07030141 (2) CITY OF CUPERTINO
BUILDING DIVISIONA
PERM]. CONTRACTOR INFORM7 V
BUIL 1 G QDRESS: PERMITNO.
6V MILKY WY TBD _ TO BE DETERMINED 07030141
OWNER'S NAME: PERMIT ISSUE DATE
VARUJAN NAJARYAN 03/27/2007
PHONE: SANITARY NO. CONTROL NO.
ARCHITER/ENGINEER: BUILDING PERMIT INFO
REVISION—ROOF TRUSS, BLDG ELECT PLUMB MECT-1
O O O O
ipp
LICENSED CONfRACTOWSDECLARATION Ob escnption
(= 1 hcmby affirm That 1 am licensed under pm isiops of Chapter 9(mmmcncing •--- ---•"'
withllfor. ndefof Dirision3afdte Buroncss avd Prafcasiwu Cotle.W uy(leers is
I.full force and cffm
(Jeerer Clan L'r.M
F Dam [omnamr
ARCHITECTS DECLARATION
i¢a 1 undersunJ my plans shall the used as public records
)yU
coy Licensed Pnsfesdonal
3
OWNER-BUILDER DECe Contractors
-
1 hereby,-(Tion on 1 am cBumpt from the CWtical o Lice=law for the
O O following r_asan.(Sudan]fl]L5,Business and Pmfesaium[ode:Any city or county
m which roquirm a Permit ler comtmct eller.improve.demnlLN,of repair any suunurt
azi prior in iu Lssuame.aha roqui.theaplicant for such permit m file a silted mincemeat Valuation
< Nal heis licensed Pmman,mthcpenuddisofbeCmnuamrsLies. aw(Chapter 9 Sq.Ft. Floor Area
15O (commencing with Session 7")of Division 3 of he Business and Piafeeiona Coior
$ Nal h u esempl eadmen and the baser fm the alegcd ommptlan.My violaunm of
Section 7031.5 by asry applicant for a permit subjecu We applicant an a civil perult),of APN Number Occupancy Type
nut more than five hundred dollen(5500).
I,ss miner of Ne property,or my employees wills wages as theh sole eampewdon.
will do the work.and the stmc(uu is not intended or oRelyd for sale(Sm.70N,Barotest .'Required Inspections
and Profesums;Cods:The m Ci 1mrs License Law does rot apply m an maner of q P
property who builds car improves(heron,and velddoessahwarkhimsrlror through his
awn employees,provided Nat such imprommeno are not intended oroRcrtd foraale If.
however,the building or improvement is mid within ma)ear of completion.dm owner.
builder will have the burden of proving thud he did rot build Or improve fair Pulpae of
sale.(.
❑1.as owner of the property,am caelaively eomneing with line nth mhtmnors an
construct Ne project(Sec.7444.Business and Pmfevdaa Code)The Conuaaar's U.
come Law docs nal apply to an owner of property who Iuilds or Impmwo human.and,
who dirrowco for such Incl with a camcu7aifs)licenuad pursuant to the Cmnuacsors
Lice.Law.
❑faro aero/glisp vSee .B&PC far do mann
Owner / - G2 Dau / ��
ORKER'S G MM�ENSA I OFLIARATON
1 hcmby atfnn under penalty of 11.1 arca of the following dexleutiom:
❑1 haw and will maintain a Certificate of Coaend ro relf-Inau a for WarYels Compunm
ration,u provided for by Section 3700 of the labor Code.fat the Performance Of the
work for which this permit is issued.
❑1 have and will maintain Workces Cmmperoatio,Insurance.a mquirod by Seedan
37M of the Labor Cade,for the perforou ned or be work for which this pennid is Issued
My Warmer Com pensamn Insurance Drier and Policy number art:
Carrier, Policy No.:
CERTIFICATE OF EKEM P71ON FROM WORKERS'
COMPENSATION INSURANCE
(this section need not M completed If the Permit H foram huMrtddolhn($100)
or less.) -
I certify that in the perromance or be work far which Nis permit U issued,I shall not
employ any person in any m r mlYeom bjul m the Wolers'Com Ilan
laws or Catifomia.Da¢
Applicant
NOTICE TO APPLICANT:If,after making this Ceni tate of Exemption.you should
become subject w the Worker's Camradmal provision or thin labor Code,you marl
� ,Z, faMwith comply with such provisions or this permit shall be d¢med revalued.
?O CONSTRUCTION LENDING AGENCY
l'- '4 I hereby afrim Nal Jure is a construction lending agency for be performance of
c4 > the work or which this purmll is issued(Sec.3097.Ci,C)
Is3 QLcnder's Name
0• L<nder's Address
V Q 1 denify that 1 have mad this application and sou Nu IN above infrimnadun Is
CmmCL I agree to comply with all city,and county onlinnnecs and sole Ian relating to
1Jbuilding consuuaion.and hcmby at-home representatives or his city to enter upon ten
W ahuvcmcmiuncd no.property lnl calacidan purpose.
(We)agree a save,indemnify,and keep haemlcu the City of Cupenina against
.L)criZ inconseq once o he costsmidof this permit. may In any wayacme ageinaaild City
U� Aconsequence of IM1c graining of(his permit.
t-^ APPLICANT UNDERSTANDS AND WILL COMPLY WITH ALL NON-POINT Issued by: Date
SOURCJE RE UfATIONS.
?&414b ,D1- /��_f �,z Re-roofs
atgnam f iplicandComcalmt , Date
HAZARDOI MA AIS DISCLOSURE Type Of Roof
Will the applicant w future building acevpant rum or handle ha eardoa material
as defined by the Cupertino Municipal Code.Chapter 9.12,and the Health and Safety
Cmle,Section 25533(a)? � / All roofs shall be inspected prior to any roofing material being installed.
❑Yes BNo
If a roof is installed without first obtaining an inspection, I agrze to remove
Will the applicant or future Wildingasupem um equipment ordcvico which
emit har-ednus air conominanm as defined by the Bay Area Air Quality Management all new materials for inspection.
DOrrid7
❑Yes
1 have mad the hvarduus materials roptimmen s undcrChapher 6.95 ofthe Califo>
ria Neakh&Safety Code.Sada.255115.25533 and 25534.1 understand that lith Wilding
doer not Currently have a tenant.that it is my reapomihility u notify,the occupant of be
requimmc ch most hmd ranasa-neeoncwrteamararopaney. Signature of Applicant Dale
� d '�j'�'L"—' r� �� All roof coverings to be Class "B" or better
adblyRxd agent Date'
^ITY OF CUPERTINO
CUP TYOF O PE1ivIIT APPLICATION Fk AM
1 7 L5
APN # 3 6c2 ' Gia I Date:
Building Address: Nailing Address (if different from building address):
ll09 MlU<y wA-y , Cl! I i7 ( A 9S / It
Owner's Name: /�� Phone 4-
VA-KU ren/ / V A-S y N n l a J J
Contractor: License #:
Contact: I h C Phone: 366 —.DQP Cupertino Business License#:
I/ Fax:
Building Permit Info: j U 5 S
Bldg ❑ Elect ❑ Plumb ❑ Mech ❑
Job Description:
Residential Commercial ❑
Sq.Ft. Floor Area: Sq.Ft.:
�19G � 2S S1=
Cost of Project: Occupancy Group:
Type of Construction: "" Please check this box if the project is a
_ �Cm ov�e jun r
second-story addition: ❑
-Project Size: Standar --' Major 0 _
QuantiFee,1D `.`:r" Fee Description Fee Group
BAPP.LOTHER..._. Other Appliances MECHANICAL
BBOILERI Boiler<= 100,000 Btu MECHANICAL
BBOILER2 Boiler> IOOK to 500K Btu MECHANICAL
BBOILER3 Boiler> 500K to IM Btu MECHANICAL
BBOILER4 Boiler> 1M to 1.75 M Btu MECHANICAL
BBOILER5 Boiler> 1.75M Btu MECHANICAL
BCONSTAX Construction Tax BUILDING
BCONSTAX Ind/Off/Comm/Quasi BUILDING
BCONSTAXBQ Con. Tax for BQ Zone BUILDING
BCONSTAXH Hotel and Motel BUILDING
BCONSTAXR Constax—Resi/Mobile BUILDING
BELEC1000 Elee 600V<= IOOOA ELECTRICAL
BELEC1001 Elec 600V > 1000A ELECTRICAL
BELEC200 Elec Svcs 600V <= 200A ELECTRICAL
BENERGY Energy BUILDING
BENERGYADD Energy Add Multi BUILDING
BINVESTIGA Investigation fee BUILDING
1 of
r' 1
APP
MITek�: . bt ' ` �N'ACCURDgNCERavED
WITH
POWER TO PERFORM*,---,CUPERTINQ CODES 4"r THE CITY
SATE` 3 _Z I ANCL; MITek Industries, Inc.
i SIGNET 7777 Greenback Lane
suite 109
Thls;,se., ,.`- Citrus Het th,CA,95610
'I�wu1Pt rn t„e j;b e k
adalPficifirations M,.S Fe�9181676hons 1161696-1900
Re: MILKYes
MILKY WAY is
o0 same Min.., n,. ^harges oraalteati u,
slhe'tiuilding ; : "'0'n permission
The slam P.. C.;y :f Gu fron
?HALL' NOT g r, h sq: n n�Fortino.
be',ce; sPegfication,
app
Mal:of the a., . G;,rnrt or to b
If apy V, '.
' e at
City.'t3ra,na,ie ire 'n/ Provision
)tato Law
The truss drawirig(sj referenced be10w1have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by Latham,Tntss Inc-Vallejo, CA,
Pages or sheets c0'veied by ibis,soal : 24
8596874 tluu R24596893
My license renewal date forthe state of California is Manch 31,2007.
_, r .,, •.t MAF 191��1
QpOFESS/plq
CO
CD
w C 046433; M �
* EXPA- ♦ �
UF
:.e.. Match 13,2007
Tingey,Palmer r., : 'S+•
The seal on these drawings indicate-J. once of professional engineering responsibility solely for the
muss compone'its'shown. Ttie suitability and use of this component for any particular building is the
responsibility of ft building d4igrrrer,,perANSVI'PI-2002 Chapter 2.
i
' ry
' i
1 O' PLATE
Frame by others � - 15-10-0
_
-8-5 \ 0' 0�0 0 0�0 /
!91 LAT
P
N o
Lu
� ami \
zz° J 04 \ B06
2a3
r
It,
o i¢ J 06' \ �i B i
Ro-
r
0 AD 4 Zai JA08 \ B
zQJO B-1Kz, aZ
§ Z JAO8 /
Z. B
.
c9m JA06 O I B
bi_ 4- RrLL IJAOY BC 6c P
.�� -
(9 O o o Kt> � PONY WALL%ON
r wwcl JA02� TOP cHo i
L)
0004 _N //I / � VERIFY BEARING
u!
('� Q -GLL �� I_ = EXISTING RO F
c\t a m 9-O O
JOB NOTES: 3/-12/07
PITCH: 4/'12
FIELD VERIFY: LOADING: 20• 12• 8
ALL DIM TOP CHORD. 2X4
BRING AT HALLWY p•HANG: 18"
GOLDEN STATE LBR - TRUSS DIVISION
3525 Milburn St. R CONST Truss transferred from Layout
San Jose,CA 95148 Address: 1109 MILY WAY
Attn: Dennis Choi CUPERTINO Job:
Telephone:408-270-5760 CORY MILKY
Fax:408-223-9555 Telephone:408-309-0831 - `-""-"°°'"-"-`^
Scale: 1 :72 Dale:3/122007 Drawn By:
Job YA Cuss CAL. ype y Ory Ply MO'b R war
R2a596e]4
MILKY AOSx CPL.HIP I I
Joe Reference Mffek mall
GOLDEN STATE LUI�'$,SAN JOSE,CA 9514a.DENNIS CHOI fi200 sJul IJ 2005 MRek lndusmes.lnc Mon Mar 12 09 V_'OI_%ZW]Page l
-0 5-1-5 r'-0 9-9-0 1}1Q0 11 h948U X21-I}jl__I
180 5-45 M-11 4-1-0 4-1-0 OE II 5-45 IA-0
Scale=1;37.7
6x8=
4 00� 1.4 11 6.8 cc
3 e
2 6 IIt^o
1�1 hl
d d
XX J
ane= 11 -10 12 9 13 8 l4 44 =
1.4 II 3.9= fee II
080 040
5-1-5 9-9 0 4-4-I1 f 19_6_0
S-1-5 4-7-II 4.7-11 5.1-5
-Plate Offsets_ 13:0:¢9.0-1-12L(5a-4-00-1.124j6:0.IAO-0.2)
LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Miter Vtl PLATES GRIP
TCLL 20.0 Plates Increase t_25 TC 042 Ver(LL) -0.19 9 >999 360 MT20 220/195
TCDL 14,0 Lumber Increase 125 BC 0,80 Ven(TL) -0.41 9-10 >569 240
BCLL 0.0 Rep Stress Incr NO WB 0.47 Hoa(TL) 0.09 6 n/a n/a
BCDL 8.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.16 9 >999 240 Weight:77 lb
LUMBER BRACING
TOP CHORD 2%4 DF No,ldBtr G TOP CHORD Sheathed or 2-10-15 oc punins.
BOT CHORD 2%4 OF No.lBBtr G BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing.
WEBS 2%4 DF Std
REACTIONS (Ib/size) 2=1483/0-3-8,6=1483/0-3-8
Max Hoa 2=8(load rase 3)
Max Upliff2=-320(load Case 3),6=320(10ad case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2.3=-38041703,3-4 - 477/862,4-5=4477/862,5-6=3804!703,6.7=0/31
BOT CHORD 2-11=-613/3578,10.11=-613/3578,10-12=-622/3565,9-12=-62213565,9.13=-614/3565,8-13=61413565,8-14-606/3578,
6-14=-606/3578
WEBS 3.10=01429,3-9=193/1146,4-9=555/202,5-9=193/1146,5.8=0/429
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level,using 5.0 psf top chord dead load
and 5.0 last bottom chord dead load,100 mi from humicane rawanllne,on an occupancy Category IV,Contldlon I enclosed building.of
dimensions 45 N by 24 8 with exposure C ASCE 7-93 per UBC97/ANS1951f end verticals or Cantilevers exist,they are exposed to wind, If
porches exist,(hey are not exposed to wind_ The lumber DOL Increase Is 1.33,and the plate grip increase Is 1.33
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10.0 par bottom chord live load nonCOncument with any other live loads.
5)A plate rating reduction of 20%has been applied for the green lumber members.
6)This truss has been designed for a moving cuncenrated load of 250,Olb live and 50,Olb dead located at all mid panels and at all panel oQ�t)F ESS/0
points along the Bottom Chord,nonconcllmen(with any other live loads.
�Q�
7)Girder Carries hip end with 5-3-1 end setback.
8)Hanger(s)or other Connection devices)shall be provided sufficient to support Concentrated load(s)224 a down and 95 Ib up at 14-2-15,
and 2241b down and 95 Ib up at 5-3.1 on top chord, The design/Selection of such Connection devil is the responsibility of others. `3 QP Fj y
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LO rn
LIIJ 433
LOAD CASES) Standard C
1)Regular[Lumber Increase=125,Plate Increase=L25 * 1-07 #
Uniform Loads(pip
Vert,1.3=68.3.5=118,5.7=68,2-6=-28(F=12) P
Continued on page 2
March 13,2007
vvAANMO-val not tearameure and Saari Moroi Coy T2aa AMD DeCLUDED 4 MAFlaeaN(d PAGE xW 7413 eaarnOM USE. baa
Design valid for use ant,%Mlh Mi connectors.the design is basad only upon parameters shown,and B for an individual building component ��WWYY
A pPf abifN of design poramenlers and proper incorporation of component is responsi of buiding designer-nor Ii designs fixing sMvvn i�niTek
Is for laleral support of Individual web members only. Additional fempwary bracing to Msure slabillly durbg conslruclion¢the mspansbilllly of Pe
erector. Addlls nd permanent trading of the o..N struelare h the responsibility,of the building designer.For general guidance regarding -
lobrcalion,quallry center,shape,delivery,election and bracing.consult ANSIpym G"Ny Cdoda.OSB-B9oMBCSll BuB41nBCompanenl ]]])Greenbacktane,Sune109
Safely lnforrini available from Truss Plate lmtilu1e,583 D'OnoSio Drive.Meal WI 53719. Cirrus Heights.CA.95610
Job Tw59 TNa9 Type Qty Ply MILKY WAY
R245HO74
MILKY A05: NIP 1 I
Jabnoo rnal
ID
GOEN STRTE LUMBER,SRN 5 Julat13IJ 22WI
JOSE,CA BS1sB.DENNIS CHOI 6200
005 MIek nduslner.Inc. Mon Mar 1209.1]39200] Page
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:3=224 5=-224
wMURAfm verily design pervmebn eM RdAD NOTa9 ON 7M AND rtlO.DDSDM77! Fr NFJERLNfd PAGE Ie'/a>J aEPoRE USE. eIrmill
066
Design va!e 1. w use only Ih Wet comeclon.Thb designbroa
b d only aomshown.
statism peten and h lar an ndr,kl of bu . n
acling cnpaenl. on
13fp blerall5vpponollndvqualler;and w bmembomaooy.Addillonallemption of oarybmdingtnenl if ohaAost b'krnduringcmtmcliouatleresp BaaclnGmove M_iTe_k
ty np y .des or-notion if desLgnwllaciltyofthe c
erector.Additional pemlanenl bracing of IM overall shuchme bale reslaaremgty pl the buYdng design..For genal p.Id.hcc repording -
labrcalion,qua'+ly contra slarage.delivery..eolkan and tracing....If ANSMIPI Orml4y Gilled.,D511-89 aM 00511!.Odin,Car......f ]]]I Greenback Lane,State 109
5aldtylnf.elan available ham Lruss plolo Wlilulo.SBS D'Orohb Drlvo.Modbon.Wl53]ly. Cerus Heights,CA 95810
Jpb y jTruaAd, m55 Type r Dly Ply MILMY WAY
g2a5%675
MILHY A07x CAL HIP r=
1
Job Referencen
I�
GOLDEN STATE LUq,SAN JOSE,CA 951a8,DENNIS CH01 62110 zJul 1]2lp5 MrilTak ak Industries.Inc Man Mar 1209.Va_%20W Paget
kL{-0 1 7-1-5 ?LS 0, 1-160 q.A] 19&0 2 -H_J
14-0 7-1-5 046-11 42-0 0E-11 7-1-5 146.0
Scale=1.37.7
Ba8=
44
400 3 4
1
d 9
a r.
751 2 �5
d _ d
4.5= 9 B 10 7 11 05 —
1a4 II 3x4 =
0-00 0.0-0
7-1,5 i 124-11 19_6-0
7-1-5 5346 7.1-5
3Jate..Olisets.(7S-Y1�I3.O�OAS121
LOADING(par) SPACING 2-0-0 CSI DEFL in (loc) Veen L/d PLATES GRIP
TCLL 20,0 Plates Increase 1.25 TC 0.39 Verl(LL) -0-17 2-8 >999 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) .031 2.8 >746 240
BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.04 5 n/a n/a
BCDL 8.0 Code UBC97/ANSI95 (Matrix) W1nd(LL) 0,05 5-7 >999 240 Weight.73146
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18Bh G TOP CHORD Sheathed or 4-6.15 oc purlins,
BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing.
WEBS 2 X 4 DF Slid
REACTIONS (Ib/size) 2=919/03-8.5=919/03-8
Max Horz2=10(load Case 3)
Max Uplitt2=.2D5(load Case 3),5=205(load Case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1.2=0/31,2-3=-1821/251,3-4=1657/270,4.5=1821/251,5-6=0/31
BOT CHORD 2-9=170/1664,8.9=-170/1664,13-10-17411656,7-10=17411656,7-11=160/1664,5.11=.160/1664
WEBS 08=0/405,3-7=-259/260,47=117"
NOTES
1)Unbalanced roof live loads have been considered forthis design.
2)This truss has been designed for the wind loads generated by 80 mph winds at 25 X above ground level,using 5.0 pat lop crlurd dead hart
and 5.0 psi bottom chord dead load,100 ml from hurricane oceenline,on an occupancy Category IV,condition I enclosed building.of
dimensions 45 it by 24 8 with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist.they are exposed to wind, If
porches axial,they are not exposed to wind. The lumber DOL increase Is 1.33,and the plate grip increase is 1.33
3)Provide adequate drainage to prevent water pending.
4)This truss has been designed for a 10.0 pat bottom chord live load nonconcu ent with any other five loads.
5)A plate rating reduction of 20%has been applied for the green lumber members.
6)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.011,dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcument with any other live loads. oe1�OF ESS/()/V�4
LOAD CASE(S) Standard S.
4 m
of C 046 33
* E 1-07
TFQ OQ-
March 13,2007
(� weaag90-va.VSr design Paramn4rs and arwo Boras our ra7s ANn7acr.wan mraa aeraaPxcs PAGE Ads7473 Bifurcate use an,
Drurgn vold for use onH vilb Mitek connectors.The design Is based only upon parameters shown,and h for On Indivdual building component.
AppLcabi6fy of tlesign poromeTm antl papa Ncorpaalbn of COmp011enl uresponvdlly of WldTg tleYgna noltimadesigner,Bracingsbovm iviiTeK
is to,initial support al individual web members only.Addillprid temporary bracing la insureabillly sldJ,ing coramiclion a s
the,ince iblllry of the
acclor. Additional permanent Poona of the overfed structure is the resparprouly of the buBGng designer-For general gundonce regard W
IaUreolionquos",control,storage,delivery,erection and bracing.consult ANSI17PI1 Duality Chi 1154.49 and 11 Building Comaanenl 7777 Greenback Lane,Suite 109
Salslylnlmmollon ay.bble M1omT,..Pl.t.hsi.tul.,5 D'On.hi Drf .M.dison.WI53719. Cnwi-019Wa CA.95610
Job'�TrussTruss Type 2 I
Ply ob Reference(optional)
R24596976
DUEENFOST 2
MILKY Al
GOLDEN STATE Lug"SAN JOSE,U 95148,DENNIS CHOI 6N S Jul 132005 Wuls triremes.Inc Mon Mar 1009 V_a$20(ili Pagel
JL5-9TIi-6 5-10A 10.3-10 i]A 17-1:9
14-0 1a6 4-540 4-510 5d-6 "4)
Scale=1.301
4x5=
400 F12 3
1.4
4u= 4
5 :Z
so
5
�y Z
rt q
ryl
m
�_I 6
Nil I ) d
E-I 9 7 10 IX)
36 3x0= 40=
0-0-0
0-0.0
5-10-0 15-7_0
510-0 9-9-0
Plate Offsels.(X.Y)�12:0-3-D-03=0]-(5:4_1-5_042)
LOADING(per) SPACING 2-0.0 CSI DEFL in (loc) Vdelf Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.48 Ven(LL) .0,37 5.7 >499 360 MT20 2201195
TCDL 14.0 Lumber Increase 1.25 BC 0.71 Ven(TL) -0.58 5-7 >314 240
BCLL 00 Rep Stress lncr YES Via 0.28 Horz(TL) 0,02 5 nla n/e
SCDL BO Code UBC97/ANSI95 (Malnx) Wlnd(LL) 0.02 5.7 >999 240 Weight:67 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18Blr G TOP CHORD Sheathed or 5-7.10 oc purlins, except end verticals.
BOT CHORD 2 X 4 DF No.I&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
WEBS 2 X 4 DF Sid G'Except'
2-8 2 X 4 DF N0.18BIr G
REACTIONS (Ib/size) 8=75410-3-8.5=75410.3-8
Max Horz8=-59(load Case 3)
Max Uplift8=-179(load Case 3),5=-187(lood Case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/35,2-3=-852/137,34=-8371135,4-5=1318/251,5-6=0131,2-8=721/195
BOT CHORD 8-9=-24/223,7-9=-24/223,7-10=-167/1208,5.10=-167/1208
WEBS 2-7=-47/690,3-7=0/347,4-7=-5231168
NOTES
1)Unbalanced root Ilve loads have been considered for this design.
2)This truss has been designed for the wind loads generated by 80 mph winds at 25 8 above ground level,using 5.0 psf top chord dead load
and 50 psi bottom chord dead load,100 mi from hurricane oceenllne,on an occupancy Category IV,Condition I enclosed building,of
dimensions 45 X by 24 it with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If
porches exist,they are not exposed to wintl. The lumber DOL increase is 1.33,and the plate gnp increase is 1.33
3)This buss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4)A plate rating reduction of 20%has been applied for the green lumber members.
5)This truss has been designed for a moving concentrated load of 2500Ib live and 50,Olb dead located at all mid panels and at all panel
paints along the Bottom Chord,nonconcureent with any other live loads,
LOAD CASE(S) Standard
c 4 ` m
of C 06433
P. r-o7
Qom%
0 1
March 13,2007
i& 1VARNINDVeH/ydeal9n panmefersaM aGD NOTaeO.YTIDa AHD1NC(.UDEa anral[ABFEa&yCE IAOE MfrT9y3 Bf3UeE 11aE r�SB
Design valid for use only Wth Nusek connectors.The design a bash only upon paramefors shdvm,and is for an individual building component,
Appfcabilly of design paramemen and proper Incorporation of component It responsibility of bvgding designer-not truss designer.Bracing shown iv�iTeK
iv lar blerol rvppprl of lntlrvldual web mombers only. AEdallonalteworybma gto aurestabditydrrmgcom6uc6onls Perespons:bi ll,t ollhe
eraclor. Ad611onal permanent lacing of the overall slnrclvm a the responsibility of the buidirsp designers.For general guidance regarding -
IoWkalion,dually control storage,calvary,woolsin and bracing.consul ANSIRII I OuaIBy Cdbda,DfB-B9 and BCSII Building Component 7777 Greenock Use.Sure 109
Safely lnlormallon avoiloble hom imss Plate lnslilule.503 D'OnoO D&e.Modoon.WI5J719- Cdws Heights,CA,95610
Jab Truss Trusts Type Cyr Ply MILKY WAY 824596877
MILKY AIG HOWE 1 ^
L Job Jul 132nce IT,*Inap
GOLEE�J$TATE LUMBER.SAN JOSE.CA 95148,DENNIS LH01 6 200 s Jul 13 2005 MiTek Inaaemes.lnc Mon Mar 52 09albtO 2007 Pepe t
-7-2 !IAM i ID1)4 15-7-0 17-1-9
1-7-9 4.2-7 4-2-7 5L-9 1a4)
scale=127.9
slat =
400 F12 3
3.d%
2
3.4 C
fix]%
1
5
I 11 9 12 B 13 ] td I I
3x6 If 3x5= Us = 2.4 II 3,6
0-0.0
0-0-0
1 1-79 4 5-10-0 1 10.0-0 15.74
1 7-9 4.2.7 4-2.7 SE-9
3Bate_Clfsets_(&Y)-ILEdge-0-2-OL.I5:0-�.G-0_11I
LOADING(par) SPACING 2-0-0 CSI DEFL in (too) IItleO L/d PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.38 Verl -002 5-7 ,999 360 MT20 220/195
TCOL 140 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.04 7-8 >999 240
BCLL 0,0 Rep Stress Incr NO WE 0.20 H04(TL) 0.01 5 n/a n/a
BCDL B4O Code UBC97/AN5195 (Matrix) Wlnd(LL) 0.02 7 >999 240 Weight:166 Ib
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18Blr G TOP CHORD Sheathed or 6.0.0 or purlins, except end verticals,
BOT CHORD 2 X 6 DF No,1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 a bracing.
WEBS 2 X 4 DF Std G'Except'
1-10 2 X 4 DF No.1&Btr G
REACTIONS (Ib/size) 110=1594110-3-8.5=898M.3--it
Max Hoa 10=123(load was 5)
Max Uplitt10=301(load case 3),5=-240(load case 4)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1680/351,2-3=-12721339,14=1263/319,4-5=1823/366,5-6=0/36,1.10=1480/300
BOT CHORD 10-11=-214/488,9-11=214/488,9-12=-271/1378,8-12=271/1378,8-13=276/1675,7-13=-27611675,7-14=-276/1675,
5.14=276/1675
WEBS 2.9=475/97,3.8=174/812.4.7=0/334,2.8=577/169,4.8=.6841110,1.9=.78/969
NOTES
1)2-ply truss to be Connected together with 101 Contrunt 148"x3")Nails as follows:
Top chords connected as follows:2 X 4-1 row at 0.9-0 oc.
Bottom chords Connected as follows:2 X 6-2 rows at 0.9-0 oc.
Webs connected as follows2 X 4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design_
4)This truss has been designed for the wind loads generated by 80 mph winds at 25 P above ground level,using 5,0 par lop chard dead loadOQ�QF ESS/Oyv
and 5.0 psf bottom chord dead load,100 mw
l from hurricane oanline,on an occupancy category IV,condition I enclosed building,of -Q�
S.
dimensions 45 h by 24 R with exposure C ASCE 7-93 per UBC97/ANSI95 If end vanicals or Cantilevers exist.they are exposed to wind, If
porches exist.they are not exposed to wind- The lumber DOL Increase is 1.33.and the plate grip increase is 1.33 h V C
5)This truss has been designed for a 10.0 psf bottom word live load nonconwrrent with any other live loads. QP mac, y
6)A plate rating reduction of 20%has been applied for the green lumber members. m
7)This truss has been designed for a moving Concentrated load of 250,011,live and 50,Olb dead located at all mid panels and at all panel C 0464 333,
points along the Bottom Chord,nonwncument with any other live loads.
B)Girder caries lie-in span(s):15-10.0 from 3-11-0 to 9-0.0 * E -07
LOAD CASES) Standard
Continued on page 2 rEOF \
March 13,2007
pp WARHMD-w hilifferign,samna4re sister N DNpPL9 ONTNla AHDM6BDPDffiI£N�PAGEMfr7473 Bei0Rs BBB. 86'
Design valid for use onry win Mick conneclars.TGb difli a bosh envy upon pcerear en shovm,and is for on Individual building component �Ait
YY
Apancol oltlesign poramenless and proper lnLIXpIXoflon of Component b respdusua ryoftediding designer'not Voaoerlgner.Bracing fill i�niTeK
is Ica Ioleral mppW of indivduaf web momben Mly, Additional IBIX
mparybelong toms' ure slabllify during g construction h the responsil of the
erector AGGdionol permanenl bracing of the overal structure h the responi of the bulling designer.For general guidance regarding
fabrication,qual.ly control Outage,donver,ereallan and bracing,consult ANSIpIIIOuoMy CdtMo.DSO-91aMBC511BuQding Component 7777 Greenback Lane,Sure 109
Safety Information available from Truss Pill institute,503 D'Orchid Drive,Madison.WI 53719. Crrvs Heights CA,95616
Job tossrustsType • Qty PIY MIlBY WAY
1s;!45968"MILKY AIG HOWE'•`I' 2 Jab Re/erMte o Ibaal
GOLDEN STATE LUMBER.SNI JOSE,CA 051".DENNIS OHOI' - r 6200sJu1132005MnekIm.,.es.lnc.Mm Wr1209.1)4020(1)Paget
LOAD CASE(S) Standard
1)Regular:Lumber Increase-1.25,Plate Increase-1.25
Uniform Loads(plf)
Ven:510=16.1-2=352(F=264),23=66,36=66
'I
t1.
L
„I .
� t
1 I • )
1 1
•1
e
1 '
D wnnNMO-vert Art,efth y ekcssnraaM RL1Dstgn is osesion AFD)NQMaEa IIITEa a.and bi CEanas3�a4uilang component
use Bga'
ApIakva.5tl Iof use,ahshorlarconneclnee Thb tleslanLbof coonoupon pammebdsshown,antl Llw pnir-not truss deulacdncht,s. Gnu
Appicardsuptle6Jn IndOmati mamberslncapdpllionol component racing to Insure
otabMlnpring construction
a the
910dna shown MiTek'
Is ecfor lateral vuppwl of Irmanent rush members only.venal ntltlture It ampddy bracing Ithe b�l stability during o wrienlian a the re m,arbiNit,of me
dtwicoAtldfwnal permanentge.delof the overall and bracing
consult!
ANity ofthe bually tlesgrw:B-aenerm pdtlancerg Component
bbkinforrsiflon conlld.eto0e.tle9very.detute,fion ddadnaaonsull! -A .Wi1l Dupl6yGAIMa;D56�a9and 9[5119u041ng Cemponenl ))TGaehls.C95610Ae 109
SeleN Inldmallan available ham Lon Plate W INpta.SBT D'Onohb OrFio.Modeon.W153)14. [Ams Herg9b.CA 95610
Job Truss There,Type Of . PlyMILKY WAY
MILKY AMR CAL-RAFTER 1 t A2a59Be]9
Job rra(optional)GOLDEN STATE LUMBER,SAN JOSE,CA 95118' � 6200 a Julul 13 1]20 2005 MITek IMuslnas,Inc. Mon Mar 12 s]29 S]2007 Pape s
-2-2-4 F 8.9-0 I 12-1-12 15-9-7
2-24 8.9-0 34-12 3-7-11
$ole=1M6
5 y
I6
283 r] 3X411
Me,. y4 It
Need 3
v4 11 1.5
SB= 7
Nmlee
Nailq
3.10 = 6
9 2
E
15-9-7
15.9-]
Plate Offsets(X.Y): 12:0-1-7.0-0-11
LOADING (par) SPACING 134-0 CSI DEFL in (loc) VdeO Ud PLATES GRIP
TCLL 200 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 2.3 >999 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0.00 Vert(TL) .0.06 2.3 >999 240
BCLL 0.0 Rep Stress Ina NO WB 0.00 Hou(TL) -0.00 5 No ma
BCDL 8.0 Code UBC97/ANSI95 (Matrix) Wrnd(LL) 0.02 2.3 >999 240 Weight',44111
LUMBER BRACING
TOP CHORD 2 X 4 DF NO.l&Btr G*Except' TOP CHORD Sheathed or 6-0.0 oc purlins.
2.3 2 X 6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing.
REACTIONS (Ib/size) 5=23/Mechanical,2=163N3-8,3=264/03-8,4=0/03.8
Max Hort 2=27(load Case 3)
Max Uplift 5=9(load ease 3),2=-55(load use 3),3=90(load case 3),4=-4(load case 3)
FORCES (lb)-Maximum Compression/Maximum Tenalon
TOP CHORD 1-2-D/6,2-6=30/0,6-7=11/0.37=27/48,3-4r-13/0.4.5=3/4
NOTES
1)This truss has been designed for the wind bads generated by 80 mph winds at 25 R above ground level,using 5,0 par top chord
dead load and 5.0 par bottom chord deed load,100 ml from hurricane oceanline,on an occupancy category IV,condition I
enclosed building,of dimensions 45 It by 24 fl with exposure C.ASCE 7-93 per UBC97/ANSI951f end verticals or cantilevers
exist,they are exposed to word. If ponchos exist,they are not asposed to wind. The lumber DOL Increase is 1.33,and the plate
grip increase is 1,33
2)A plate rating reduction 0120%has been applied for lhe,gmen lumber members.
3)Refer to girders)for truss to truss connections.
4) Bearing at Joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verity
Capacity of bearing surface.
5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4.
6) This truss has been designed for a moving concentrated load of 250.011a live and 50.016 dead located in all mid panels and at all 9,0F ESS/p
panel points along the Bottom Chord,nonconcusment with any other INe loads. 4D
S.
7) "Nailed"indicates 3-1Od or 2-12d common wire toe-netts, �r4 ER j/N 1c�C
8) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as from(F)or back(B).
LOAD CASE(S) Standard Q "L T
1)Regular:Lumber Increase=125,Plate Increase=1.25 UJ C 046 M
Uniform Loads(ply 70
Ven:1-5=-11 * EXP. -
Concentrated Loads(Ib)
Van 6=-43(F=-22,8=22)7=205(F=-106,B=98) s C
FC
March 13,2007
WARAAxl Varitr design eIrmusYn and FE1D NOTa80X TN18 ANDWa aaEa deTER RBPERENfB PACE 8th 7474 BEPDAX USE. Beg
Dosipr valid lar use mH"lh Walk connecters.Illh design Is based ordy upon pwamelm Omen.coo h Id on IrtlrvNual Wlldmg camament.
Appicabiily of deign paamenlers and proper incorporation of component h respmslblfly of bulldtrp designer-not two design,Bracing shorn iviiTeK
Is for lalarol support cl lndnitlual rob mem ren Doty, Atldilional lampdory bmdnp to lmma stab5fly durinp cons Wdion is the m.....blpily of the
actor, AECbbnolpdmonentdocingoftheovda8strualb blMmWp sbillyof Rm WMi Ndesgnm.rogondolgurdaoaeregdding
labralion.qu Slyconhol,stdage,dekv .aodbnondbroug.cduull ANSI/IRI Quality Cileda.OSB29 and MSII WOding Component ]]P Greeneeck Lane,Suite 109
Scurfy mformallan ovmfbbla from Truss Plate Institute.583 D'Onohb Odve,Madison WI 9719. Citrus Heights CA 95610
Job Truss Truss Type Qty Ply MILNY WAY
rrI R245%990
MILKY Bass CAL.HIP 1
Job Reference loptionaD
GOLDEN STATE I.I.&I JOSE,CA 95149.DENNIS Cif 5 200 s J.1 13 2005 MRek offieter s.Inc Mon Mar 12 06
_67042 2007 page 1
5-5-D 5111.ty 7-114 9-IM (.05a 1510.9 �Zi4�
1E-0 5-5-0 04-II 1-I1.5 1.165 08-II 55-0 14.0
scale=1316
Bas
x4 11 site =
400 0 d
tl
IN I
g
2 99 6
� U
a �a
-I W
Jag = tt to 12 tJ 9 14 15 B 16 30 0
1.4 II sure= 1.4 II
04.0 0-0-0
5.54 l 7.114 165-0 410=0
5-5-0 24-0 24-0 5.5-0
slate Oflsets.(X.Y)�I3:0=4-0.0_7 121.IS:0_4-0.0_1_731
LOADING(psq SPACING 2-0-0 CSI DEFL In (roc) /dell Ud PLATES GRIP
TCLL 20.0 Plates Increase 115 TC 0.35 Veri(LL) .0.11 6.8 >999 360 MT20 220/195
TCDL 14.0 Lumber Increase 1,25 BC 0.78 Vert(TQ -0.22 6-8 >856 240
BCLL 00 Rep Stress Inv NO W3 0.18 Hoa(TL) 0.06 6 n/a nla
BCDL 80 Code UBC97/ANSI95 (Matrix) Wnd(Ly 0.09 9 >999 240 Weight:631b
LUMBER BRACING
TOP CHORD 2 X 4 OF No,18BIr G TOP CHORD Sheathed or 3-6-1 oc purlins.
BOT CHORD 2 X 4 DF No,18Btr G BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing.
WEBS 2 X 4 DF Sid G
REACTIONS (Ib/size) 2=1334/0-3-8,6=1334/0-3-8
Max Hoa2=8(load case 3)
Max Uplift2=-300(load Case 3),6-300(load Case 4)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0131,2-3=-3225/644,3-4=31841691,4-5=31841691.56=3225/644,5-7=0131
BOT CHORD 2-11=554/3020,10-11-55413020,10-12=56213008,12-13=-56213008,9-13=-56213008,9-14=-554/3008,14-15=-554/3008
.8.15=.55413008.8-16-54613020.6-16=54613020
WEBS 3-10=01428,3-9=.791454,49=251/93,5-9=80/454,5-8=0/428
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level,using 5.0 pat top Chord dead load
and 5.0 psi bosom chord dead load.100 ml from hurricane oceanline,on an occupancy category IV,Condition I enclosed building,of
dimensions 45 If by 24 0 with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist,(hey are exposed to wind, If
porches exist,they are not exposed to wind- The lumber DOL Increase is 1.33,and the plate grip increase is 1.33
3)Provide adequate drainage to prevent water ponding.
4)This truss has been designed for a 10,0 psf bottom chord live load nonconcument with any other live loatls,
5)A plate rating reduction of 20%has been applied for the green lumber members,
6)This truss has been designed for a moving concentrated load of 250,Orb live and 50.011D dead located at all mid panels and at all panel QfyQF E$$/�rl
points along the Bonom Chord,nonconcuo
ment with any other live loads.
7)Girder cavies hip end with 6-0-0 end setback.
8)Hangers)or other connection device(s)shall be provided sufficient to support Concentrated load(s)306111 down and 130111 up at 10.3.4,
and 306 Ib down and 1301b up at 5-6-12 on top chord. The design/selection of such Connection device(s)is the responsibility of others. QP �� Z
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r°
of C046 33
LOAD CASES) Standard
1)Regular:Lumber Increase=1.25,Plate Increase=7.25 dr EXP
Uniform Loads(plp
Vert:1.3=68,3.5=737,5-7=68,2-6=31(1`=15)
Continued on page 2 F C
March 13,2007
AL ..daG.verify dear,.wraererere i aGD XOTIrd ON TNraA IXCLWED lDY6a FEICflaAC6 PAGE ldD.>4 BEMUSE BE'•
Design ootid for use only withMl Tek c.rnas,da.Ih6 design a based only upon parameters shown.and h for anlndivelsol builtling component. �Y
Applicability of design poramenTan and proper Incorporation or componenr le resporeib9ry,of buibPp designer-not Imus designer.Bracing shown
is lar blemlurpporl at fndivbual word memben only.Additional temporary bracing to Insure stability during construction is the responsibilllfy of the I
Tek
erector. Addllionol permonenl bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1.
Fabrication,quality conaol.storage,delivery.erection and bracing,comull GH51y1111 Qri Cdleda.D5B 99 antl BC511 Brilli Component 7777 Greenaaek Lane,Sure 109
S.lerylnlermallen available tram Truss Prole lnslitute.593 D'Onohlo Drava.Matlhon.WI SJJI9. Cr Heignls,CA,95510
I
J00 Trusts NR Type.. N Pt, MILKY WAY
R2a5%888
MILKY 806 CAL MIP • 1 1
Jab Reference o tional
GOLDEN STATE LUMBER,SAID JOSE.CA 85148,DENNIS C1101_ 6388 a Jul 13 3005 MTek Indusvia,Inc.Mon Mar 12 09 17 40 0007 Page 2
LOAD CASE(S) Standard _
Concentrated Loads(lb)
Vert:3=-3065=-306
L,
1.
I'
w
a •
j
1 ..
r
Design
Aarrmeur.aw ltaAD rvorasore rxrre Axanva.unr�mraaae and
Is fa sr naama.reraeeroxaose. �•
Design wIW of usegnN w11b War connectors.o el pufffe IM design onosed orgy upon padmOlen y of bu mltl h la on Ir-ivpual bulklbn component.
AppiIsforI bgIsup dofpopdwI repndhrismincapdditonalcomponentkcingtoshaurolbulkllnuringcner-npleusstlaslBner.Brpcinpshown MiTek-
ISeclateraldilPo101lndlnl twebmembmp AddillmalIemp bracing toeulstabilityndm Wee. vgwelonhIbererpor .ng of the
cedar_AtldaYlnalpnnonmlbtaanp of llaeoecilland traithe resarit,:MUIKe bullet' risis.Orar9and II IBuicvrg Comnp
IaMy twesc.quallly conetche from
tl;Palle aedbn and Onalro off,M :ANn.wl 1719. Cebee.D58-BPantl 8C5118Wtllnp Comppnenl )rD GrcenvaG tane.5u4e 109
Solely lnlame0on pwibbl9 M1Pm atav Pole Institute.583 D'Oro6b OMe.Mp?aan.WI5311 e: Carus Hellin,CA 95610
Jab Trms Truss Type Oly ' Ply MILKY WAY
824596891
MILKY BC COMMON. 1 1
Job Referencei(Optional)
GOLOENSTATELU ,SAN JOSE.CA 06148,DENNIS CHOI 6200eJulJu1131321W6 MDeklndu9nes,Inc.Mon Mar tt O9.ta_W00] Refs.l
17-4-Q
tit-0 7-11-0 7-114 IS-0
$rale=1',305
4A=
3
400 12
z 4
34 = ] 8 8 3a9
5 Id
1.4 V�
0-04
o-o-g
7.114 l5i
7-114 zll-a
LOADING(par) SPACING 2-0-0 CSI DEFL in (loc) Udell Vd PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.52 Van(LL) -0,25 2-6 x759 360 MT20 2201195
TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vill -0,38 2.6 >491 240
BCLL DO Rep Stress Incr YES WB 0.19 Hoa(TL) 0.02 4 Na rare
BCDL 8.0 Code UBC97/ANSI95 (Matrix) Wmd(LL) 0.04 2-6 a999 240 Weight:52 to
LUMBER BRACING
TOP CHORD 2 X 4 OF Ne.IB,Btr G TOP CHORD Sheathed or 3-3-0 or;purlins.
BOT CHORD 2 X 4 OF No.16Btr G BOT CHORD Rigid ceiling directly applied or 4.7.3 oc bracing,
WEBS 2X 4 O Sid
REACTIONS (Ib/size) 2=765/G-3-8,4=765/0-3-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT
Max Hor22=-12(load use 11) - LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE
Max Uplih2=.878(load case 8),4=-878(load use 11) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW.
Max Grev2=1458(load use 7);4=1458(load was 6)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2.3=-3400/2292,3-4=3400/2292.4-5=0/31
BOT CHORD 2.7=211512941.6-7=1073/2133."'-1084/2133,4.8-2114/2941
WEBS 3-69/455
NOTES
1)Unbalanced roof live loads have been con51dered for this design.
2)This truss has been designed for the wind loads generated by 80 mph winds at 2511 above ground level,filing 5.0 psf top chord dead load
and 5,0 psf bottom chord dead load,100 mi from hurricane oceanllne,on an occupancy Category IV,condition I enclosed building,of
dimensions 4511 by 24 it with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are exposed to wind- If
porches exist.they are not exposed to wind. The lumber DOL Increase is 1,33,and the plate gnp increase is 1.33
3)This buss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads.
4)A plate rating reduction of 20%has been applied for the green lumber members.
5)This truss has been designed for a moving concentrated load of 250.0101ive and BOOM dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcurrent with any other live loads.
6)This truss has been designed for a total dreg load of 260'00. Connect was to resist drag loads along bottom chord from 0-0-0 to 15.10-0 OP ESS/
Nq
for 260,0 pD. Fl 0
LOAD CASE(S) Standard fV�� .^�R S.
Q� cF
4
in
LIJ
C 046 3 mx
• EXP -07 rr
EOF A �
March 13,2007
A h, WAEadsO-all dul raranvYr4 and BdAD AT)i ON THIS ABD rBQADED 1llifEW renew-e PAGE a0tl BlUrbi USE.
Design valid for use only Mlh NiTok conneclan.This gallon h based only upon paameleu shcvm,and Is to an Individual building component, Y�
Appuc.l of design paramenlen and pope Incorporation of comPonenl a responbiity of building designer-not truss designer.Bracing shown MiTek
is for lotpol supppa
ort of individual vmb members o*.Addilional lemvy bmdnB to Insure really during comeucflm
on a e rosvonsual of the
Classes.Adaagnal pmmanem dof B or the overall structure a tre responsbFty of the buldirp designer.For general guidance regredirg
fabrication,quality control,storage.deflvo r.pedion and bmdng.consult Allill Ouenh Ctlletle.DSB-89 and BCBII Building Component 7777 Gmeneeck Lane,SuAe D9
Setehlnformellan available ham lmss Plate lndllule.SIC D'Oni Drive.Mail WI 53719. Cards Hall CA 95610
Job Truss Truss Type Oly Ply MILNYwAY
7 JOC ROler:l(OQIgall, R2a5%002
MILK Y BHR CALRii 2 I
GOLDEN STATE LUMBER_SAN JOSEdW5140.DENNIS CHOI 6ZOD eJUI 1320051T1ryEl�Tneermer.mc Men Mdr 12 09 17 43 2007 PW-13
@-2.0 8-3.12 T 1-2-0
2.2-0 8-0 12 210-a
Scale=1'220
a
1\ Id
Nailed 3x4
283 rj-2 3a4 11 /31
Nailed
3.4 \\ 6
3.4 \\ Nailed
ed12 5 kv
2
h
ta0-11
0-0-0 2-613
112-0
112o
_P_lata Of/setslX.Y1�[2:0_fi:6.Etlge1
LOADING(psi SPACING 0-4-0 CSI DEFL in (loc) VdeB Lid PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.25 Ven(LL) -0.03 2.3 1999 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0,00 Ven(TL) -0.04 2-3 1999 240
BCLL 0.0 Rep Stress lncr NO WB 000 Hoa(TL) -0.00 3 fila We
BCDL 8.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 2-3 1999 240 Weight 37 Ib
LUMBER BRACING
TOP CHORD 2%4 DF No.lBBlf G'ExcepP TOP CHORD Sheathed or 6-0-0 on;puffins.
2-3 2%6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0.0 ac bracing.
REACTIONS (Ib/size) 4=-20/Mechanical.2=139/0-3-5,3=257/0-3-8
Max Hoa2=20(load case 3)
Max Uplift4=-20(load case 1),2=53(load case 3),3=90(Ioad case 3)
Max Grav4=6(load case 4).2=139(load case 1),3=257(lood Case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=016,2-5=-2410,5-6=-710,3-6=22/47,3-0=12/1
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load
and 5,0 psf bottom chord dead load,100 ml from hurricane oceanllne,on an occupancy Category IV,condition I enclosed building,of
dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end venicels or Cantilevers exist,they are exposed to wind. If
porches exist.they are not exposed to wind. The lumber DOL increase Is 1.33,and Ne plate grip increase is 1.33
2)A plate rating reduction of 20%has been applied for the green lumber members.
3)Refer to girder(s)for truss to truss connections,
4)Bearing at joint(s)2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5)Beveled plate or shim required to provide NII bearing surface with truss chord at joint(s)3,
6)This truss has been designed for a moving Concentrated load of 250.Olb live and 50.Olb dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcument with any other live loads.
7)"Nailed"indicates 3-104 or 2.124 Common wire foe-naila �O Q�QF ESSf�N�
8)In The LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
S S
LOAD CASET�,yc�Fy
1 1 Standard n,
1)Regular:Lumber Increase=1.25,Plate Inuease=7.25
Uniform Loads(fall)
m
Ven:1-4=11 Oc C 6433
Concentrated Loads(b)
Ven:5=.22(F)6=-205(1`=98,B=106) * R T-07
0
March 13,2007
jill wARANNG 39E3101asE paE. I BB
Design void lo,use mry villi F41e4 constrictors.This assign is based only upon parameters shol and a for an indMidual building component. �.reeaeu�
A pp4cabilllY of design paramenten and proper incorporation of component u responsibility of building tlesigner-not two resigner.Bracing shovm u Pi�niTeK
Is IOC lalural support of mtlivyvol web mamba OnlµAdditionol lemporary bracing to insure nabllily during constmdion o responsibility of me
<1e001,ACdelonal permanent bracing of the Oyi structure B the asponsibllily of the buitling designer.For general guidance regarding -
fabrication,gvoF,Iycontrol,storage.dewm9,erection and bractngconsult ANSINFt Quality CMeda.DSB-a9 and BCSII totaling Component 7777 Grail Lane,Sine 109
Sulety lnlormallon available From Truss Plate lmNule.583 D'Onions Dilve.Madison.00153719. Cnmd Hinnyu C0.95010
Job Truss Trues Type Oil, Ply MILKY WAY
q}a5969e]
MILKY J602 JACK 2 I
Job Roforoncu(optional) 0-0-0
GOLDEN STATE LUMBER,SAN JOSE,CA 9SIV,%ENNIS CHOI 0-70 6 NO S Jul 132005 Meek Industries.Inc Mon Mar 12 09.D 432007 Pagel
-1 E-0 I 1.11-11 fi -0
1E o 1-11-11 4-0.5
Scale=1:12.2
3
4aDF-2
2
h �I
2x4 =
5 4
000
0-0.0 0-7-0
1-I1-11 6-o-a
1.11.11 4,Q-
LOADING(psr)
9-LOADING(psr) SPACING 2-0-0 CSI DEFL in (for) gde0 Lid PLATES GRIP
TCLL 20.0 Plates Increase 125 TC 0,12 Vert(LL) -0.18 2.4 >379 360 MT20 220/195
TCDL 14.0 Lumber Increase 125 BC 0,76 Ven(TL) -0.26 2-4 >265 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horil -0.00 3 n/a n/a
BCDL 8.0 Code UBC971ANS195 (Matrix) Vdnd(LL) 0.00 2 "" 240 Weight 131b
LUMBER BRACING
TOP CHORD 2 X 4 OF No.lBBtr G TOP CHORD Sheathed or 1-11-11 oc purlins.
BOT CHORD 2 X 4 OF No,filar G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS pb/size) 2=257/0-3-8,4=47/Mechanical,3=24/Mechanical
Max Hoa2=50(load case 3)
Max Uplif 2=.92(load case 3)
Max Grav2=433(load Use 7),4=347(load case 8),3=24(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2-3=36/4
BOT CHORD 2-5=010,4-5=010
NOTES
1)This truss has been designed for the wind loads generated by BO mph winds at 25 It above ground level,using 5.0 psf tap chord dead load
and 5.0 psf bottom chard tleatl load.100 mi from hurricane oceanline,on an occupancy category IV,condition I enclosed building,of
dimensions 45 h by 24 it with exposure C ASCE 7.93 per UBC971ANS195 If end verticals or cantilevers exist,they are exposed to wind. If
porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33
2)This Truss has been designed for a 10.0 psf bottom chord live load nonconcYfrent with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members,
4)Refer to girder(s)for truss to truss Connections.
5)This truss has been designed for a moving concentrated load of 250,Olb live and 50.01b tleatl located at all mid panels and at all panel
points along the Bottom Chord,nonconcurrent with any other live loatls,
LOAD CASE(S) Standard
�OQtZOF ESS/0,v,
�p SER SUJ
.
Oil
C 046 3
EXP - 07
rFOF
March 13.2007
WAANarG wrifirdeelgn panmapers brief a E'.1DNG MON Teta ArIDrNMWW4a'raN ALI6aFXf2L PAGE am 7473 BEPOFE USE, 854
Design v.rd Ib use anlk, In Welk canned..Ihn desgn a based onky upon pommel.sbenn,an is Ica an in0id0ual building component. 5 W
ApoicabiLry of design paramenlen and propos inRxprib on of conponent is respom igry of building designer�not lmu designer Bracing shown MiTeK
Is for lateralmpporl of ad osduol web rp members only AddilionollebMCingtonsureslabl,lydurngconsM1ulion'a lberespansinthly of the
actor Additional permanent betting of the prisms structure Is the responslbMy of the building designer.For general guidance regarding -
fabricalionquality control storage.pence,erect an and bracing.Consult ANSI II Dually Carter.,DSE.89 and BCSI I Beliding Component 7777 Greenback Lane.Suite lag
Salalylnlwmollon mrobblo Isom Trvn lions lmlilufe.SBJD'OnoVb Drive.Madison.W15J719, odms Heights.CA.95610
Job Truss Truss Type Qty P y MILKY WAY
824596904
MILKY A04 JACK 2 I
Job Jul 13 2nce(Optional)Mal) I
GOLDEN STATE LUMBER,SAN JOSE.GBe1&WNNISCH01 - 6200 sJUI1J 20(15JI�nef mpmuwe lnc Man Mar 12 W.l]a]2p0]Page l
-B 3-11-11 6-0.e
IL-0 3-11-11 245
Scale=1:12.2
3
4.00
2
I
2x4 cs
s 4
040
0.0-0 Id-o
3-11-11 640-0
3.11-11 2:0-$
LOADING(psp SPACING 2-0-0 CSI DEFL in (lot) Well Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.17 2-4 >395 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 075 Vart(TL) -0.25 24 >276 240
BCLL 0.0 Rep Stress Ina YES I 0.00 Hoa(TL) -0.00 3 rue we
BCOL 8.0 Code UBC97/ANSI95 (Matrix) Wmd(LL) 000 2 "'- 240 Weight:161b
LUMBER BRACING
TOP CHORD 2 X 4 DF N0.18Btr G TOP CHORD Sheathed or 3-11-11 oc purlins,
BOT CHORD 2 X 4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing.
REACTIONS (Ib/size) 3=100/Mechenlcal,2=308/0-3A,4=46/Merhaniwl
Max Hoa 2=72(load was 3)
Max Upli83=-35(load use 3),2=104(load case 3)
Max Grav3=100(load was 1),2=454(load use 7),4=346(lood use 8)
FORCES (lb)-Maximum Compression/Marrimum Tension
TOP CHORD 1-2=0/31,2-3=-50/25
BOT CHORD 2-5410,4-5=0/0
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level,using 5.0 psf top chord dead load
and 5.0 psf ba8wn chord dead load,100 mi from hurricane oceanline,on an occupal category IV,conation I enclosed building,of
dimensions 45 ft by 2411 with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist,they are exposed to wind. If
porches exist,they are not exposed to wind. The lumber DOL Increase is 1.33,and the plate grip Increase is 1,33
2)This truss has been designed for a 100 psf bottom chord live load nonuncurrent wah any other live loads-
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Refer to girders)for Truss to Fruits Connections.
5)This truss has been designed for a moving concentrated load of 250,OI6 live and 50.01b dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcument with any other live loads.
LOAD CASE(S) Standard
�oQROFESS/pNq
S. TjNCI nuc
QP F� m
C046433 T'
Ar E -o-7
rFOF
March 13,2007
Design ignamaar pseWIF, in paAm.erre=rte Fa.1CNOT45ondafe ANpffpLpaelistsa R and afaa]'Aoa pmol heading
aeroaa use �.
Applin vo5!Iw wagn vnlhenterMitek COMO repair
necrporols design bbNedonlynent responstn of buantlblar an mtlKdvulbeMinp COmpingsh
Appialoalygldesl.1 indilleeand paper Ncapomllonol coursers,bracing
bcingto horn Olbuiltl'nuringcer-uction not 4 the responsibility
shown MiTek'
is for I V Ad uppal OI in anent wpb members vera Atl duce l lMe he rury brudnp to a buil MabiAes designer.
construction g b the a regarding
cal the
emUp_Atltlpbnal permanent bmdnp OF the Overall and tra i g. onsull alb AN11,of the building ripen.Fpi19 and Il SII Building
legating
Igbpcalipn.quality controlvoi ,etoma PialemMle,and trading. n.Wi11OVOIay C61MO.Wa-B1an4 aC]II aW41nBCOmponenl Cam Greenback CA.9541110
109
Salah lnlam011en availpble Bpm lrvq P101p hetiNle,SB]0'OnoMO dHa.MatDfOn.W153]le. Cpms Heights,CA.95810
Job Truss Trusts Type any Ply MILKY WAV
fttL596BE6
MILKY J60a JACK I I
Job Jul 132005 oq@pUgll 2 fi 6
GOLDEN STATE LUMBER,SAN JOSE.GA9�DENNIS 01101 62W SJul132o05 lnc Mon Mar 1309.174a 2007Pagel
I -1-6 7-915
160 600 1915 4
�dyAle=1:17.0
b
3
4.00
2
e s
1-11-1 2a 6
0-0.0 000
".a
00q
LOADING(fu ) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1,25 TC 0.35 Ven(LL) -0.17 2-5 ,395 360 MT20 220/195
TCDL 14.0 Lumber Increase 1,25 BC 075 Ven(TL) -0.25 2-5 >276 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a me
BCDL 80 Code UBC97/ANSI95 (Matrix) VNnd(LL) 0.00 2 "'• 240 Weight-22111
LUMBER BRACING
TOP CHORD 2 X 4 OF No.lBBtr G TOP CHORD Sheathed or 6-0-0 oc puffins.
BOT CHORD 2 X 4 DF NO.lBBtr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Iblsize) 4=62/11fechanical,2=368/0-3-8,5=46/Mechanical,3=240/0-3.8
Max Harz 2=117(load case 3)
Max Upli84=-26(load case 3),2=1 1 1(load case 3),3=98(load case 3)
Max Grav4=62(load case 1),2=478(load case 7),5=346(load case 8),3=240(load case 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1.2=0131,2-3=-69/46,3-4=16/16
BOT CHORD 2-6=010,5-6=010
NOTES
1)This truss has been designed far the wind loads generated by 80 mph winds at 25 fl above ground level,using 5,0 psf lop chord dead load
and 5,0 psf bottom chord dead load,100 ml from hunicane oceanllne,on an occupancy category IV,condition 1 enclosed building.of
dimensions 45 it by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end vanicals or cantilevers exist.they are exposed to wind. If
porches exist.they are not exposed(o wind, The lumber DOL increase is 1.33,and the plate grip increase is 1.33
2)This truss has been designed for a 10.0 puff bottom chord live load nonconcurrenl with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Refer to girders)for truss to truss connections.
5)Beveled plate or shim required to provide lull beating surface with truss chord at joint(s)3.
6)This truss has been designed for a moving concentrated load of 250.0111 live and 50.011,dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcunent with any other live loads.
LOAD CASE(S) Standard
�OQROFESSIO,v�(
� ERs. riN F�
� CF c
c� 2 "� To
UILI Cf
C046 3
t EXP 07 :
i�
TFOF
March 13,2007
ignANMCuse only Win Tek connectors.
o nectoW The design
N6]SaaNTWB upon
aWTBNeVE is for
ran rud Vfiuil Bng component. 866
Design ability for use only stiffer CEcon paper IDudeApnebaf component
oed onlyponent rosperedfy of building
is r-not two
designeompongsh �]WY
Applicabililyalpeiignparamenlarsantl rslincorpaalionollemmnenlbreepomisweslbaiiddm evpnel�nalhustefigntt-Blacinyalthe MiTek
trioisiolol Additiporl olmtlivboadr.c., fthe.,ee. 0ru iliMpllempparybmfing toi truld. odongringconemClionulancefpomibl9ily of the
Credo/. n,quanal p control,
enl gecingue Is. evNOY 1 and
set 'rs Ina Iefpombii Nal PII Watling tlmgnec S-Reties/guidance rg C..ng
ICMkmif®r a ly conlml.e from True,
Plate aCGlte antl Macing,crt,,o. ANSI/IPII OaalllYCtllatlo,DSS-89 an4605116v04In6 Cempenml ]77]GreeneecCLane,Su.".e 109
Safely lnlermallen available from WpPlela lnfllWle,503 D'Onohq DMa.motlifon.WI 53719 Wrvs HeighU,CA,95610
Jobtoss Truss Type ty Ply MILKY WAY
R2d5%BB]
MILKY JAo2 JACK 1 1
Job Reference(optional) o4-0
GOLDEN STATE LUMBER,SAN JOSE,CA 9514%4NIS CHOI 0.7.0 B.ZOo a Jul U 2005 Mnek lnduather,Inc. Mon Mer 12 09 17 45 2007 P.,I
-LB-0 1.11.11 5-0.5
14.0 1-11-II 3-11-10
Seale=1:11.7
3
440 12
2
A
Id
2x4=
5 4
04.0
044 0-74
1-11-11 54-5 r
1-11-11 34.10
LOADING(psf) SPACING 2-0.0 CSI DEFL In (loc) IIdeO Ud PLATES GRIP
TCLL 20.0 Plates Increase 125 TC 0.12 VerTLL) -0.16 24 >422 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.22 2-4 >297 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Hort(TiJ -0.00 3 n/a n/a
BCDL 8.0 Code UBC971ANS195 (Matrix) Wind(LL) 0.00 2 ---- 240 Weight:13 lb
LUMBER BRACING
TOP CHORD 2%4 DF No.18BU G TOP CHORD Sheathed or 1-11-11 oc puffs.
BOT CHORD 2%4 DF NO.IBBtr G BOT CHORD Rigid ceiling directly applied or 10-0-0 or;bracing,
REACTIONS (Ib/size) 2=255/0-3-8,4=44/Mechanimi,3=24/Mechanical
Max Hoa2=50(load case 3)
Max Upli112=44(load case 3)
Max Gmv2=431(load Case 7),4=344(load case 8),3=24(load Case 1)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2-3=3674
BOT CHORD 2-5=010,4-5=-010
NOTES
1)This truss has been designed for the wind loads generated by 00 mph winds x125 ft above ground level,using 5.0 psf top chord dead load
and 5,0 psf bottom chord dead load,100 ml from hurricane mealtime.on an occupancy category IV.Condition I enclosed building,of
dimensions 458 by 24 ft with exposure C ASCE 7-93 par UBC971ANS195 If end verticals or cantilevers exist,they are exposed to wind. If
porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33,and the plate grip increase is 1.33
2)This truss has been designed for a 10.0 psf bottom chord live load nonwrcurlent with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members..
4)Refer to girder(s)for truss to truss connections.
5)This truss has been designed for a moving concentrated load of 250011,1ive and 50.011,dead located at all mid panels and at all panel
points along the Bottom Chord,nonc000amenl with any other live loads-
LOAD CASE(S) Standard
OQROFESSi
ER S. TjN c�
4P F� m
LU
CO 433
+ 7
FO
March 13,2007
WAR -Verify 4eelpnyararradeere surd READBOTBa DB TNIB ABD aV617BBll Y1T[a rVJBRPX[B PAOa MIT 7473 BBPeRS USE SBI
DesW nalial for use Ow Mlh M7ak corermtori nrbdesign Is bofeo6dir upon paramalen shown.and Islas on lnCVldual bulwngcompment. �YY11YY
Appucabi6ry of design preannenlies and Worpesincwparallon of component K responvbnlly olbuilding devgner-nal truss designer.Bracing shown i�niTeK
If for blerol support of Indivisivol ymM
b members only.Additional lempaay bracing to BMe 0.1ol ty during c.rdW.lonhea traspon[Lelty of the
reactor. Addlional pemwnenl bracing of the uvaual structure b the refponeLeryol the Wing designer.for general guidance regarding
lobricalian,quality control,storage,delivery,'emclbn and brocing,consult ANSI/1141 Quality Ci teda,DSI.89 and ICSII Building Component 77"Gmeebece lane,sun.109
Satety ielarmanon ave bb�from Twss Pbte nslllute.5B3 QOnohb Delve,Madlwm Wf 53719: Citrus Heights,CA 95610
Job Tru Truss Type Oly IrPly 1I MILKY WAY��- R2.596999
MILKY JAp< JACK I 1
Job Reference(Dplional I
GOLDEN STATE LUMBER,SAN JOSE,CA 8514 gF,dJN15 01101 fi 400 s Jul 13 4005 MIT1kJlr�uslnes.In[, Mon Mer 14 09.17A5 0007 Pape I
-1 fi-0 i 3-11-11
LB-0 3-11-11
3 Scale=L11.7
I
4.00 12
2
I
KI
ge
2x4=
5 4
0-0-0
0.0.0 3 0
3-11.11 5.85
3-11-11 1810
LOADING(PST) SPACING 2-0-0 CSI DEFL in (loo) Udell US PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(ILL) -0.15 24 1441 360 MT20 220/195
TCDL 14.0 Lumber Increase 125 SC 0,70 Verl(TL) -0.21 24 1311 240
BCLL 0,0 Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 3 n/a No
BCDL 8.0 Code UBC97/ANSI95 (Matrix) Wlnd(LL) 0.00 2 "" 240 Weight,16 to
LUMBER BRACING
TOP CHORD 2%4 OF NO.lBBtr G TOP CHORD Sheathed or 3-11-11 oc purlins.
BOT CHORD 2%4 OF No.lili G BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing.
REACTIONS (Ib(size) 3=100/Mechanical,2=305/03-8,4=,13/Mechanical
Max Horz2=72(load case 3)
Max Uplih3=-35(load case 3),2=105(load case 3)
Max Grav3=100(load Case 1),2=451(load case 7),4=343(load case 6)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0131,2-3=-50125
BOT CHORD 2-5=010,4-5=-010
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level,using 5.0 psi lop chord dead load
and 5.0 psi bottom chord dead load,100 mi from hurricane oceanlina,on an occupancy category IV,condition I enclosed building,of
dimensions 45 If by 24 fl with exposure C ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist,they are exposed to wind_ If
porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33
2)This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members,
4)Refer to girder(s)for truss to truss Connections.
5)This truss has been designed for a moving Concentrated load of 250,0I1b live and 50.0Ib dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcUment with any other live loads,
LOAD CASE(S) Standard
�OQRpF ESS/ONS
Q ER SLLJ
,
Q
C 0 433
1-0i
60 P
March 13,2007
Ah wAANLVGVerlb design pdramelere oM RBADBOT£80N ThUSABDDICLUDBD a a MRLI£FSNCL PACE=7473 BSi9Ra USS. Bap
Design—ip for use onp-in Mitek tonne[torsthis design is based only upon parameters shcvm and u for an Individual builtling componenl. eW
App14cab14ry of design pommenlns and pope,Incorporation of componenl is respanibiRy of buIding designer-nor trust designer.bating shovm iviiTeK
is for WIem1 support of individualwemp
b members only,Addilionallew bracingtoassureslabil,Wdumgcomlmclion'o Inaresponsibill,lyof Iho
erector, Additional permanent bracing of theovemO SVuclureh lino responsibility of the buWa Ing dnigner.For general guidance recording
lobkolion,quarity control,storage,de1I erection and bracing.consull ANSI fell Dealt Criers.DSA-81 and 8CSt1 Building Component 7777 Gmenbe[k Lane,Sure 109
Safely Information available from Truss Plate lmliluf¢SIBS D'Onohio Drive,Madison.WI 53719, Cerus Heignls.CA.95610
JobTruss Truss Type Div Ply MILKY WAY
F24596999
MILKY JAN JACK 2 I
J0 a Jul 13 2005
vital,
I4 2
GOLDEN STATE LUMBER.SAN JOSE.CA g514e DE1 ^.DCIKJI 620a3Ju11]20o5 MrTex lnamine3.Inc Mon Mar laP45200] Pagel
5_i ; -1li
1-60 5-0 5 30-0
e$rAle=1',140
I y
400 F12 C
h
2
2x4 =
5 4
1-na
0a-0 04 o
54-5
5d_5 Ud-0
LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.15 2-4 >441 360 MT20 220/195
TCOL 14.0 Lumber Increase 1.25 BC 070 Venji-) -0.21 2-4 x311 240
BCLL 0.0 Rep Stress Incr YES WS 0.00 HOrz(TL) -0.00 3 ore ITS
BCDL 8,0 Code UBC97/ANSI95 (Matrix) VJlnd(LL) 0.00 2 ---- 240 Weight:1911,
LUMBER BRACING
TOP CHORD 2 X 4 DF No,18BIr G TOP CHORD Sheathed or 5-8-5 oc purlins.
BOT CHORD 2 X 4 DF Nu.lBBtr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ibeize) 3=177/Mechanica1,2=365/0.3-8,4=43/MechaniCoI
Max Horz2=95(load case 3)
Max Upli83=.71(load case 3),2a-120(load case 3)
Max Grav3=177(load was 1),2=476(load case 7),4=343(Ioad rase 8)
FORCES (lo)-Maximum Compression/Maximum Tension
TOP CHORD 1.2=0131,2.3=-69/45
607CHORD 2-5=010,4-5=0/0
NOTES
t)This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level,using 5.0 pelf top chord dead load
and 5.0 pill bottom chord dead load.100 all from hurricane oc to nline,on an occupancy category IV,condition I enclosed building,of
dimensions 45 fl by 24 tt with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist,they are exposed to wintl. If
porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33
2)This truss has been designed for a 100 psf bottom chord live load nonconcument with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Refer to girders)for Inuss to truss Connections.
5)This truss has been designed for a moving Concentrated load of 250.01b live and 50.011,dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcumenl with any other live loads.
LOAD CASE(S) Standard
QµOFESSI
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��yyyy March 13,2007
DeswAvaIND,verlfyry-InpanmebnaM ad AD adfa8oad only
ANDINdamet EPfEKRa and
Isfor
CCPAOB component.
oone ®eg
Appicvalitlfor uze on puraenersit annprlar3.thisdesignab of component poramelenzM1own.angdesignr-not loodesigncompong sh
gppl'rcgbl6tyaltlesignpqrqmontws and proper nporpdalionolcompanen racing 1.irr liry ollaMlygringc er-nolonis terespo Bracing move MiTek
erector.
Add,pporl of permanent
wob mambas only, AtldlllonellCe respomporalnsibility
bracing lth insure zng designer
or general ui lancezpornibinglit,falbrof lM1e
soar. r,q uonol permanent storage
Bve the section
and lum b the consult
3Llliry of the building designer.For General SII Belce regardmoo
Solely
Ison.quality control. fromv.use i late arCGliOn Ontl bacleg,Drive, Aon.WlI5 719.QualCrllerle.Gas 89 and 10511 Bull4ing Component CIN Hea iris CLane,Suite 109
Salah InlPrmallOn OvaibblC from rraM Plate Indltule,SBJ D'OnOM1Ia Drive Mptlison.w153)19. Cnw Hergnls.CA,95610
JOO TN66 TNSa yp0 ly Ply MILKY WAV
R3a596890
MILKY j": JACK 2 1
Job Jul 13 2lwloo k linsi l
GOLDEN STATE LUMBER,$PN JOSE,CA g�5 DENNIS Clgl 6 200 5 Jul q 2�5dAfTek Inau511Me,Inc Mon Mer 4 a9.11 48 3001 Page I
-1-6-0 I 585 i 7 -1
1-6-0 5a-5 2-36 4
Settle=1.17.2
Id,
3
4 gD F12
17
�I 4
2
:4=
8 5
,-9-14 2-0 0
080 "-0
SA-5
5-e-5
LOADING(psp SPACING 2-0-0 C51 DEFL in (loc) Vdeg Ud PLATES GRIP
TCLL 20,0 Plates Increase 1.25 TC 0.31 Ven(LL) -0.15 2-5 >441 360 MT20 220/195
TCDL 14,0 Lumber Increase 1.25 BC 0.70 Ven(TL) -0.21 2-5 >311 240
BCLL 0.0 Rep Stress Incr VES WE 0.00 HOrz(TL) -000 4 1 n/a
BCDL 8,0 Code UBC97/ANSI95 (Matrix) Ndnd(LL) 0.00 2 '— 240 Weight:21 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No,18BIr G TOP CHORD Sheathed or 5-8-5 oc purlins.
BOT CHORD 2 X 4 DF No.1&Blr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing,
REACTIONS (Ib/size) 4=78/Mechanical,2=356/0.3-8,5=43/Mechanical,3=244/03.8
Max Horz2=119(load use 3)
Max Upldl4=-33(luad use 3),2=108(load use 3),3=99(load use 3)
Max Grav4=78(load use 1),2=472(load use 7),5=343(Inad case 8),3=244(load use 1)
FORCES (Ib)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0131,2-3=-68/43.3.4=20/20
BOTCHORD 2-6=0/0,5-6=010
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level,using 5.0 psf top chord dead load
and 5.0 psf bottom chord dead load,100 mi from hurricane oceanline,on an occupancy Category IV,candmon I enclosed building,of
dimensions 45 If by 24 N with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist,they are exposed to wind. If
porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33
2)This truss has been designed for a 10.0 pill bottom Chord live load nonconurfent with any other live loads.
3)A plate rating reduction of 20%has been applied for the green lumber members_
4)Refer to girder(s)for truss to truss Connections.
5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.
6)This truss has been designed for a moving Concentrated load of 250.01b live and 50 Olb dead located at all mid panels and at all panel
points along the Bottom Chord,nonconcurrent with any other live loads.
LOAD CASE(S) Standard
OQROF ESS/07�q
RS )j/ eq
Q CF c
3 2 ` To
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March 13,2007
A1A WA MG-Verblr Eeslpnp mmeWsoMREADNMMOM7HISARD7NC7-UDEr1daTEKRV£R MPAGEe 74739ar UM, Bga
Design veld lm me anry In h4iek<onneClgs.Me design Is bar only upon paromelen strul and is la an individual buill component.
Applicabirny or design paramenlm and propel incorporation of component Is 1espamibil,ty of buMingtlail nal Wssdesignec9rocingsbawn i�niTeK
is for lalmal support of ln6vitlual web members only. Additional Temporal bating to Insure slabllily during conslruclion Is the responsibiF.tly of the
crucial,AddJgnol permonem bracing of the overall structure Is the responsibility of the cording dotal FIX general guidance regarding -
Iobricolion.quality controlnlaage,cannery,erttlton and brodng,col ANSIRSN Dooley Ctlbdo,of and III Building Component 77P Greenback Lane,Sate 109
Safely Information ovaibbla from loo Plate hatilva.583 D'Onoi dMe-Madison.W153719_ Cams Heights,CA.95610
Job Swiss
Swas Type tY Ply MILKY WAY
R345%B91
MILKY Ala ACK I 1
Job Reference( pl' 0
GOLDEN STATE LUMBER,SAN JOSE0W5148,DENNIS CHOI "-a 6200 a Jul 13 2005 MNeh Indunnes,Inc.Mon Mer 12 09.17 46 2001 page 1
-LD-0 I
S 1 9-7-15
I
Ib-0 54-5 34110 a
$ye=1:19.8
d
4 o0 12
3
2
8 5
I-9-14 3-I-12
0.o-0 2" = 0.0-0
5E-5
5d-5
LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP
TCLL 20,0 Plates Increase 1.25 TC 0.31 Vert(Ly -0.15 2-5 1441 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0.70 VerI -0.21 2.5 >311 240
BCLL 0.0 Rep Stress Inv YES WB 000 Hoa(TL) -0.00 4 n/a fila
BCDL 8.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 2 '--- 240 Weight 241b
LUMBER BRACING
TOP CHORD 2 X 4 OF No.I&Btr G TOP CHORD Sheathed or 5-8-5 oc purlins.
BOT CHORD 2 X 4 OF No-1aBtr G BOT CHORD Rigid ceiling directly applied or 1&0-0 oc bracing,
REACTIONS (Iblsize) 4=135/Mechanical,2-356/0-3-8,5=431Nechanical,3=302/0-3-8
Max Horz2=138(load rase 3)
Max Upli84=-57(load case 3),2=101(load Mae 3),3=124(load rase 3)
Max Grav4=135(load case 1),2=472(load Wse 7),5=343(load rase 8),3=302(load rase 1)
FORCES plat-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31,2.3=-88/43,3-4=34/34
BOT CHORD 2-6=0/0,S-6=0/0
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level,using 5.0 psf top Nord dead load
and 5,0 psf bottom chord dead load,100 mi from humcane oceenllne,on an occupancy Category IV,condAlon I enclosed building,of
dimensions 45 It by 24 IS with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or Cantilevers exist,they are exposed to wind If
porches exist,they are not exposed to wind. The lumber DOL increase Is 1.33.and the plate gdp increase is 1.33
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads-
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Refer to girders)for buss to truss Connections
5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.
6)This truss has been designed for a moving Concentrated load of 250.011a live and 50.Olb dead located at all mid panels and at all panel
points along the Bottom Chord.nonconcument with any other live loads.
LOAD CASE(S) Standard �OQROFESS/ONS
Q r R S. r7N �F2
) �� c
cD
C04 433rn
* E -07
I
OF
�apppp March 13,2007
l/y
m WARaWrO-VerdeelanpavG4th
nrr.arW a£AD NOTES ON THiB AND A'6UDab NITSIr aPlEa&YC3 PAGE 7473 Gibraltar g
UW. o'
Devon volld for use only Will Wei,connecters:file design b basama
d only upon aara .lashavn.and B for an Individual building compenenl.
AppBmbEty of design pommenlns and proper lncarporallon or colrpa0ent b res,atha N of building designer-not lmv designer Bracing shown iViiTek
n 1w W Ictal suppwl of irMividual web membarf only.AtlW1gMl tampaad
y ociry to Cave nabilty during construction 6 the resdonribBily of the
cracks.Ack lbnol pemronenl among of the overall structure B the responslDSly of the Wilding designer.For general guidance regad.ng ............I-
fabrlcolion.over',cannel,dares.,delivery,erection and bradW.consult -ANSI/1111 Guests,Colada.DSB49 esrW SCSII 11.1de,Ca.....at 7777 Greenback Lena-Sure 109
Solatylntamollon available hornLuz Plate Institute,583D'OWfks Drive.Madison,W153719. Cnms Heights.GA.95610
lobTNSS TJACNThu" ype, 4 Dty Ply -3 0
MILI(Y WAY
LK
Job Reference(oplional) 8249609]
MIY 5124 1 1
GOLDEN STATE LUMBER.SAN JOSE,CA 95148,DENNIS CHOI 0A0 04-0 6 Xq S Jul 13 0005 MReX Industries,Inc Mon Mar 12 09 17 47 2007 Page 1
1-fi-0 ,1 2-0-0 13-II-II -1
3
1E0 2-0-0 1-11-I1 pli
�6yrala=1,9 B
y d
4 00 12
2
f
2x4 =
5 4 a.D
0 0
2-0-0
2.0-0
_elate on5et5.(x.n�lz;o7o-o.o-aol
LOADING PSI) SPACING 2-0-0 CSI DEFL in (Ibc) Udell Ud PLATES GRIP
TCLL 20.0 Plates Increase 1.25 TC 0,13 Vert(LL) -0.01 2-4 b999 360 MT20 220/195
TCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.01 2< >999 240
BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0,00 3 Tills n/a
BCDL 8.0 Code UBC97/ANSI95 (Matrix) Wnd(LL) 0,00 2 ---- 240 Weight,11 Ib
LUMBER BRACING
TOP CHORD 2 X 4 OF No.18Blr G TOP CHORD Sheathed or 2.0-0 oc purlins.
BOT CHORD 2 X 4 DF No.16.Btr G BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing.
REACTIONS (Ib/Size) 3=108/Mechanical,2=270/0-3-8.4=16/0-3-8
Max Horz2=72(load Case 3)
Max Uplifl3=-39(load case 3),2=-116(load Case 3)
Max Grav3=108(Ioad Case 1),2=420(load Case 7),4=316(load Case 8)
FORCES (lb)-Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/31.2-3=-49/27
BOT CHORD 2-5=0/0,4-5=0/0
NOTES
1)This truss has been designed for the wind loads generated by 80 mph winds at 25 a above ground level,using 5.0 psi top Chord dead load
and 5.0 psl bottom chord dead load,100 mi from hurricane botanists,on an occupancy Category IV,condition I enclosed building,of
dimensions 45 If by 24 It with exposure C ASCE 7.93 per UBC97/ANSI95 If end verticals or Cantilevers exist,they are exposed to wind, If
porches exist,they are not exposed to wind, The lumber DOL increase Is 133,and the plate gnp increase is 1.33
2)This miss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads,
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Refer to girder(s)for truss to truss connections.
5)This truss has been designed for a moving concentrated load of 250.011,live and 50.011,dead located at all mid panels and at all panel
points along the Bottom Chord,nonwncurrent with any Oliver live loads.
LOAD CASE(S) Standard oQtpLOFESS/0,,�
�Q� SER S. Tj4, `�2
C 04 33 70
• EX - 1-07 #
S
OF F
.pp March 13,2007
WANNIXC Verify aeslpn pornmetns arW A6AD NOT63 ON THla AMI aICLUpBD BOTCN 11EI8NLNf3 PAGE N➢947J 9aPON8 paE. I8g9
Design vo!b for use pnty uab MiTek connecton.This design is Msad only upon pammelon ihovm,antl is For an individualbuiltling component. Ya
Appla.alily of design pommantasand proper Incorporation of component is responsibility of building chi-not truss designer Bracing shown placing i�niTek
is lot claret support of Indivbuol web members mwary only.Additional lepacing to insure srabiily during ing construction a the responsiof the
calor. Addilbnal pemgnenl bracing of the averse]structure B the responsibility at the building designer.I general guidance regardng
Fabrication,quaSty Control,storage,delivery,creation and bracing consult ANSIPII Duali Criteria,DSB-8a and BCSI I Building Componanf 7777 Greenback Lane,Sure 109
Safely Information available ham truss Plate Institute,583 D'Cnolrio Drive.Madison,vel53719. Clime Heights.CA,95610
Symbols Numbering System General Safety Notes
PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property
Center plate on joint unless x,y
offsets are indicated. I'I�6-4-8 I dimensions shown t scale) Damage Or Personal Injury
Dimensions are b ft-in-sixteenths. I I (Drawings not to scale)
Apply plates 10 both sides Of truss I I I. Additional stability bracing for truss system.e.g.
and fully embed teeth. diagonal or x-bracing.is always required. See BCSI I.
1 2. Truss bracing must be designed by an engineer For
2 3 wide truss spacing,individual lateral braces Themselves
TOP CHORDS mayrequire bracing,or alternative T,1.or Eliminator
ci-z cza bracing should be considered.
�
3. Never exceed the design loading shown and never
WEB$ G• 4 stack materials on inadequately braced trusses.
m
O ; yt ; d. Provide copies of This truss design to the building
s
L7 Far 4 x 2 orientation,locate e O designer,erection supervisor.progeny owner and
• plates 0.'Oe"(ram outside a_ 3° U all other interested parties.
edge of tNii rva co-r csc O 5. Cul members to bear Tightly against each other.
BOTTOM CHORDS 6. Place plates on each lace of truss at each
This symbol indicates the 8 7 6 5 joint and embed fully.Knots and wane at joint
required direction of slots in locations are regulated by ANSI/TPI 1.
connector plates. 7. Design assumes trusses will be suitably protected from
the environment in accord with ANSON I.
'Plate location details available In MiTek 20/20
software or Upon request. 8. Unless otherwise noted.moisture content of lumber
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at lime of labricalion,
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT. 9. Unless expressly noted,this design is not applicable for
_ PLATE SIZE use with lire retardant,preservative treated,or green lumber
r The first dimension is thelate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
P 10.Camber it a of truss(aural cor.General and is the
4 x 4 NUMBERS/LERERS.
width measured perpendicular responsibility of truss lubricator.General practice is to
IO slots.Second dimension is camber for dead bad collection,
the length parallel to slots. 11.Plate type,size,orientation and location dimensions
PRODUCT CODE APPROVALS indicated are minimum plating requirements.
LATERAL BRACING LOCATION species and size,and
12.Lumber used shall be of the s
ICC-ES Reports: p
in all respects,equal to or better than Thal
Indicated by symbol shown and/or ESR-131 I,ESR-1352,ER-5243.96048, specified.
by text in the bracing section of the 9730,95-43,96-31,9667A 13.Top chords must be sheathed ar purlins provided at
output. Use T.I or Eliminator bracing NER-487.NER-561 spacing indicated on design.
if indicated. 95110,84-32,96-67,ER-3907,9432A
14.Bottom chords require lateral bracing at 10 B.spacing.
BEARING ar less.it no ceiling is instal ed.unless otherwise noted.
15.Connections not shown are the responsibility of others.
Indicates location where bearings 16.Do not cut or alter truss member or plate without prior
(supports)occur. Icons vary but ®2006 MiTek®All Rights Reserved approval of an engineer.
reaction section indicates joint
number where bearings occur. 17.Install and load vertically unless indicated otherwise.
:�` 18.Use of green or treated lumber may pose unacceptable
= environmental,health or performance risks.Consult wilh
.�` project engineer before use.
Industry Standards:
ANSI/TPI I: Notional Design Specification for Metal [�p 19.Review all portions of This design)Ironi,back.words
Plate Connected Wood Truss Construction. //Lt �� O and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing. q`//J Itj] tflIf is not sufficient.
BCSI I: Building Component Safety Information, 20,Design assumes manufacture in accordance with
Guide to Good Practice for Handling, POWER TO PERFORM.- ANSI/TPI I Quality Criteria.
Installing& Bracing of Metal Plate
Connected Wood Trusses. Mlek Engineering Reference Sheet Mll-7473