3 '� �.Q'Q o � rn o �
� _. C CD C 7 6 Q �� Q N C -` 3 ?X .
Q 7 N
O n . -� �� QOQ p NN �
� �� n.3 O �+
? 7 (p �
�
O U m�N n A c= _�O TOP CHORD
� ' � o A m O c i-s — Z
.Z7 n � �� r Z �
O�A mC�
� O O��W N C m v T Z N '
N OOVUt� A � HH ~GD �
� A' 'A, � „y �D �7o f1
W m W tmi �6 (� m Z m m ��� o�
� J N A�O.T�1 � Q �� �m � � A �
� � �u,P� �.�, p af �Z O w �
� °�o�c,�w m !^W N� w �
� �J�U N �
�_ 7 m' O�T � m �� V Q WZ-� Q N �
.-Cl O�.Z7 70 Z Z � < � � •
� D m �
�� o V� y z �� n ° � ' �Q
r (Q V W N T �A O y �p
� r r A � m �m :O Q 7
^ (� w o v x° p � � f� ,w
" N A � �.m N � � � �3 _i' ..
D D �0 m O� 0 `
� Z 2 0 0 3 N
�0 0 � O ;v o� �
Ll�� N Z y� P W �j � .
o m o � -' _� o �
.. 3 7 7 � -.�^a 7C �-x+
C fD C � 'y�L tyv, f.�� (p �.
. <� + � 0 m ° 3 �
�t/i CO Q' �
. ��' U C4-5 A .
�v� TOP CHORD
�� n
m
N � N N N j N + ���� -+-. �..+ � [O O� J �(T A tJ N � � T D
� �1 W > W N O tO O��l T(n a tJ N� O /� /�
� �r�`nTn y d��s0� G) Nd — Ho.nd j pa :L7=.C�OC70 �fnr�0 C)...Cjy�qy—; 'OC)0�4Z8 C--1�� 1.L u _
� �mm w'd Q�m -'u;� Sm8 m�' vi�'m yw��y�<.y m�� ���° �3,m�A3dH �c�cC-����-'y^ m�.�v`�i ��" � C
. � �cm�mm '^��yB��?��oai tyy ay <yY'n°�� ��m��a�.3a��mrn'�iox ovmu'+m3 �m`'� �°m 3�'d Q �
0 0�; �m o o m��c'`�s m m> > m _ � m �
Dg��Sum°ic73o c��y Fo c� o�m m�m �_c gQ mo N mna y om - y 'o ��o+m w��� 5iy'��`°�- /�
�m�fD`6`a�3m� �mm ,mn°' »°-g3�mH°m�c'.�N�aF.°�°-' o$�'y ��b'i �bmuH_, �. �� �000 °. �3 c � � r-'
��o Sy m$° NS�S�am �m��n 7�n ��. o �^v m�� �' c�•-• =�3 ��� o �m�d�°-� n "» � � T V�
v y
J�'�"�£ y'y��ng�2� $y� gtn-nh��in`u_4 mn' �m°^°.m�iw � c3� ���23 ��� 30; y 3Q � '� � � .
� rcm�3'vQ2�c-m°���-�'i'v�S°..L� � smnn�'���?� °' �ofDi gon��g� �'<F'oa�2 �� �� �o� � �
. � 3�m3 'S-'� om �mf° �c3�0��--' °�a°�B' uia�o�'mTai°�.�y3 � °-�� � °'n � F. p•� � S �fn- o (� ` /��
� rn�� �mao�y, a3�omb oyv°o'-'. f�i, m - �'� �� ?o � �08 �� m�2y��. �' m� N �/� �V
. <^'�E^d mc7y��33�;� gm��'� o�a ���y'o y ".v `�' sm � �8 "��y m� = dQ y � \ I �
aF�����y.���8s��ma »� �„�� �� ��g �� ? ��d Q�9,;,;�a Q �d � Q � �
m'"v9 - m�a4.n3� �a �•�x �o�c�'i cm��f°t'_n °:7�n a � � � T `c .mi� � ? �� m — � �
. �� oo �.�i, �a�H �o' 3 lnm -� � �� ?^ Y --a a2d v � o� 3
�y °y ° N5'i mom ��O= �� �2 sa ��S�� v °^� o o;g c � m-' � Q ,w
��' <o^n-'o m� �m.� �'c c� ,2 3�� � F m�o a �°' '?_ �° ^m 8 � 'm � VI
3� mOa9o ���0�� o�$�_. A�_rT.z o m��o m� mHO�' � -��'3 `.1 m� m m �� fO �•Q /1 ..
�_�'.u�i m c-O-� �^ 8�°'�w a �`� a am�."s d � � Q� � A ��t °.
x� �.n��� m'y 38�re'aa �2. ' .�z " Siyo c� 3�' m ° y <o � `G L� -
�� �'m �m g�° ?�fHi. mf°nv. 3�d � n m�y � � .o " oy m � r1Di+ o� 3 3 �c F �f � N �m* _
� -a �m gm���.yc>; � �Dmy m �- v a. � z'- mb'i $ H m � `� � -m o (� �Y
� m3�3 m� m�;fD � �fc n o " 5. o w� m o
. $`8.m�mB'u'--^nf,=,.vQm 3m�', � a�`D A � a = y� �� Q f.m < Z � � m� c � � :
� w�g='m�y�m vNi �° m �cm .� � o m d H � ° �� m o �� a z a- � 3,m n� Q ..
mm�� �-m'cm mn° �m o u�,� � w m��Z m � � °� � 3 c <° 3 0' w � �Q � � �
m m ¢'� fs' o g�p � � � �-D:o _ m � ,�D�„ FO -p S� /�
f.g�OT� �yp�(bp�fD jN � � ytlj . S t0 �� � N � � �p ¢ Q_ N �V Z
q�m a^�m���'u�cH 6'i o�' a °.uaim m c y �'b _m° 0 3 n� ad d � � yS °1 � ..
� �30 ���� �SnimNi, �m � 3Vo � m°"° d `° g `° �'." �-°- ? � f `b' B .a efi '� O
. � -��v;-,m m - m � ���" � ° � '`� m c S'i v 3 5' °i = m �a r�ti ��
� /�
...T���-i�' y� F�c'� �m ° � � $ma m' a, � `�`� a � °-, f d a° 0 �� B �V -
� y c-�u�i-O $v a L'' n m �<° �. o �_� � 2 Q � 3' � d g� � y
. w �m� o� m � � � � j y s� � � - _ '� �m a .
�� �
m a°� �° � m � d� - �° � � ,
m
� .' Page 1 of 2
Noe, Brian
From: Noe, Brian
Sent: Wednesday, February 01, 2012 2:27 PM
To: 'scott@rjalbright.com'
Cc: Bending, Brian; Benner, Kevin
Subject: FW: 3870 Jackson Above clg Inspection.
Good afternoon Scott,
; I did make a reinspection this morning and the following is a list of issues to be resoived prior to an occupancy permit being able to
' be issued.
1. We still need copies of the fire stop systems that are going to be used for penetrations of the rated walls.
-There are a number of penetrations with multiple dis-similar penetrating items in the same opening -please make sure the
systems you use area approved for this.
-Openings on raceways also require fire stopping systems approved for this purpose. Typically this is a removable putty to
allow for cable installation/replacement.
While we attempted to explain this to Jamie from Solar Electric while on site, he was of the opinion that the open raceways did not
require fire stopping —There is no exception in the code that would allow these to not be fire stopped.
2. The emergency lighting that has been installed is not adequate to provide the required emergency illumination level for the egress
path. Please provide a copy of the State Lighting component plan that is noted as one of the conditions on the building plan
approval.
3. We also need a copy of the State approved fire alarm system plan approval along with calculations for that system.
We asked Jamie from Solar Electric about these plans and he said there were none.
Per Sheet T2.2 Division 26 A. 2. "Separate plans and calculations shall be submitted to State and Local Agencies by contractor for
approval as the electrical work is not part of this plan.
Without plans and calculation it is not possible to provide a complete review for compliance.
That said the following items will need to be addressed:
a. There is no fire alarm pull station installed at the exit to the West in the link between the addition and existing building.
b. The system is required to be monitored.
c. Documentation for smoke detector coverage will need to show coverage requirements are being met with a single detector in
: each of the large rooms.
d. An NFPA 72 record of completion is required to be submitted.
e. The system will need to be tested when the above items are resolved.
: 4. You provided me with a copy of the truss plans last week, however I also need a copy of the State approval letter for the truss
component submittal.
' 5. Additional electrical issues that were reviewed with electrician on site will also need to be corrected.
6. I will need a compliance statement from the building designer prior to making a final inspection.
While I recognize you have not yet requested a final inspection it is my understanding in talking with people on site that there is a
' desire to occupy the addition this coming Monday, so I have provided the above list to help you in preparing for a final inspection.
2/3/2012
:�
� ! Page 2 of 2 '
, Piease let me know in advance when you think you will need a final inspection so I can get this on the schedule. If there are items
that can not be completed and they are not life safety items you can apply for a temporary occupancy permit.
Any questions feel free to contact me.
Bricrn Noe
City of Oshkosh
' Building Systems Consultant
, 215 Church Ave.P.O.Box 1130 ;
Oshkosh,WI 54903-1130
Phone(920)236-5051
Fax(920)236-5084
From: Nce, Brian
Sent: Monday, January 30, 2012 9:33 AM
To: 'Scott Schimmers'
' Subject: 3870 Jackson Above clg Inspection.
Good morning Scott,
Prior to installation of ceiling tiles being allowed the following items require correction.
1. Seal joints in HVAC ducts, including supply return and exhaust.
2. Install fire stop system for all penetrations in rated wall assembly— provide cut sheets for fire stopping systems that are used.
Looking ahead to the final, the fire doors 112 A, 113 A and 117 that have been installed do not have listing labels. If these are going
to be field labeled provide documentation that allows for field labeling of these doors.
When items 1 and 2 are completed please arrange for a re-inspection prior to installation of ceiling tile.
Any questions feel free to contact me.
Brion Noe
City of Oshkosh
Building Systems Consultant
215 Church Ave.P.O.Box 1130
, Oshkosh,WI 54903-1130
Phone(920)236-5051
Fax(920)236-5084
2/3/2012
I
� I (
� ' � J �LS��J s�--
�- ;�.,.,.. S`1�,-�0� EJ - ---�-�' `�---�°---W�s� —
--
�- ✓s�---�-��.�
--- �� �` r
TL � !
P`�� 'U�1 �, � � �l'�Q. -- __��--'�_--C D�1Q��S�
�� ��� �s.�J�`, -^ bcct 5r ���_-R1'1
--------- 7 � �7�
Z _�� _ 1��°�S -�-o ��3� _ �J�� � �*-t�. ��Rr
-�--�--�ur!��S -Y� ���� cYv•�r `�9L�-5
__�'- �v�-�.is_ -n� -c o____��__.L`�xt srN� __ e�Rc�, -r
�-" � 1,..1��-�T'
----- ----- �_c,�__. �_—
-- __ �� ------ -------_. -----------------_ _ _-----
--- - l`��s�jN� �>c r�c-_ L,)��-fiS G��!�t�--- `I�oz-- r-"ic,w►v✓n-7u� -
�
---- � -�`��%�,�—_�..�.�----��--- -------_�
------ :?��.�� —� ����------------
—
,.
��g/2o>2,
__._ - - ------
-._�_-- _-- � �_�_�2.,--�-�-��-��
�
-_ --�--�'� ��s°''------ I✓�
�
-----_----------___
_ _------
--- -------________ _ _ f^�
d
___ �'2. Z D, � z�
- -- �- z
� Noe, Brian
From: jasonb@solarelectinc.com
Sent: Friday, February 03, 2012 9:37 AM
To: Noe, Brian
Cc: scott@albright.com
Subject: 3870 Jackson St.
Attachments: 212018 E1.1 EG-child care.pdf
�
212018
�Gchild care.pc
Brian-
Here is the point by point calculations for the child care. If you need anything else
please let me know.
Jason
�
�
.
3
/
�
NOIICE-This communication may contain confidential and privileged information that is for the sole use of the intended recipient.Any viewing,copying
or distribution of,or reliance on this message by unintended recipients is strictly prohi
�
, , Page 1 of 1 �
Noe, Brian
From: Scott Schimmers[scott@rjalbright.com]
Sent: Monday, January 30, 2012 4:58 PM
To: Noe, Brian
Subject: RE: 3870 Jackson Above cig Inspection.
' Brian,
. I had Central Heating seal the ducts today, I'll email cut sheets on the cauiking Tuesday. I did call in for a re-inspection for Tuesday pm.
I wili have Block Iron replace the doors with labeled doors as required. Anything else let me know.
Thank You,
Scott A. Schimmers
Scott A. Schimmers
Project Manager/Estimator
R.J. Albright Inc.
5711 Green Valley Rd.
Oshkosh,WI 54904
Phone (920)231-8635
Fax(920)231-3759
Cell (920) 376-0248
scott�a rjalbriqht.c.o.._m
www�.r'albriqht.com
_...._. __ _ ___ _ _ __ :
, From: Noe, Brian [mailto:bnoe@ci.oshkosh.wi.us]
Sent: Monday,]anuary 30, 2012 9:33 AM
To: Scott Schimmers
Subject: 3870 Jackson Above clg Inspection.
Good moming Scott,
Prior to installation of ceiling tiles being allowed the following items require correction.
l. Seal joints in HVAC ducts, including supply return and exhaust.
2. Install fire stop system for all penetrations in rated wall assembly—provide cut sheets for fire stopping systems that are used.
Looking ahead to the final,the fire doors 112 A, 113 A and 117 that have been installed do not have listing labels. If these are going to be
field labeled provide documentation that allows for field labeling of these doors.
When items 1 and 2 are completed please arrange for a re-inspection prior to installation of ceiling tile.
Any questions feel free to contact me.
Brian Noe
City of Oshkosh
Building Systems Consultant
215 Church Ave.P.O.Box 1130
Oshkosh,WI54903-1130
Phone(920)236-5051 �
Fax(920)236-5084
1/31/2012
o�rsv2oiz os:5z �r� P.00�rooz
�
g� �AX M�MO
TEMPERATUFiE SYSTEMS, INC., GRBEN BAY
,.._. ......_...._....��.�,,.....,.......,.:_,._....._...._._._.._._.....:._......�..,.. . .- . . - -.,...-...,,,. ���.t.iKM'y..I:YPAR..._.:......_.....-_.._.,..._.._,...,,..:r,::,...........�_._._...
��....,�..,.,..��......�,.
.. .._.
..
...
.,� ..._ ..............�,....��.�..,.�...,.,.......,,., ...._ _........_._....... �
......11::....�.......i.,. ,. �. .-..,......_.. ...... . . . .
TO; Inpsectlon Dept, DATE: January 31, 2012
COMPANY: Citv Of Oshkosh FROM: Bred Ncah
Temperature Systems Inc
FAX NO.: 920-236-5084 2200 S.Ashland Ave
.. P.O. Box 12088
PAGES: 2 (INCLUDING COVER) Green Bay,WI 54307-2088
PHONE NO.: (920)499-0900
FAX NO.: (920) 499-4336
SUBJECT: HVAC Compliance
HVAC compliance statementfor Christian Comm. Child Care 3870 Jackson St
TSI Fax Cover.doc
Received Time Jan. 31. 2012 8: 51AM No. 8159 '
0113112012 08:52 �A� P.002/002
Kr,�,r
0.
�,'•a' .� . Safety and Buildings �Division �
�� Buildings, HVAC Compliance Statement .
�
This form is required to be submitted by the supervising professional(architect, engineer, HVAC designar or electrical
deslgner)observing construcUon of proJects within buildings with total volume of 50,000 cubic feet or greater and
bleachers(SPS 361.40). Failure to submit this form may result in penaltles as specifled in SPS 3B1.23 andlor local
ordinances. This form must be submltted prlor to the plan approval explraUon date or another submittal rnay be required.
Personel Information you provide rnay be used.for secc�ndary purposes[Privacy Law,s. 1b.04(1)(m)].
General Instruc6ons: Prior to the Initfal occupancy of new buildings or additions and the final occupancy of
altered exlsting buildings, submit this completed and signed form to tha municipal building inspactton offlce
(refer to the plan approvat letter for agency address) and Safety and Bulldings Dlvlslon, 10541 N Ranch
Road Hayward, WI. Sa843. Note: If the revlew was done by the municipality, the compliance statement goes
only tv the municipal building inspector. A copy Is not needed by S&B.
1. Projoct Iniormatlon: Please fill in the following with information from the plan approval letter.
Transaction (D Number �_�.��g Project Name �,'����►)fl �1n_ . 1�I L`� C�1��
Slta Numbar � ����� I ,
Site locabon (number& street) ���b �o A��C'�c��,l ��.
�-Cfty � Vlllage � Town of DS 1��D��} County of �)Y1Ih/t 1��bC�
2. Purpo9e of This Statement: (Check Box A, B, C, or D to indicate purpose and complete any other applicable
boxes and information. Attach additional pages if necessary.)
Check those which apply� � Bullding ObJect ID# �FiVAC Ob)ect ID# G
0 Llghting ObJect ID#
0 Partlal Completlon
Desc�lption of Portbn Completed �
A) � Statement of Substantlal Compuance
. To the best of my knowledge and beflef, baaed on or�sfte observatlon, constructlon of the folbwing building end/or HVAC .
items for this project have been completed in substanttal compflance wlth the approved pl��s snd apeclficatlona.
O Bultding/[.IghNng Itema
1. Struclural syatam including s�mfftsl and erectlon of all bullding components 10. Exterlor Ikphtlnp&control requlrem6nts
(trueeee,preceet,metal bulldlno,elc.) � 11. Interlor 11ghUng&wntrvl requtemaMa
�. F!re protection systems(sprinklers,alarms,smoke detectoro)deolgned,Inatalled, 12. All condldone ot IlghUnp plan approval
and tested(Includlnp fonroard(low on back flow devlces)by approprlaley and applicable venencea
reglstered professlonals .
3. Shaft and etalrway ancloeuro
4_ Extts Indudng exit and directional IiyMs ,�/
' S. Flro-reeletfve constructlon,enclosure o(hazarda,flre walls,labeled doors,class �HVAC Items �
of conatruction,fire stopped penetradons
6. Sanitetlon ayatem(tolleta,alnka,drink�g fac�iUes) 1. HVAC ayatem Including flnal teet
7. Barrler-free Including Comm 18 elevetofe end IIAe 2. All ConGttbna o/FNAC plan approval and
9. Energy envslope rsqulromenta applicable variancee
9. All conditions of building plan approvsl and Appllceble vqrl8nCe0
The f011owing Itema are not In compllence and must be addreased:
B) 0 Statement o�Noncompllance
Due to the iolbwlrg Ilsted vloladone,thls proJect ls not roady for occupancy:
C) C7 Supervlsing Professlonal Wlthdrawn From Pro)ect (uae A or e ebove to�nd�cate pro�ed gtatus as of tr�is.date.)
D) 0 ProJect Abandoned -,
3. Supervlsing Professional 3ignature for���b �D/�1�
� 6ulldlno G�CH�/AC ❑ Llghqnp e ' —
Name(pbaee print or type)
Phone number�ZD-�l�l'�9L1C3 Cuetomer ID# �b� �7Q,�i 3lgnatu
Received T'i�me Jan. 31. 2012 8. 51AM No. $159
_^S e o,.�,+y .., NcPQI
` , ��I,�B�A�'Il�T�
� �'� .s�;c�.� L�
��� � R �._���s
�:g2(l(426`98(DF3 F: 920�926�9801
' ' - ` 100 Camelot Drive Fond du Lac, WI 54935 '
?
www.excelengineer.com
November 1, 2011
City of Oshkosh
Department of Public Works
Attn: Todd Muehrer—Site Plan Review Coordinator
Re: Christian Community Child Care Addition—3870 Jackson Street
Revised drawings have been completed and are being sent to address the recent Public Works Site Plan
Review comments dated October 25, 2011.
The following responses to the City's comments can be seen below:
En�ineerins/Public Works
General
1. General Comments Addressed.
a. The existing Sanitary Sewer easement has been added to the plans
b. The proposed addition will be served with sanitary sewer and water supply from the existing
building. No new exterior laterals are planned.
c. A 6"cleanout was located on the original survey and will be the responsibility of the
plumbing contractor to verify that the existing system is in working order and code
compliant.
Site Plan
1) Site Plan Comments Addressed.
a. The 2011 Existing Site Data Table has been revised.
b. The shade area as the owner discussed with the inspection department will not be any
impervious surfaces. This will simply be a canvass/permeable synthetic material over some
of the existing playground equipment to provide sun shade as required for exterior play
areas at a child care facility.
The drawings have been revised per your comments above. Please accept for review and approval. Please
let me know if you have any comments, questions, or need additional information.
Thank you,
Excel Engineering, Inc.
%' / V� � _.._ _�.. ----- _-- —
Max Franzen �''�U�G� � � L�i?
---- _�_-.-----___-
f:�ob files\1105780 christian community child care-oakbrook report\corres\17.civil\engineering response letter.docx —' �"-�
_
_ _ _ _
�
, , �
♦r
��i:: 1.QQ..CA�+.��.az.1�.Ri.u�
FOND DU LAC,WiscoNSiN 54935 i LETTER QF
��� � L PHONE:(920)926-9800
�"�'�'E�':'~�=� FAx: t920)926-9801 ; T1�NS11�IIT T��iL
. . ��i ,. ,;�. , „ ;,re !a�. c�i:�;, I
� �
City of Oshkosh JOB NUMBER: 11 O57HO NOVEMBER 1,2011
2l 5 Church Avenue ATTN: TODD MUEHRER .
OS}1�COS}l, WI S49O� REGARDING: CHRISTIAN COMMUNITY CHILD CARE ADDITION
WE ARE SENDING YOU THE ATTACHED
VIA: FORMAT ELECTRONIC FILES
❑Fax ❑ Next Day UPS a.m. ❑8'/�x 11 Plans ❑ .dwg Autocad 2002 - -
❑Website ❑ Next Day UPS p.m ❑ 11 x 17 Plans ❑ .dwg Autocad 2004
❑Mail ❑ DELNERED ❑Half size Plans ❑ .plt files �,:;,,.; �; � ^
� UPS ❑PICKED UP ❑Full size Plans ❑ .pdf files "� ` �� '
❑CD ❑ .tiff files
❑Other
COPIES DATE NUMBER DESCRIPTION
3 11/1/11 Sealed C1.0 (10/14), C1.1, C1.2, C1.3
1 11/1/11 Written Response to Public Works Site Plan Review
THESE ARE TRANSMITTED as checked below:
� For approval ❑ FOR BIDS DUE ON ❑ Retumed for corrections
❑ For your use ❑ Approved as submitted ❑ For review and comment
❑ As requested ❑ Approved as noted
RennaRKS: Attached are revised plans including response to Public Works comments. Please let
me know if you require any further information for site plan approval. Thank you.
i
rF f
� ,
/�/ i
SIGNED:___ � f 1 �i %
COPY TO : Max Franzen V
Dean Schulz, Jeff Quast- Excel
Beth Meller-CCC
Scott Schimmers, RJ Albright
WE ARE SENDING YOU:
❑Same as above ❑ LOT Only ❑Other
VIA: FORMAT ELECTRONIC FILES
❑ Fax ❑Next Day UPS a.m. ❑8 Y:x 11 Plans ❑ .dwg Autocad 2002
❑MAIL ❑Next Day UPS p.m ❑ 11 x 17 Plans ❑ .dwg Autocad 2004
❑Website❑DELIVERED ❑Half size Plans ❑ .plt files
❑ UPS ❑PICKED UP ❑ Full size Plans ❑ .pdf files
❑CD ❑ .tiff files
❑Other
If enclosures are not as noted,please notify us at once.