HomeMy WebLinkAboutTRUSS SPECS (3) - 09-00241 - The Raspberry Garden Apartments - 4 UnitsPH (208) 324-8161 FAX (208) 324-3159
BUILDING DEPARTMENT
ENT
515 'west Main St,
Jerome, ID 63338
DATE OF INVOKE
DATE 08/3110 9
PAGE`2
BY DATE
OVERHANG INF
FEEL HEIGHT
00-04-03 FSE . LAYOUTS
REQ. ENGINEERING
QUOTE
END CUT
RETU NLAYOUT
JOBS ITE
SQUARE
GABLE TU D
0 I BJ.
- J ITE
2
2.1
CUTTINGBW
08',12B/09
ROOF TRUSSES
ITEMS
TY I ITEM TYPE
10 1 Connectors
i
� 26 _ Connectors
4 Connectors
LOADING
INFORMATION
HOMO
J
MONO
J
1E
HU
LUS24
THJ
ROOF TRESS SPACING -.24.0 IN. , . (T `P,
'- 7/8"
03-11-11 I 03-11-11 12 X 412 X 4 _._.._ � i I �� I 17.04
- i 3'-3 7r8";
05-11-11 05-19-11 ; 2 X 4 2 X 4 01-00-00 _.__..� 1_ 26.59
-11-1 -11-11
LENGTH
PARTNUMBER
NOTES
i '- 7/8"
a
25..7a
WARNING: We warn that trusses can cause property damage or personal injury if improperly installed or bra d, Customer's. or his agent's acceplaDee hereofsliall otistitut
liis flir n- .tive repesmIation that he is fully trained d in the pr per and safe methods of truss Install tion and bracing. Refer to the provIded pamphlet entitled " Bracing Wood
Truss: Coinnientary grid, Recommendations", published by Truss Flats Institute Inc. Do not cut. aiteror use damaged trusses without enguicenng approval It is the u t m is
respn i Ii y t provide access for the 'obsit . Trusses r i a,in our property until full p meat i ni dc.
TI-IEH T1- LISTED ITEM HAVE BEEN RECEIVED IN GOOD CONDrFION. EX ETI S NOTED)
RECEIVED BY:
'FHANK YOU 1 --OR YOUR BUSFNESS,
DATE
WIN
0 0
I j
Q (�
ti 4
LU
U
STANDARD GABLE END DETAIL,
WIND SPEED $0 MPH, MEAN WALL HEICH7 IS FT. �Xp4 cw
W
X DIACONAL OR L -BRACING TRUSSES A7 29' O.C.
m'lREFER 70 TABLE BELOW 2Y4rIo,1..o�z,b-TO-w,NF'�-r,� SHEATHING
� Ind R 4X4 � f8'(OlwH
V
3)
-2X3 TYPI
r
.'VARIES TO COMMON TRUSS �
NOTE, TOP CHORD MAY 8E NOTCHED 2�''pil HAx, j
POR 2%3 OR 2X9 INSTALLED
FLATWISE @ J211 o•a ON GABLE
eNo WITH VERTICAL is' o.c.
N ¢ 5
C 0
�B Y 07 Nk C6� �✓11Y SeEAre
2X4 LATERAL
A A �pt�E BRACING AS
� RE-OUIRED.
3X5
P91K TAO.,s e��.)
CONT. HEARING.
3xs SPL., OPT.
SPAN TO BATCH COMMOM TRUSS.
4
TYPICAL 2X -I ' L -BRACE' NA£l.50' TQ
2X-4 VERTICALS W/Sc# MAILS, $" 0if.
VERTICAL SXU0 J
SECTION -A-Al
END WALL��\R,ertj-�:;. c' 1L�
0
LATERAL BaACING NAILING SCHEpUI.E,
VERT, HEIGHT.
UP TO 71.W136
f..01 _ c' k
OVER 83,6%
# NAIL AT 9 EKD
2 - 15d
- ld
NOTE.P
I.VERT. HAD r= 0 POR OB MPHI E) Or
MEAN WALL HEIGHT F! 15 FT, ARD L D L. CKT,
Fi14' ION T BOTTOM CHORD. OF A BL ,
TRUSS AND WALL 10 5E pRovjoEo By mo�c T ENGIREEiR
OR IT ECT*c
MINIMUM GRADE OP LUMBER.
TQC; 2xi No.z 91 ., rile TPI -SS Crit,
B - C, 2'X4 N o 0 1
Webs X I STUD Preox"04
JLOAUINGL
cPSr� STR, IHG�R. ; 16
DRAWN BY � J8
�o�
TOM � � � CNECK�� BY � �Al
SPACiNC), Ilrich D.C, � REP. 5TRE5Si YES
y
!A.
,F -UR ISH COPY OF THIS CRAWING T0004TRACTOR
FOR WAGING VISTALL T ON,
mw
4cBRACING SHOWN JS FOR INDIVIDUAL TRUSS ONLY,
CONSULT SLOG. ARCHFEcT nR ENGINE'ER FOR
TEMPORARI AND MA�Ekl 8-�AGING 0FROOP SYSTCV*
XAJ
S T
A C�
Approve - d trle5 Inc,
SEP 12 NO?.
STANDARD C..ABL� rNb DETAIL aoM p��E'100 f sNo,v
3/s/oo
F
2. 1 0d
(TYP)
SIMPSON A34 —
OR EQUIVALENT
LEDGER
GABLE EN.
4
4so 104 d NAILS MIN. PLYWOOD SHEATHING
70 2X4 STD, DFvL BL
6.0
OCK
- 2X4 BLOCK
4
PACED M 5'-D" O.C. -
BE PROVIDED AT EACH END OF
. EXCEPT FOR BRACE EXTENDED
iE CHORDS $ CONNECTED TQ
S W/ 4- 10d NAILS,
?NG7H !s 7'-0"
STANDARD- TRUSSES
SPACED 241, O.C.
NOTES
9}2X4 N0.2 OR BTR, FOR LEDGER AND STRONGBACK NAILE TOGEFI-IEF2 WITH 1 O NA�I�S @ 6" O.C,
2)2_X4
XLEOGER
BACK TLr=DTO
EACH
N
4,w
VERT STUD WITH Z- 10d TOE NAILS
4)THE 10d NAILS SPECIFIED FC)RLEDGERAN STROIJGBACK ARE 10d BOX NAILS A131" DlAv X
THIS DETAIL IS APPLICABLE 7'C) STRUCTURAL OA13LE SND
IF THE FOLLOWING CONDITIONS ARE MET:
4. MAXIMUM HEIGHT OF TRUSS '= 81-�G"
�. MAXIMUM FANEI. LENGTH ON TSF AND $OT. CHORDS = 71-b"
3. THE HORIZONTAL TIS MeM8ER AT THE VENT OPENING SHAD. Brz BRACED 0 41-40" O.C. MAX.
4. PtEAS9 CONTkCT.TRUSS ENC!!t€EER IF THERE ARE ANY QVESTtONS,
3.0" LG -T)
SEP 12 Z007.1
i
li
r
9940 Business Park Dr,, Ste 130, Sacramento, CA 95827 Phone: 1
" 0. C .
Fax: (916) 363-7027
PRO MODE 2X DF TERMINAL-.
PER THE ATTACHED SCHEDULE
WEB TO PROVIDE RESTRAINT OF LATERAL BRA
SEE THE ATTACHED SCEDULE FOR THE NUM
THA T CAN BE BRA CED BASED ON
THE LUXRER AND LENGTH OF THE TERMINAL T -BRACE.
SEE THE NAILING REQUIREMENTS IN THE A TT. CHED
SCHEDULE FOR CONNECTING THE LATERAL BRACE
TO THE TERMINAL T -BRA CE
rx4 GRADED ,GUMBER OR 2x3 OR 2x4
LA Tl$'RAL BRA CE PER TRUSS D.ESIGIV fY,C?'H
(2) 1 dd CpMMD1VT NAILS PER irEB (Trp.)
STRAWY
BSA CE
REQUIRED A T EACH END OF
AND ABOVE.
RAPER TO HIR -91
RECOMMENDA TIONS
INSTITUTE.
SUMMARY SHEET FOR
OF THE TRUSS PLA TE
TRUSS LATERAL BRACE DETAIL
TRUSSEs" , c. .
2.X4 OR 2X6 BRA CR
WITH 10d COMMON
NAILS A T 6Ap . C.
(SPE NOTES BE, t 0 W)
" 04 C.
V OR 2X6 BRA i
EE NOTES BEL
TRUSS WEIR
(2X6 MAX)
WEB- SECTION
NOTES:
BRA CE MUST BE 80Z THE LENGTH
OF THE WER.
THIS DETAIL MAY RE USED ASAN
A L TE -RNA TE FOR I CONTINO US BRACE
H A ZX4 BRACE AND 2 TINO US
BRA CES WITH A 2X6 PRA CES
TRUSS ALT. LATERAL BRACE DETAIL
-BRA i CE
(OPTIONAL)
Sept2l,2005
JUT51DE Or FRAMED
WALL 10 Or TRUSS
S
Sept
F f
J o 16
yJC�
1, 2005
TRUSS
PIK �l-�
JACKS AT Z4- C1 CC
- k. III 1 &?; 1 6 cA
D COMPONENTS
515 %0. 'MAIN ST. VAX (Ml 7e4--6-772
0
ATTACH NAILER COMPONENT TO FLAT TOP OF
TRUSSES WITH (2) lQd NAILS Ai EACH NTERSECTION.
DICKS Al 4# U.C.
PLAN VIEW
DuiSiDELF FRAMED-"
�VAL(, To t OF TRuss
NAILER COMPONENT
ATTACH WITH (2) 14d SAILS AT EACH TRUSS CNTERSECrIOhi
PLIES WILL VARY
REFER TO IIEEII
SECTION A
NpTE:
TRUSSES
BEFORE
TRUSS HANGERS
SIMPSON THJA26 OR
SliMPSON SUR [OVAL
Sl�IPSON LUP26 11R C U L
h1USi' BE STRAIGHT AND PLUMB
ATiACH1N13 NAILER COMPONENT.
M.iTek
POWER TQ PERFORM.:,'
Re: 13257
Bitieroot Builders
7777 Greenback Lane
Suite lag
Citrus Heights, , 9561
Telephone 16/676-1900
Fax 9161676-1909
The truss drawina(s) referenced below have been prepared by NiiTe�C industries, Inc. under nay direct supervision
based on the parameters provided by Franklin Building Supply -Jerome, 1D.
Pages or sheets covered by this seal: R--306775.2,1 tHru 830677535
My license renewal date for the state of Idaho is August 3 1, 20(}9.
Idaho C4A: 853
i ir August I7
Tin or , Palmer
The seal on these drawings indicate acceptance of pofessional - - • •
trusscomponents shown. The - res�` y r the
particular building i's the
responsibility of the bidding desio-ner
J o b Truss
13257 Al
9
4
FR'"". NI LIN BUILDING SUPPLY, JE IE, ID. 83338
(Truss T YpQ
kOF TR LJ
Flys Biteroaot Builders T _�
R 0067752 1
7.140 s Aug 17 2009 KiTek Indu tiles, Inc, Mon Au 31 12,011'2009
FIS
-� . _.13-2-14
10-4 5-2-1 - -1 -1a�
-2-14
3X 5 2X4 I'l
4.00 112
4 � � 7 & �
,JJ -'r-4 F r' -3--Q
4-1-12 -, 1-0-0
Scale = 1;x.2
iL -' — Is1 17 1b 15 14 13
x I I 6X6 - GX6 _ 4X6 4x12 MT18H = 4 v = = 6)(6 _ 3X5
4x5 _
4-1-12 a 8-0-0 13-2-14 � �-_ ��-�-a� T_.. .241.-0-2, _G �1-� w 37-3-0 •�
Plate Offsets : 12 -.0-3-0 F 0- .-O
LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) I/deft L/d FOLATES GRIP
TOLL 05,0 Plates Increase 1.1 T 0,07 " Vert(LL) -0.56 16-18 >788 360 MI -20
2201195
TCDL 8.0 Lumber r lncJ' s 1,15 BC 0.90
Vert(TL) -0,95 16-1 >46-7 ISO , HT1 8H1 2201195
8 LL 0.0 Rep Stress I ncr NO Vffi 0.64 Hor (TL) 0.20 13 n1a n/a '
B DL sD Code ]RC2006fTPI2002 � atrix 'eight: 380 Eb
LUMBER BRACING
TOP CHORD 2 X 4 DF o_ 1 Btr ' Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,
4-6, 2 X 4 DF SS BOT CHORD Rigid id ceiling directly applied or 10.0_0 oc bracing, Except-,
BOT CHORD 2 X 4 DF 240OF 1.8E 8-8-13 oc bracing: 1B-19
WEBS 2 X F Stud *Except* 8-8-7 oc bracing.- 16-18.
2-21,11-14 : 2 X 4 DP No,1&Etr
REACTIONSObisi re) =4400/0-5- (min. 0-2-6), 13=4400,10-5-8 (min. 0-2-6)
MaX Hort =4 (L 5
MaxUP1A22=-15 (L ), 1 =-15 8(L 4)
FORCES (Ib) - Max. amp./Max. Tent. - All forces 250 (lb) or less except �-vhen shown,
TOP CHORD - =-71 15x` 41 , -4=-8 9 D D013 0041 4- =-1148813903, 5-6=- 12 4942/4 2 2 9) 6-7=- 12492/4 2291
7- 12492/4229,
4 2/4 , 8-9---1146013894, -1 D;---8902/3005, 10-11=_,7113/2415,
2-22--426911479, 11-13--4271/1480 �
BOT CHORD 21-22=-1.54/385, 20-21 =-2255/6679, 19-20=-2774/8430, 1 -10=- 8/1148. '
17-18=-3753/11458, 16-17=•-3783,(114554 15_16=-277018438, 14-15=-22480'6676,
13-14=-114111388
WEBS 3-21 =- 18 71 /5961 3- 20`--66712251' 4-20=- 19 714 2 8, 0-15=-1911400, 10-1 =-671/2 2 7 3 P
10-14=-1801x 5923 - 1;---218416520, 11-14=-218216514P 4-19=-1 292/38285
5_19=-1 1 10/ r 5_18=436M 309, 8-18=-447/1339, 8-16=-1 0621352, 9-16=-1 279/3789
NOTES
1) -ply truss to be connected togetherwith 19d (0.131"x311) balls as follows.
Top chords connected as follows: 2 X 4 - 1 rem at 0-0-0 oc.
Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-9 oc.
Webs connected as fellows: 2 X 4 - 1 row at 0-9.0 o .
All icads are considered equally applied to all plies, except if acted as front (F) or brick (B) face in the LOADS CASE(S) section, Ply to
ply connections have been provided to distribute only loads noted as F) or (B), unless otherwise indicated.
8 Unbalanced roof live loads have been considered for this design,
4) "Find. ASCE 7-05, 0mph; T DL=4. psf; B DL'4,8p f; h= ft Cat. IIP Exp ; enclosed,, i WF (low-rise) gable end zone-
cantrlever left and right -exposed , end vertical Jeff and right exposed, porch left and right exposed; Lumber COOL=1, 33 plate grip
CS L=1.33
5) Provide adequate drainage to prevent gator ponding
All plates are MT20 plates un[ess otherwise indicated,
7) This true has been designed for a 10-0 psf bottom chord live load noncencurrent with a ny ether five loads.
8) - This true has been designed for a live lead of 20,Opsf on the bottom chord in all areas where a rectangle 3-06-0 tall b -0-0 w[de
will fit between the bottom chord and any other members.
0) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 -1 and
R802.10.2 and referenced
standard ANS I/TP1 1 _
10Girder carries h 1p en d kivilh -0-0 en d setback,
ontinued on page
W J I - Vy c Y. p7Wo• � 1'W)YES rT ■�� . 41 M R 2 UV
VR PACE Mt 7473 rev. 1+0-,, ' � � � � �
Dosig n n)i d for u50 only' 3fh Mi7ok ccrrin��tors. Th!5 dezrgn is �a7ed onl�r upan parc mefers shcwnr and is for an indIviidual building component, . .
Applicability of design pa' ame iters and proper incorporation of compor)ent is responsiUlity of bulding designer - not tress designer. Brading shown
is for lateral support o., indrviduof web members only-,ddfficncl femporcry bracing Jo insure -stability during construction's the ray Onsdb lii y
.o i y - . t,� of the
erector. Additional orrr-rcn�r�t ,�r'��I� +�f rl�� �a��rafl �i'ru�fr�r� Ms the t�� r�r,�ibirif �t i'F-a� J�uaJdiri . do5rrin�rr. F_oir general e�uidunce r-egorclir7g
' far7ca tJon, qu ality co -n fir, 5 r c rag e, deliver erectaon and broom, con SUIt ANSI/fPH Quality Criteria DSB-89 and 6CSI Building Component
Safety Informuflon cvallable from Truss J'IQtc Institute -L, 281 N. Lem Street, Suite 12. lexan ric, '� A22-314- .
August 31,2009
low IN= 10.
M11 X
MiTek.
Pvwc.q io PERFOr4m,
7777 Grennba,ck Lane, Suite I o
Citrus Heights, CA, 96610
Job
13257
Truss Truss Type aty
Al ROOFTRUSS 12
FRANKLIN LI BUILDING SUPPLY, JEROME, ID. 83338
Ply I Bitteroot Builders
I
2
Ijob Reference O tfonal
7.140s Aug 17 2009 MTek I ndu4es Q I n .
11) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(
s 884 !b dow I
U�U�O Q� UlJllUll!
I11QIl1. I 0 �91,1�111 i�{Ion of such connection device(s) is the responsibility of others. � ���
LOAD CASE(S) Standard
9} Regular: Lumber Increase=7.15, Ala#e Increase -1.15
Uniform Loads (plo
1(V:11= -H, ZIONUI
Concentrated Loads (Ib)
Vert: 20=-884(F) 75=-884(F)
11-1Z'-96.20-22�-16.75-20=-4000=�9d1, �� �5=��
I71
On Aug 3112:01:15 2009 Page
Z� �0. ��d 6�41b dOW� aid 2�61d �p �I
. TZS ONTUIS AND I ' U&�W AffMKREFERMCH PAGE WT, ' i'irm,. 10--rRFi',
Design valid for use only with Mek carpnectars. This design is based on upon porc�meters sh n, and is fa.r an indf-ridual build ing ccrn onen . .. .
Appt icabllify of destg-ri :pa ro r n a raters and proper ir-�car ora Son cif com ponen t is respe,ns Ilbili#y� of b uill ing d esigner - not trus s de signer. B r.z�i c i ng s ho rs
is for lateral support of individual web members onlh/. Additional temporary brQcing ie fresure stability during CcnstrU_tion is the respiaresibil,AY of the
erector. A.ddiflonal permanent bracing of the averdi structure is the respansibiljty of the buildin �e�tgrer_ For general guidance reardir�
fabrication, qualily control. stor�g�.r deliverV.. erection and br=acin comsult ANSI/T?II Quality Criteria, CCSB -89 and BCSJ SuRdi �
Safety Intent o ion availobl frrorg Tr�ijss Pfate I titute, 81 19, Lee Street, Suite 312. Alexandric. A 22314, ��'� omponerwi
M 1:
Nil
1"" Te .,
7777 Greenback Lane, Suite log
Cilms HeIghts, Cit" !9.5610
����l��l�
DEFL
in (Inc)
I/defl
37-3.0--D
TC 9.84
'orl(LL)
o
BUIIDI�G
369
-
,.1-5-1-12
�Upp�V
-c�- o
189
VVB 0.92i
J��O��
0-1 11
nJa
n/a
I�
99999
1-0-0 5-1-12
4-00 C0 4
j
Truss Type
FF TRUSS
Qty Fly
Bitt root Buildd r
:Z. Lii I Ltl j
I
7.14Qs Aug 17 2009 MiTek Industries, Inc. Mon Aug 31 12:01:16 2009 Page 1
2A t i
M =
Sea Iia = 1-C)C.
3X6 II SX8 _ x _ 34 � � = 4x6 — 3.;(5 _ 8x8 = 3xs 11
r
Plate Offsets - - }, - -01 f 9 -10-3- 0 1,13- 2- [12, Q-3-8. E d a el, f 18: 0- --8 Ed q ej
TELL 35.0
T DL &0
B CLL 9.9
DL _0
LUMBER
TOP CHORD
BOT CHORD
SBS
,I IN to 2-V-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Suess Incr YES
Code I 00 /Pf291
DF No -1 &Btr
4 DF Stud
REACTIONS 1h/ i e) 19=1987/0-5-5
Max Horz10=L
Max Uplrft1 =-8(L
1
DEFL
in (Inc)
I/defl
37-3.0--D
TC 9.84
'orl(LL)
o
>999
369
-
,.1-5-1-12
-c�- o
2A t i
M =
Sea Iia = 1-C)C.
3X6 II SX8 _ x _ 34 � � = 4x6 — 3.;(5 _ 8x8 = 3xs 11
r
Plate Offsets - - }, - -01 f 9 -10-3- 0 1,13- 2- [12, Q-3-8. E d a el, f 18: 0- --8 Ed q ej
TELL 35.0
T DL &0
B CLL 9.9
DL _0
LUMBER
TOP CHORD
BOT CHORD
SBS
,I IN to 2-V-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Suess Incr YES
Code I 00 /Pf291
DF No -1 &Btr
4 DF Stud
REACTIONS 1h/ i e) 19=1987/0-5-5
Max Horz10=L
Max Uplrft1 =-8(L
1
DEFL
in (Inc)
I/defl
Lid
TC 9.84
'orl(LL)
-0.34 14-16
>999
369
BC 0.01
Vert(TL)
-0-59 14-16
>748
189
VVB 0.92i
I-Iorz(TL)
0-1 11
nJa
n/a
(Matrix)
(r� in 0-2- ), 11-=1987/0-5- (rn1r1. 0= -2`I
11=-896(L 4
E3IAIN
TOFF H RD
B T HOF D
FORCES (lb) - Max, Comp.Nax. Ten. - All forces 250 (Ib-) or l'ess except when hog, n—
TOP HORD 2-3=-3208/1414. =-3208/1414, -4=-3424/1543, 4-5--4049/1850, -6=-4052/1852, -7=-4055/1854,
7-8=-3421/15411 8-91=-3208' 1141 , -19=-1915/850, -11=-1910/859
BOT CF O RCS 18-19=-1. 3/254, 17-18=-1307/2971, 16-17=-1372/3206515-16=-172714046t
14-15=-172714046, 13-14=-1356/,3205) 12-13=-1293/2971, 11-1 =-1321284
WEBS 3-18;---552-/2091 -17=-142/5 a 8-13:---140/512, B-12=-549/2072 2-18=-1 187/2749P
9-12=-1 187/2750, 4-16=-515/1220, 5-16-6481237a -14=-555/215, 7-1,4=-520/1229
NOTES
PLATES FLIP
MT20 220/105
Weight., 191 Ib
Structural wood sheathing directly applied or -4 oc purlins, except
end verticals.
Rigid oe11rng directly applied or 5-0-15 oo bracing.
ITek recommends ends that Stabilizers and roqulrad cross brain
e
be installed during truss erection, in accordance with Stabilizer
Ire ta1Jat«n gu icde,
1 Unbalanced reef live loads have been uonsid r d for this design..
Wird: ASCE 7-05; 0Mph; T DL=4, p f; B C L=4. psf; h=. 5ft; Cat, 1.1; Exp ; enclosed; MWFRS (low-rise) gable end 7-one;
cantilever left and right exposed ; end vertu-[ left and right exposed, porch left and right exposed; ed; Lumber COOL=1.33 plate grip
DOL=1.33
Provide adequate drainage to ,prevent v -ter pending -
4) This truss has. been designed for a 10.0 psf bottom chord live load nonooncurrent Mthr any other We mads.
5) * This truss has been designed for a lire load of 20,Opsf on the bottom chord in all areas where a rootan to -0-0 tall b -o-
ill fit between the bottom chord and any other members. � 0 wide
This truss is designed in accordance with the 2006 Intematioreal RobidcrptisI bode sections R502.1
1.1 and R802,11 0. and referenced'
standard l�ll�r'I�I l ,
LOAD CASE(S) Standard
August 3152009
A WAR M -
E
r P .f- 74744 F* 10- USS, 'slid fir us e oralith M IToonrrctrs_
Th is cf esign ,s b05ed orily upon pa
rometers -5h "n, ancf fS for o -n indfviolual buRding component.
AppCioabf0i of do ign p-ararnen#ers and proper incorporation of component is responsib-PlIty of building designer - not tri-Pss deli nee
is for lateral SUppo, t of irxdividulaI wed members O . AdditInaI femporar brcicing to it we stability during onstruci- n is th-e respon-sibiilit cif the
erector. Add tionQI permanent bradng of the overall structure is the res ponsibilif � of t�h� b�ailol�� d��igr�er� For �er,erai �ui�l�rc� r���r�rdir,, � KTekl
fab, Cation, quality control, stc�rr��e, deliiveZ, ereQhor) and bracin . ConsuIf ANSIITPf I Qv ai �rit�rE�; l�5t���� and a ll Building � � W{,R. ro FwRF-ORS.,
g riapon -rpt
at�e Int rmratian '�all bl from Tr �F t+ Instituter 281 K Lee reet� �Sult 31 , le�€andrRaa VA 22,314. 7777 GreeribackLaw, Sui
Citrus Height -s, CA, 95610
Job
Truss
Trus Type
oty
1F
Vert(LL)
TRUSS
11-13
FRANKLIN BLi1L€]lNG SUPPLY
63:
12-0-0
5-10-4
6-7-9
-7-8
Ply 1 E31tteroot Builders
I
r ri e ( O bonaa
x'.140 s Aug 17 2009 MiTek lndwsthe Inc.
6X6
4
4.00 F12- C 4
21-1-4
5-104
I
R30677523
';�Je = 1;65.3
1l
105 L &63X6II
I: 2-112 "ICAO-) I L8 -Z-8 1
s r -T -
P late Offsets , [7:0-2, 11., 0 -01,111 o -o- - ,E�Vj [1 5:0-3-!B. E ge� ._.
LOADING (pf)
TL.L 35,0
TDL 8.13
BOLL D.O
E3DL 8.0
LUMBER
TOFF H r D
PT CHORD
WEBS
SPACING -0-
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Inr YES
Cede IJ 006rTPI 00
D1= No.1 Btr
.4 DF NoJ&Btr
4 DF Stud *Except*
3-13)5-13,1-16,7-9-1 2 X 4 DF 1'o_1 &Star
1
TC 0.56
ESC 0.49
VVB 0.93
(Matrix)
REACTIONS Id/size) 16=1883/0-5-8 (ruin. 0-2-0),9=1989/0-5-8 min, 0-2-2)
Max Horz 1 =-7L )
MaxU pl iftl =-8 7(L ), =- 7(L 4)
LF L
in
(Ioe)
I/detl
Ld
Vert(LL)
-0:29
11-13
>999360
Vert(TL)
-0.
11-13
>902180
H orz (TL)
0,12
9
n/a
n /a
BRACING
TOP CHORD
E30T CHORD
FORCES (lb) - Max. Comp.,/Max, Ten, - All forces 250 (Ib) or less except when shown.
TOP H RD 1-2=-338411146712-3=-335011486a 3-4-3617/1633 4-5=-3617/1633,5-6-;--3346/14851
6-7--3369/1463, 146=-1808/776,7-9;---1914/836
BST H D 15-16- 24
141420, 14-15=-1359/31271 13-14=-1301/3115,12-13;---1276/3112P
11 - 12 =-127&3112, 10-11--1 1 / 11 , -1 D= -1x'41372
WEB S 2`15=-435/149, -14=-80/3491 3-13=-336/8 69, 4-18`-657/254, 5-13=-336/872.
11=-68/353, 6-10=-442/1 0, 1-1 - 1171 751, 10 -117612785
PLATES
MT20
Weight: 187 1b
CHIP
220/195
Structural wood sheathing d1rectly applied'or 3-1-9 oc, purlins, except
end verticals.
Rigid ceiling directly applied or 5-9-1 cc bracing.
MiTek recommends that Stabilizers and required cross bracing
be -installed during truss erection, in accordance with Stabilizer
Jnstallatign guide.
NOTES
1) Unbalanced roc)f live loads have been considered for this design.
nd- ASCE -05; 901'7-lph, T DL =4.. psf. l3L-4_ psf; h= ft; Cat_ 11- Exp ; enclosed; MIJVFRS (IlDw-rise) gable end zone;
cantilever left and right exposed , end vertical Jeff and right exposed; porch left and right exposed; Lumber CS L=1 -33 plate tri
D 01_=11.33
Provide adequate drainage to prevent waiter ponding.
4) This truss has been designed for m 10,0 psf bottom chord live load noncon urrenit with any other live Joads.
This truss has been designed for a lite load of 20.0psf on the bottom chord in all areas where a rectangle -6-9 tall b - -0i
will ft between the bottom chord and an other members_ d�
This truss 'is designed in accordance with the 2006 International Residential Code sections R502,1 1.1 and 1 802.10.2 d refer
,standard N I/TPI 1 _ annod
LOAD (S) Standard
a X 0- VS XIF 0 RB USE,
Di;�sig n valid for use on Y wif.h M 7'ek conn9cfars, ThN designfs based only upon parameters shown. grad -LS
for Cin ind v[dual buil diing oor-nponent.
A.ppIi coedit of design param�vnIem and proper Inc uqporation of corn pon ni is resp orisibility of buGlding desi nor- not truss deli nar. Bricin shown
for i Aral support of Jn d i �, i d L d web r�rre m [Derr or-rry: d diflonal fe m Por€�r y bracing to insure sto f� rrty during c ons trvc tfon is the re sPon_s d ill it ofthe
eras i or, Add i tioncil permanent bracing of t% e ove nail sfruc f ura is the res ponsibi.Rty of the b ui fding designer. For g e neral guidance re g ording
fabrication, quolity conlr6, s#orage, delivery, erection and bracing, . consult AN$]/T?11 [:,, ualdy Criteria, DSB-89 and B SI Building Component
Safety Intor al ckn ❑-rallable from Truss Plate Institute, 281 N. Lei Street. Suite 312. Alexandria, VA 22314,
AZ P
IL-Ij
August 311}2009
fiti�!1
F',Qw RFORm-
7777 Greenback Lane, Sufte log
Citrus H e iq his, CA. 95610
Job
T'
T.rU�s T�`Pe Ot Ply Blercot BuildersI
a
1 � 30677524
ROOF TMJ �1
- t9
i,
FRANKLIN 1 efer e o tjgn���.
1LDII' SUPPLY, JEFF EF ID_ 8333 _ �.
7.14 u 17 2000 � .�
IIS
r
r -;- 2 1-64
,
a
5X6
C
Sr -ale = 1:652
lu
3x5 11 4X5 = 4A_
3X6 II
6- 7 -4 �
Plate Offsets '` : [1:Fdne 0-3-81, 171-0- -"I 1 0T -01X Q:G- l Edgej, [14,--Q-3-8.Ed
LOADING (psi SPACING 2-0-0 CSI DEFL in (loc) i/d fl L /d PLATES GRIP
TOLL 35,0 Plaits Increase 1-15 TC 0.69Vert(LL) -0.67 11-13 >662 360 MT20 220
1195
TCDD 8.0 Lumber Increase 1-15 BC 0,86Vert(TL) -1.24 11-13 >357 180
BOLL 0.0 Rep Stress Incr YES I VVB 1.00 Hor (TL) 0.1 n/a n/a
B DL 8.0 Code Il . 0 /TIMI 0o (Matrix)
Weight- 187 Ih
LUMBER BRACING- -
T� l�FD� DFx.11#r TSP CHORD truetural wood sheathingdirectly applied or -�^ �c purlins, e
pR� pt
T H � �� o� 1 . qtr *Except-��d verticals.
CF 240OF 1.E BOT CHORD Rigid ceiling directly applied or 5-6-13 cc brain
WEE3X 4 DF No.1 Btr -Except*
- -
2-14,3-13,5-11 P6-1011-1 4,7-10_ 2 X 4 DF Stud M,lTek recommends that Stabilizers .and required cross bracing
be installed during truss eJ ct.io 3 in accordance with Stabilizer
__Installation quide. a
REACTIONS (lb/size) 1 =1938/1 Iechanle 1, 9;--2044/0-5-8 (rraln. 0-2-3). _ 4
Max Horz15=-81 (IL
M ax U p I ift 15 =-8 1 7(LC 419=8 76 L
FORCES (Ih) - Ila . o.mp./Max. Ten. All forces 250(lb) or leas except when shown,
TOP HO D 1-2=-3595/14843 2-3=-337911404, 3-4=-311511,365, 4-5=-3139/13721 -6_=3404/14121
6-7=-3,57111477P 1-15--1848/759, 7-9=-1946181
BOT CHORD 14-1'5=-271/528, 13-14=-1377/33,18, 13-16--1240/3291, 12-16=-124013291,
1-1-12=-1240/3291, 10-11=-1337/3294, 4, -10_-2241495
WEBS 2-14;---4021109, 2-13=-304/248? 3-13=- . 2 70/52 4, 4-1 r- 5 6111 ' -11 =-5 2 31153 ,
-11=-2731534P x`11=-2501295, 6-10--440/1 p 1-14_`113012823, 7-10=-1126/2832
TE
Unbalanced d roof live loads have been considered for this design.
Wind. ASCE 7-05, 0mph, T DL— , p f, 13CL=4.8pst h=25W} at. IJ- Exp , enclosed; MWF(low-rise able end one
cantilever left and right exposed ; end vertical left and right a posed, perch I ft algid right exposed; Lumber D L=1 -33 plate grip
DOL=1.33
Provide adequate drainage #c prevent eater ponding-
This truss has been designed for a 10.0 psf bottom chord liver load nonconeurr nt with any other live loads-
5)
This truss has been designed for a kve load of 20.Opsf on the bottom chord in all areas where a rectangle -6-0 t,aJl by 2-0-0 wide
*11 fit between the bottom chord and any ether members, with E D L - 8.Op f.
Refer to girder(s) for truss to truss connections.
_
7) This truss Is designed Inaccordance with the 2006 International residential Code sect -Ions. 8502.11 �1 and R802.10-2 anreferenced
ref
standardANSI/TPI 1. ed"
LC CASE(S) Standard
..........
IVAR
A- I Ir - Vc�_ MS �.�.kAND ILUDD �f
A W PAGE '1.. 747 ' ^
De sig n v a lid for us a only Frith, M Te le c ori neetors_ This desig n 6 basacf on ly u p on P arc m ele rs s h awn. a nd is for ars Ind iv I dual building com one nt. r
A p pllc a bbl i ty� of design p aramenler5 a rid proper Incorporation of COM p Orem is re sponsUi t of b 0dir� designer - �t true dei' n�er. Bracir�, �h o� � r~�
is for lutcral su�pporf of In ly. p. - - g
r�r�'�al � m���� �� ��dit'rc��c�l temporary f�r��ir� to ir��ur� �taf�il�. d�r1r�. constructron is the respon5biJl1t of the
erectar. Addiiionor permaner—rt bracing of the OVeroJl sfnicture N the responsibilhity of the bulls ng designer. Fw gene-ral:u donne regardfn
fal dcation, qualft control, stomas. delivery. erection and brccain 7 �ter,silt ANi �'1l �
Scife Information available frorr Truss F'Iafe institute, .281- N. Lee � r�e�, Su fFt 332, AJC and ['Q,22314. r, E���-�� �n� B bl ��r1l�dirrg �rrt�vne�t
August 31,2009
7777 Greenback Lane, Sufte 10$
Gltrus He1. hts, CA, 95610
Jab Truss Truss Type
93257 IAS RDOFTF2US5
I1[bING SUPPLY, JERDME, ID. $3338
0
4x
K-
5--1
19-1-
5-4-10
TC tY� PJy I Bittt root Builders
o
2
J�IOd�M�Df"I D llt l
7.140 s Au� 17 2009 MiTek Indug��yg
9I II
830577525
W
Exp
4 :5 fn
JX5 =
- - .
10-7-6
5-4-10
LOADING (psf)
TOLL 5.0
`CDL 8,131
BOLL 0.0
.B DL &
4Y8
LUMBER
TOPCHORD X 4 DIS No,1 Btr
BOT H O RD 2X4DFNoA&Btr
5-14: 2 X 4 D F No,1 &fir— -
REACTIONS ObIs Ize) 10=2185/0-5-8 (min. 0-2-5),17=1584/Mechanical
Max Herz I 7-65(LC 5)
Max Upliftl =- L ), 1 =-703(L
Id -1
xc :3x5
k1
UG =
P -1-'P Vi 32-0-4
5-4-1 -1
DEFL
in (I0c)
l/defl
Ld
'rt(LL)
-0.13 15
>999
360
ert(TL)
-0.23 14-15
>999
180
H o rz (TL)
0.06 10
n}a
n/a
BRACING
TOP CHC42111j
BOTCH'CFZD
FORCES (Ib) -relax_ crisp,/Ma , Ten_ - All forces 250 (Ib.) or less except when shorn.
TOS' CHORD 5-6--1892/880, 6-7;--- 1546/708 5 7-8=- 170/463, 4-5=- 19931990. 1-2=-2685/1177,
2-3=-2662/1197r 3-4--. 17 f101 , 1-17--1519/660
BOT HD 16-17;---1881293, 1 -1 =-1119/2479, 14-15=-1067/2458, 13-14=-68511739,
12-13=---685/1739, 11-12=-566/1397, 10-11=-3671203
WEBS 7-10=-1975/802, 11=-783011982, 6-11=-841129B, 6-12=-156/506, 5---14--205/549,
-1 =-335342 r 2-16=-415/146, 8-1 =_505/261, 1-1 =-968/2235
IG
4x6
0.
PLATES
MT20
Weight: 193 Ib
DRIB'
2201195
sea I* = 1:64.0
9
2x4 I I
i
IT
Structural wood sheathing d[rectily applied or3-10-9 0c purlins, except
end vert-cals,
Rigid ceiling directly applied or -0-0 cc bracing,
MiTek recomin nds that Stabilizers and required dross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
NOTES
1) Unbalanced roof lire loads have been considered for this design,
2) Wnd. ASCE 7-05, 0mph; T CL= . p f; B DL=4.3psf�, h=2.5ft, Cat. 11; Exp - enclosed; I" F (low-rise) gable end lone,
ft
cantilever leand fright exposed ; end vertical left and right exposed; porch left and right exposed" Lumber DOL; --1.33 plate grip
DL=1.33
Provide adequate drainaye to prevent water ponding-
This truss has been de -signed for a 10.0 psf bottom chard live load noncon urTent with any other lire Jcads.
* This truss has been designed for a live load of . 0. psf on the bottom chord in all areas where a r Ctan l -6-
� 0 #SII by --0 wide
wllJ fit between the bottom chord and any ath r members.
6) Refer to irderfs for truss to truss connections.
This truss is designed In accordance with the 2.006 International Residential Code sections F0_ 11.1 arra R802-10.2 and referenced ANSI/TPI 1.
LOAD ASE( ) Standard
.
- � qn�lRAD ` 11 Cr kAVm74 70 x ,
t s -W - EPE. USS
Design valid for use only with M Tek conneatars. This desipri is hosed or,Jy open Para m eters shown. end is far a,n indlViclLral bui'!dinq Component.
Applicability of design paramenien and proper incorporation Of cOMPOnent is respun5lfbillity off�uiidin,g desigrier ®noT truss des-)ner, Bracing shown
s For lateraj support of individuot web rnernbers anti. Addifional temporary brocing 10 insure stability duhng constructfon is the responsibillit,/ of ;he
erector. ,Addlflonol ermanL-nt bFOCIn of the overall 5tructu►e b the respar}sibility of the kDuilding desi!gnQr. For gcneroJ t [dance re
I� V � 4
fkrfcatior7,�Cit ° ccr7tal,torr dlr�rcrir1
rr , erection and brC'air� consult +�4NSI/T?I1 Qucality Criteria+ DSB-8$ and B 1 Building Component
SafetyInformation avaiiar�le from Truss Plate Ir�stiute, $1 N. Lee r�et. ,vite 312. Alexandria. VA 22314.
12
O.F
S,
August 31,2 00 9
Te k.x
Md
pgwg04 a -Q i-�RF-Q-R0L
7777 GreenbEtck Lar)e, Suite log
Citrus H a ghts, A, 95510
Jab
13257
Truss
L -FRANKLIN BUILDING SUPPLY
_
4xi
5-2-11
JEROM;
11-7
6-4-11
'True Type 'Qty fly B)e-oot Builder
ROOFTRUSS
18-0-0
&6
1-9-M.
11-3-0
IJ- 4 5
830677526
e Industries, Inc. Mon Aug 31 1 V. 1 200
-10
5-2-12
scare = 1:65.0
3X5 II
6x6
3x5 _
. , cE q in
3A =
4X8
5-2-11 i 11-7-6 1 a -q -C "i 25-7-10
LOADING
(ps
TOLL
35.0
T DL
8.o
ELL
0.0
B C L
&0
LUMBER
TOP CHORD
BOT FORD
VVE B
SPACING -o-o
Plates Increase. 1.1
Lumber Increase 1:1
Rep StFess I n cr YES
Cede Ii 00 j(TP100
4 DF ale.1 &Btr
4 Dl' Stud *Except*
3-1416-13, 2 X 4 D>_ o: I &Btr
C
TC 0.0
BG 0.42
VVB 0.7
(Matrix)
REACTIONS alb/size) 17=1 58411Vlechanical, 10= 185/0-5- (min. 0-2-5)
M -ax How 17=_ 7, L
Max Uplifi17=-691 (L ), '10=- 17(L 4)
DEFL
in
flea)
i,/defI
Ud
Vert(LL)
0.15
14-15
>9 9 9
360
Vert(TL)
-0.26
14-15
>999
180
Horz(TL)
0. 06
10
n1a
n a
PLATES
UT20
`eight: 204 Ib
GRID
2201195
BRACING
TOPCHORD Structural wood sheathing directly applied or 3-9-3 oo purlins, except
end verticals,
BOT H F D Rigid rd ceiling directly applied of 6-0-0 oe bracing-
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
FORCES (1b) - Max- Comp./Max. Teri. - All fore 250 Ib or less except when shown
TOP FE E D 1-2 =-2 '01/11631 - =- 71'l 149 r 3 -4--1958188 4- =-1x`05/830, - 6 =-1882/8 541
-7=-1715.748, 7-8=-162/449t 1-17=- 15 / 0
BOT CHORD 1F) -17=-186/273115-16=-1116/249B, 1 -1 _-1023!241 ,1--1 i-653117727
12-13=-599/1545, 11-1 .= 5'9911545, =-350/193
WEBS 2-16=-414/1405 3-15=-1 3131264, 3-14=-848/429, 4-14=- 1` � ' , 4-13=-643/2263
-1 =.2341490, 6-13 -=- 1334, T0� 11— --
726/230, -11=-78812063, 7-10=1978./786
f y
,
NOTE,
1 Unbalanced roof live loads have been considered forthis design.
Wind: ASCE 7-05,- 90mph; T C L=4. psft B C L=4W psf; h= ft; Cat. 11; Exp C, enclosed, MWFRS (low-rise) gable end zone, -
cantilever left end right exposed a end vertical left and right exposed; � , peroh left and right exposed, Lumber DOL=1-33 piste grip
DOL=1,33
Provide adequate drainage to prevent water pending.
4) This truss has been designed tar e 10.0 psf bottom chard Ilve load nonconcurrent with artd other live loads,
This truss has been designed for a Jive load of 0.0p.5f on the bot _
4
tem chord In cell �I~�s �+'f�ere � rea��i��le ��� tel I d �0 0 wide
i11 fit between the bottom chard and any other mem bers-
Defer to -rd for truss to truss connectives,
7) This truss -is designed in accordance %PB,,,ith the 2006 international f esidentiar Code sectren-s R502.1
and R80.1 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
Ak WA l
V.T NOTE - IDN TVIS A RRPRRMCR PA 74 70 rev..
Design valid for use only with MiTek co nnec f op, Thi i5 de�R n l based or1ty upon Pu ra me tors shown, and i5 for an indiv i ual b uitding c omp oncm f ,
Applio01011i of design pararnenfers and proper hQorporavon of component i5 respon5lbility of building designer - no# 1rus;s deli nor. Brocin s
is fQr lateral support of individual web members Only.
dditional ternporory bracing to insure stabd[ty during construction is the respansibiflAy of the
eirectar. Additional p ermo nen t b ro c i req of the overaff0ruc t Lire is the re s pombifity of the Wilding designer, For g e nerol guidance reg ardkrig
fa,lodcafon, quality control. st0, deiiv= ergotion or� i�ra�ire , consUIt ANSF/TFlit Qu❑rimy Crite i a,, DSO -89 and B Sr BuilOing Component
t lr~farrx #i rti ova il le frorr-� ss Pl fe WsWute, 281 N. Lee SYZ. Ate 312, lexandri�a. CdA 22314- �
N� Q
9l qTF o
August 31,2009
b
.. ` IT.
e"QW-GR TO PC.A.FYaRP-L,
7777 GreenbaGk Lana, suite, 109
Citrus HG-fight.5, CA, 9.5010
10
iJob
-r—US-6
q
.13257 J1A7
FRANKLIN BULLI INS UPPL , JEROME, 1B,
Truss Type
4k
C5
4j
83338
F TRUSS
Qty
1y- .76itteroot Builders
7.140 s Auo 17 2009 MiTek Jndu tNe , Inc.
30677527
Mon Aug 31 12:01'.22 2009 Page 1
5-2-12
-- ��--
11-11-2
18-7-525-3-1
o
4-
8,0
3
0.0
BCL
- ,
6-B-8
6-8-6
5-2=12
:5X6 ;:--
4k -
scale;-- 1:63.2
r - -
Plate Offsets (X._,:0--0o-o- .o- 0-01_
LOCI (1
TL..,L
35.0
T DL
8,0
BOLL
0.0
BCL
8.0
LUMBER
TOP CHORD
BOTCHORD
WEBS
PACING .-0-
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress Jncr YES
Code I I00/f PI00
4 DF No.1&,Btr
X 4 CSF 0.1 & Btr
4 IDF Stud *Excepts`
5-12)3-12: 2 X 4 LSF No. 1 &Btr
REACTIONS tb/size) 9=218610- -8
Max Horz 9=78(LC)
MaX UPIift9=-91,4(LC),
CSI
TC 019
�BC 0.42
WB x}.77
(Matrix)
(rain_ 0-2-5), 15=1584/Mechani al
1= -BBL )
DEFL
Vert(LL)
Vert(TL)
H er (T L)
in
0.1
-o,7
-0.06
Vd efl
>999
Lid
360
180
n/a
PLATES
MT20
Weight; 189 Ib
RIP
220/195
C T
BRACING
TOPi` ORD Strurtural wood sheathing directly applied or 3-6-7 o -C purlins, except
end Vertionis.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at mldpt 5-12P -1
1iTek recommends that Stabilizers and required cross bracing
L'Installation
einstalled durin truss erection, in accordance with Stabilizer
. ufde.
FORCES alb) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown.
TOCP IB RD 4-5-1873/853, -5=-17561761, -7=-159/444, 1-2=-2711/117012-3=-2606111361
-4=-1874/842, 1-1 =-1524/648
E30T CHO FRD 14-15;--- 131 / 62, 13-14=-1 07812510, 12-13-96 =-96 1, 11-1 =- 1 /1 8o,
10-11 =-61211580. -1 0=-344/1 21
VVIEBS 6-9=-1978/778, -1 D=v78 i 74P -10--697121 S, 5-12=-1 35/3177 4-12= 350/551,
-1 =-9481470, 3 -1 --140/ 74, -14=-41 /1 r 7- =-458123 -, 1-1 4z--%8/22 8
NOTES
1 Unbalanced roof live loads have been considered for this design.
2 Wind. ASCE 7-05; 90mph, T DL=4. psf, B DL.=4_8p fr h=25ft, Cat, 11, Exp ; enclosed; MVV, (low -r- e abl - y
� � � e end zone -
Cantilever Cantilever lett arid, right exposed t end vertical left and right exposed; porch left and right exposed; Lumber D L=1,38 late grip
DOL 1. P' p
This truss has been designed for a 10.0 psf bottom chord live load r- on on urrent with any other live loads.
* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a r -
will fit between the bottom chord and any oth r members. rectangle - � till � -�- ��Ide
5) Refer to girder(s) for truss to truss connections..
This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and 8802.10d
standard IJ/TIMI 1,and and
LOAD CASE(S) Slandard
- e
Design vaffd for use C-rsfy with Lr7e�- ���n��t�a�s_ TJ,�s d��ir, is bu,scd' Qn ldpun PQrarhel r� - rhfJWnr Und lS 10r an IndIvidI. aI building component.
ppliaabilify of design Para enters anci proper incarporofion of component is repons Bility of buRding designer- not truss designer. Bracing shown
is for lateral s up ptDrt of i rid livid ua I web mem rs only. Arid i tion a I to mporar bradi rng to insure stability during construction is the respom ib i Ili o{ the
+erector. A ddi f on r per anergy# bracing of fhe ave ra Ii structure is the res po n s i bi I;fy of the building dt�5 i g ner, ror g e n eud 9 11 da Ince re a rel in
tabr�catjon, quaf' control, sterane, deliver�� erection and br�Qin F consult ANS11 ` P11 Goali Criteria, D56-89 and 15CSI Buildin Cor,,, � e
Safety y inf€�rmoffon availo frog Truss Plot+ Irsstiiute, $1 K Lee B eet, Suite Irl . Alexandria. 2.314. � � nt
August 31,2009
MiTok
POWER rcp ''rgFOR
7777 Greenback Lane, Sufte 1139
Citrus Heights, CA, 9561 a
Job Truss
113257 AS
FRANKLIN LI l lL[ II1 ULY, JET ;E, ICS. 83338
Truss Type
ELLE
Qty
9
Ply
Bitteroot Builders
i
R3q677528
Joo Ifelerenc�opt[onall
�,<o=n�1��00�f�IIC�1�0
]till ][I�� 1Q�1 �`� I I1970
�SI���oo9
5x6
11
�; -- -u
I B-7.8
Page 1
S ca! p :;- 1-61 .1
43 42 41 40 39 38 37 36 -34 33 32 31 28 27 26 25 24 2322
3 X G., =
.� . 37-3-
.. � w
LCI (psf)
in (loc) 1/defl
SPACING
2 -o -o
TOLL
35.0
' rt(TQ
Plates Increase
1.1
T DL.
8.0
n/a
Lumber increase
1,1
8 LL
0,0
Rep Stress Incr
NO
B DL
8,0
Cade IRC2006fTP12002
LUMBER
TOP H IIS
E3T CHORD
WEBS
OTHERS
REACTIONS
(Ib) -
4 CSF Ic.1 Btr
4 DF N -o,1 [3tr
4 DF Stud
2 X 4 DF Stud
GSI
TG 0.19
ec 0.08
'B 0.1 6
(Matrix)
DEL
in (loc) 1/defl
L/d
Vert(LL)
n/a - n1a
999
' rt(TQ
n/a - n/a
999
Hcr (TL)
0.0o 22 n/a
n/a
L
'LTE
MT2G
'eight- 205 lb
GRIP
220/195
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend vrticals_
BOT CHORD Rigid ceiiing directly applied or 10-0-0 cc bracing,
MiTek recommends that Stabilizers and required cross bracing
be i nstal!1ed during truss erection, in accordance with Stabilizer
f ri,t IIatIi� olid.
All bearings 7--0, 4
Max Hort =7(L. )
Max [uplift All !uplift 100 Ib or less at joint(s) 43, � 345 , 361 37P 38, 391, 40, 41 r 311 30,29,28, 27, 261
251 24 except. =-7(L ), --1 L
MaxGray All reactions 250 Ib or less at -oint(s , , 4, r 7' �, , 40, 41, 42 p 31 , 30,
29,
FORCES (ib) - Max. Comp./Max- Torr. - All forces 250 (Ib) or less except when shown-
NOTES
hown_
NCITES
1) Unbaianced -roof live loads have been considered for this design.
Wind'. ASCE 7-05, 90mph, T DL`S. p f, B DL -4-8p f; h= ft, Cat, II, Exp , enclosed;
((IOW -rise) gable end zone; left and right exposed , end rtrcal left and rl htexposed; �crc� Ifs and right posed; Lumber DL�1:pl�t� �
r�DOL=1-
Tess desig n d for wird load s in the p lane of the truss on I . For ,studs exposed to grind (normal to th e facet
able End Deta I Is a ap�pfica b Ic, or con salt q ual ified bui Id-Indes is ner a er I/TP - � F sec to ndard I ndustr
4 All plates are 2X4 MT20 unless otherwise indicated,
Gable regwires continuous bottom chord bearing-
) Truss to be fully sheathed from one face or ,g c!urely braced against lateral movement.(i-e. diagonal web),
Gable studs spaced at -0-0 uc..
This
truss has been desig n ed for a 10, 0 p f bottom chord live load nonconcurr nt with any other I ive fold. _
This truss has been designed for a live Iced of 20,,Dpsf on the bottom chord in all areas where a rectangle - -0 tall b
r ill fit between the bottom- chord grad any ethermembers,� ��-� Ido
1 This truss, designed in accordance wilh the 2006 International FeesidentieJ Code sections R502.11.1 and 0 �
referenced -standardANSI/TPI 1.�d
LOAD CASE(S) Standard
.. ff TFX RRAPPEWCR PAOR WT 747, nom*. ro--os aw
c on ne- otos. This cf esig n i5 ba seri on Cy upon parameters sh owen, and is for a n i nil i iii u0I b�iad i�
pplIcabillty� of design pa��amenters on r� �� ir�oc� g oornporient.
p rporafi�n of corrnporient 6 re of building designer - not tru5.s designer'. bracing sf 4o�.�n
I r'l t r ,i �� pr rt Df IndividU01 "web rr�embers only, Ad.&fiiovnol temporary bracin-9 f insure r, f Q b IN dudng c:onsfrucifan is the res porLz-L'O I'll lt of the
eroctor. Additional permcnent bracing of the overall st4ruclure 4s the responsibility of the building designer, For geneFol aurdance rorirtic
fabnction, qua[ity control, o���lt ,�4h��1�`1'P�11 stcrc��, delive
erectic�r� orad bracrr; r ctroii#�► riteria, !)St -ES,? �nJ 6CS1 Building GQtr,parxenF
Safety rrnformation avolloh[e frorr� Truss flat�P Isnstatuty. 2.8f h!. Lee roet Suite 12r i' I0�cC1nc�ria, Voo 22314.
August 31,2009
�Now Lt-
Nil
MiTek
POWER 74b #4CRFOR.Rf'
7777 Greanbark C. anep SuitB 109
atFu,9 Heights., CA, 95610
r
Job
Truss
1132 7
a
FRANKLIN BUILDNG SUPPLY, JEROME, [0
.r I
i
1- 4.8.10
83338
Truss Type
GABLE
"X6 _
2
I
elli211 dulliers
Plr%M JLJa��ren�e
7.140:s Aug 17 2009 I IiT k Industries, -1 —nc-
I Inc -
14
4-5-
1$--8-8
4-8-10
0 -
N° ori Aug 31 12:01:26 42009 Pagel
Sc-al8 - 1.34.E
LOADING (psf)
TOLL
315.0
TDL
8.0
E LL
0.0
BDL,
8.0
LUMBER
TOIL HFC
BOT H RD
VVE13
OTHERS
11 A
-12--�
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1.1
Rep ,tress J ncr NO
Cede IRC2006fTP12002
4 DF o.Itr
4 DF o.1 Btr
4 DF Stud
2 X4 CI- Stud
E CT10N (ihlsize) 10-1021/0-3-8 (m1n. 0-1-3), =10 1)'Q- -s (nnin. -1-
a H'or 10' (L )
Max Up1-1f110--443(L ), 8=- 4 (L ).
PLATES
T20
Weight: 106 lb
B
3X$
GRIP
220/195
13IN
TOP CHORD Structural Wood sheathing directly applied or -0-0 ocurlins e
Jed verticals. � except
BOT CHORD Rigid id ceiling directly applied or 9-7-3 oo bracing:
ITek recommends that StabIlIzers and re uired cross br�acin _ '
be Instal'Ied during truss erection, r � �
� accordance I t�bJ1Jer
Installation guide
FORCES (1b) - Max.Comp-lMa . Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3;---275/186.
;---275/1 .3-4=-z-117715DB, -5=-1177/508,5-6:;---275/186, -10=-370` 3
6-8--3701193 —+' ,,
POT H J -10=-476111 5, 195
X68 4-9=-1 83/305, -9=-266/108, =-266/107, -10= 1149/39 - r
396
NOTES
1) Unballanced roof live loads have been considered for this design..
ind: ASCE 7-05; OMph; T DL=4. pMsf-
BCDL=4. psf, h=2 f' Cat. II; E� - enc
esed, M�l (low-rise) gable and zore;oantiIer` left and right exposed ; end re�ioal left and ri h exposed: porch left and rPub exposed; Lumber �����.�I�tDL=1.
tri
) Tress designed for wind loads in the plane of the truss only. 1-r studs exposed
�I�I End detail �s applicable, or �or`7s�rJt qualified �uil�l� des to wind (normal to theface), see standard Industry
� designer �s perAi/TPl 1-00.
4) Gable studs spaced at -0- oc_
This truss has been designed for a 10.0 psf bottom chord lire
6) * This truss has been designed for a lige loadload ���n��rpeurrent +Itl� �r� other live lead's.
of 0.0,psf on the bottom chord in all areas where a rectan Ie -6-0 tall b
will fit between the bottom chord and ars other members. � � -0-0 amide
This truss is designed designed in accordance with the 2005 International Residential Code
standard I TPI 1. taor�s F-11.'�I F ,1 t n# r f renoe f
LOAD CASE(S)St-2n dar-d
WARNUCr - i'qpj p1c4ra. d and ung 0 Aj TRIg AN
INCL UVED PA GE Wil, 7470 rev¢ - . F USE,
Design Volid for use only wlth hAj7ek aorlrler,I! s, This design is based onY uPon pararneters shown o .
Applicability of des inn parora�ent ors a r� d trap e r i nt�rporotiora of comor�� is for a �n individual b�if�� � �� � �r�en t,
° Pa
ilily Of
is for Weral support of indivlduar web members only_ Addifiorial lemma r bracing to insv sl bilit arc +���i con - uct tr�s� d��e�r`e�r. Bt���� shown
erecter. +�ddriior�al Permanent bracing of the overalJ structure iE the re: po -bilJt � tJ�� b�pl •1af�ilit}� ��rtn� �ar�sl��tPan is the �responsik�[Xfy of the
fc bri ccj t�� r�� rlit r� tr l . s t gra , + ' ibracing,dho des io nor. For g e neral ou�ido nee reg ardi�n
r , ere c l o r, and consult AN S I TP11
501 r Informgtion avallobl- from YrUss PIaZ Jr titate, 281 N_ Lee Sreet, Saito 312, Aie�andria, rt++i+-xx�e4. �����9" and � t B�rfdire ��rrp�rr��#F0 WER To
August 31 x2009
NilMMT
K
7777 G reenl)aok Lane, 9 UKe 109
Cj trus H e vhl s. CA. 95491 a
-
-.-1-
1
:TEFL
in (loo)
I/defy
Lid
TC 0.85ert�LL)
0.1 c) -10
>999
360
BC 0,39
Vert(TL)
-0.18 8-9
>999
180
WB 0.57
H or (TL)
0.03 8
n1a
n/a
(Distrix)
E CT10N (ihlsize) 10-1021/0-3-8 (m1n. 0-1-3), =10 1)'Q- -s (nnin. -1-
a H'or 10' (L )
Max Up1-1f110--443(L ), 8=- 4 (L ).
PLATES
T20
Weight: 106 lb
B
3X$
GRIP
220/195
13IN
TOP CHORD Structural Wood sheathing directly applied or -0-0 ocurlins e
Jed verticals. � except
BOT CHORD Rigid id ceiling directly applied or 9-7-3 oo bracing:
ITek recommends that StabIlIzers and re uired cross br�acin _ '
be Instal'Ied during truss erection, r � �
� accordance I t�bJ1Jer
Installation guide
FORCES (1b) - Max.Comp-lMa . Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3;---275/186.
;---275/1 .3-4=-z-117715DB, -5=-1177/508,5-6:;---275/186, -10=-370` 3
6-8--3701193 —+' ,,
POT H J -10=-476111 5, 195
X68 4-9=-1 83/305, -9=-266/108, =-266/107, -10= 1149/39 - r
396
NOTES
1) Unballanced roof live loads have been considered for this design..
ind: ASCE 7-05; OMph; T DL=4. pMsf-
BCDL=4. psf, h=2 f' Cat. II; E� - enc
esed, M�l (low-rise) gable and zore;oantiIer` left and right exposed ; end re�ioal left and ri h exposed: porch left and rPub exposed; Lumber �����.�I�tDL=1.
tri
) Tress designed for wind loads in the plane of the truss only. 1-r studs exposed
�I�I End detail �s applicable, or �or`7s�rJt qualified �uil�l� des to wind (normal to theface), see standard Industry
� designer �s perAi/TPl 1-00.
4) Gable studs spaced at -0- oc_
This truss has been designed for a 10.0 psf bottom chord lire
6) * This truss has been designed for a lige loadload ���n��rpeurrent +Itl� �r� other live lead's.
of 0.0,psf on the bottom chord in all areas where a rectan Ie -6-0 tall b
will fit between the bottom chord and ars other members. � � -0-0 amide
This truss is designed designed in accordance with the 2005 International Residential Code
standard I TPI 1. taor�s F-11.'�I F ,1 t n# r f renoe f
LOAD CASE(S)St-2n dar-d
WARNUCr - i'qpj p1c4ra. d and ung 0 Aj TRIg AN
INCL UVED PA GE Wil, 7470 rev¢ - . F USE,
Design Volid for use only wlth hAj7ek aorlrler,I! s, This design is based onY uPon pararneters shown o .
Applicability of des inn parora�ent ors a r� d trap e r i nt�rporotiora of comor�� is for a �n individual b�if�� � �� � �r�en t,
° Pa
ilily Of
is for Weral support of indivlduar web members only_ Addifiorial lemma r bracing to insv sl bilit arc +���i con - uct tr�s� d��e�r`e�r. Bt���� shown
erecter. +�ddriior�al Permanent bracing of the overalJ structure iE the re: po -bilJt � tJ�� b�pl •1af�ilit}� ��rtn� �ar�sl��tPan is the �responsik�[Xfy of the
fc bri ccj t�� r�� rlit r� tr l . s t gra , + ' ibracing,dho des io nor. For g e neral ou�ido nee reg ardi�n
r , ere c l o r, and consult AN S I TP11
501 r Informgtion avallobl- from YrUss PIaZ Jr titate, 281 N_ Lee Sreet, Saito 312, Aie�andria, rt++i+-xx�e4. �����9" and � t B�rfdire ��rrp�rr��#F0 WER To
August 31 x2009
NilMMT
K
7777 G reenl)aok Lane, 9 UKe 109
Cj trus H e vhl s. CA. 95491 a
Job
ITruss,c
13257 8
FRANKLIN BUl1.i3fNG 5�1PPLY, JEROME 1Q, $N3�
Truss T pe - Qty
-
,' ROOD TRUSS i 1
4x 6
4
Brtteroot Builders
I
J. � 11Slu �119 Mlek
830677530
n u trie, , Inc. lion Aug 3112:01:27 2009 Page 1
13-6-14 1 a-3-$�
4-5-2 4-8-1 D -
Scole = 1:34.1
Q-2-5
4-1 rk-
LOADIN (pso SPACING240-0 USI DEFL into
TALL -0 Plates Increase1.1 T�7,4n(loo) l��defl
TCD .0 Lumber Increase 1 �r-#�LL� v�.� �-1� �
,1 B 0,24 Vert(TL) -0,09 -10 >999
BOLL 0.0 Rep Stress Incr YES WB 0.
C L 8-0 Cede IR06,rTP [2002
LUMBER _
TOFF CHORD
DF
Ie,1 Btr
T H F D
IAF
fie.1 Btr
WEBS
2 X 4
DF
Stud
REACTIONS(ib/size) 11 ="1021/0- - (min, 0-1-8), 8=1021X- --8 (rain. 0-1- )
Max H orz 11=(L
FORCES (1b) - Max. Comp./Max, Teel. - All forces 250 )car less except vvhe,n shown.
TOS' CHORD 3-4--12801577P - =-1280/577, -11=-064/18 , =-364/184
BOT HOED 10-11 �-401 /1216, -10=-3:54/1026, 8-9=-47111216
B 4-9-170/314, 4-10=-170/314, -11=-1207/449# -8=-1207/449
LIS
L /d
360
180
n/a
PLATES
MT20
Weight: 90 Ib
3x;5 =
GRID'
2201195
SRACING
TOS' CHORD Structural good sheathing directly applied or 5,-9-6 oc pur ins, except
end verticals.
E T HORD Rigid ceiling directly applied or 9-6-11, oc bracing,
I IiTek recommends that tabillzers and required cross bracing
be installed during tales erection, in a=rdance with Stabilizer"
InstaIl tier Vii,
NOTES
1 Unbalanced .roof live loads have been Gonsider d for thIs design.
) Wired. ASCE 7-05; 90mph, T L=4, psf; E DL=4_ p.sfh h� 5ft; Crit_, Il; Exp - enclosed I 'F le
cantilever left and right exposed ; end erfreal left and right exposed; porch left � (low-rise) rJs�� ��bl� end ��n ;
LL p , p and right exposed, Lumber LC L=1. plate grip
This truss has been designed V a 1 o, 0 psf bottorll chard live load nonconcurrent with any other live '���s.�� � This truss ��s been designed for � lige Iced �f �.��f � the h�ttcn chord I� ill yrs where �
rectangle --0 till by --0 wide
will fit between the bottom chord and any other- members,
5) This truss Is designed in accordance with the 2006 International residential Cede sections 8502
standard 'I/TPI 1. 1.1 and }0.'1and referenced
LOAD CASE(S) Standard
S RN . .. 'gn MOTES '
EF FPAGE �l , �0-� E,
Des�grl Valid for use only with MTelc connectors. Th'13 design is based only upon ararnejL-rs shown,
ApprrcabiliOf destgr� Por'cmenters an�f roer lr�coP �nc;� is for �r� in�i'�id�r�l �uil�lit�� �������n�_
Incorporation Of component is responsimilffy of buildirng designer - not truss designer. Bracing shoe -n
is for lateral sup port of individual web members only. A d dition d to rn po rary bracing to ins ure sic bility cludn g c Onstruck)n is th a res y
erecl r. Additional per mun en f brodn g. of the ova rro II sired ere is t he re.spansibi liter of th e b uildin des i ner, For c e r I i t F c � tr-tie
fa brie otien: quality con tro I, storage, defive ry, erectiQ n and bracing, . e onsulf AN I f TP11 Qua filer rif Q, DSR -89 and BCS 1 B U� reg o m i n�
Safety Infotmation- ava lable frorn Truss Plaie lmfituie, 81 N. Lee Street, Waite 312, Alexandria. A 22314. Ii�Jin� Component
August 31,2009
7777 GreL-ritiack Lane, uitL- 109
RFUS Heights, CA, 9561
IL
fuss
13257
FRANKLIN BUILDING UPPL , JEROME, 11). 83338'
Trus Type
GABLE
e
i
.1 .A
4x6
0
I Qty
�Ply6��e
road Builders
11
J0?
7.140 s Aug 17 2009 MjTek Industlrie a Inc. Mors Aug 31 12:01.28 2009 Page 1
--0 5-3-0
12-1-8 1-0-0
,calx = 1;43.4
LOADING (ps
TOLL 35.0
TDL _0
B L.L 0.0
BDL 8.0
LUMBER
TOPCHORD
BOT H R D
EB
OTHERS
SPACING -0-0
Plates J�,erese 1.15
CSI
T0,17
DEF L
ire �.I��
I��efl
�d PTE
Lumber I n orease 1.15
E3.0
'���LL�
'el`t`TL�
-�.�'1 1 �
-�.{� � 1
nor
1 � MT 0
Rep Stress Incr
H erz (TL)
0,00 16
no r
n1a
80
n/a
Code I 006/T "i DD
(Matrix)
.
Weight. 1 lb
1
4 D F .fo.1 &Btr
2X 4 F No. 1&EItr
.. 4 DF Stud
4 DF Stud
REACTIONS Al'I bearings
BRACING
TOP H ORD
B >' H ORD
(lb) - Max Hort = L )
Max Uplift All u-plift 10 Ib or less . t jeint(s) 28, 16? 23,24r 25. 26,27, 21, 20, 191 1
Max Gray All reactions 250 Ib or Jess at joint(s) 28, 16, 22, 23 24,
FORCES (Ib) - Max. Comp,/Max. Ten. - All forces 250 (fb) er less except hen showy.
J«
220/195
Structural wood sheathing d'rectJy applled or 6-0-0 oc purf iris, except
end verticals.
Rigid ceiling directly applied or 6-0-o roc bracing,
, _
MiTek recommends that s and required cross bracingbe instaff d during false erection, in accordance withtabi ' Iverr
InstaVation aulde.
18,17
MOTES
1 Unbalanced roof five loads have been considered for this
: design.
WindASCE �-� �� hr T L 4. p f, B DL= .8p f, h= ft; C
at. 11, E� . encJo ed;
MWFI f� -rls�� ��kre end are -
cantilever left and right exposed p encvertical left and right exposed, l.oft end right LuerL�1.plate traplL=1.,
Truss designed for wind loads in the plane of the tress only. For studs t�
exposed '
��I� end I�et�ils applicable, or consult qualified building � o �r�rlr�d (normal to the face), see Standard Jndutr
n d�slJ�1�� �s per ANSI/TPI 1-00.
4 All Plates are 2x4 i T 0 unless otherwise indicated,
5) Gable requires continuous bottom chord bearing.
Truss to he fully sheathed from one face gar securely braced against lateral movem nti_e
Gable surds pa d at 0-0 oo_ � . diagonal b).
This truss hes been designed for a 10-0 psf bottom chord live [ ad nonconcurrient
This truss has heli designed for a live lead of 0_ Itl-I �n ether lure I�ed�,.
,�sf �n the bottom chord Ifs off areas where a rectangle -6-0 till b -0-0 wide
will fit between the bottorn chord and any other members.
10) This truss is designed in accordance with the 2006 International esrdential Code
referenced standard fIJTPI I. sects D.�I .1 and I.�I and
LOAD CASE(S) Standard
' J4iTo�r+ctr. Ti cosir� i based ony parrrti#yrsr�r cnREF FRENC i . ri V, .-a, '��+? ,
Ili�I fcrer�l tea#
I�p�icabilit Of do-sion porarnen'ten and proper incorporation of component Is res onsiC�ili
for �r� �r,c�r� �d��C .��ildin� �n���r���t.
is for lotercil subuilding exp n r god f signer. Bracing shown
' � i or -ti aJ fe m raP�racir-5� t� i ns � � � �� � li �iurir� � �rti -
pert �f �r��i�r�l��rJ �� r��mF��r� oral'. .l���il
rector, ddi do no I pe rr ane nt bra f # c r al str t�rr� i t} u r S p r,si tlif oft building U a c� � ij�n For general
uctb r is the respons i ll i t�y�� of the
fabr�cW[on, q aliN control, torn , deli
erection I racirr r o0n5suI ANSI/ 11 Quality Criter1a, D B -B9 d RC I Brr IdI regarding
5 a fety f loan atEo a siva ibbl. tarn 'truss FI ate IM i f iter 81 N. Lem � rye t, ��wt� ng Component
1 , lexandric�, 22314_
August 31,2009
A� W!Milek
'
7777 GreeribacK Lang, quite 109
CItru5 heights, CA, 9:5610
F
Truss
113257
�ULpN� SU�PLY.. JEkGME, ic.
L.OADfNG (psf) �
7CLL 35.0
7CpL 8.0
BCL 0.0
BCDL $.0
LUMBER
TOP CHORD
BOT CHORD
SBS
SPACING
Plates Increase
L umber I n crease
Rep Stress Incr
83338
4
Truss Type
ROOF T�
Yii
1 A-1-1
4-1-1
9
7-10-1
3-9-9
Q ter
Ply
2
Bifteroot B uNd r
errr �r�l
7.140 s Aug 17 2009 l iTek Industries, Inc.
h
2X4 Id
4
11 i uxi u — US = 5
A-1-1 7- 7 �!
z-ao
in (Ioc)
cs1
1.15
Vert(LL)
7C 0.96
11.15 J
060
sc 0.51
NO ;
>
WB o.83
Code IRC2006rFP12002 (Matrix)
4 DF No.I&Blr
DF SS
X 4 CSP Stud 'Except -
1 -8,
c pt -1- , 4 DF No- I&Btr
REACTIONS (Ih/size) 5=5224/0-5-8 (min. 0-2-13), =5224/0-5-8 (m[n. 0-2-13)
Max Ho = 16(l- 4)
Max lJpll'I 5=- L , =- 4(L )
DEL
in (Ioc)
I/defl
lid
Vert(LL)
-0,07 -7
>999
060
Vert(TL)
-0-11 -7
>
180
HorZ(TQ
0.02. 5
n/a
n/a
BRACING
TOP H RD
BOT ISD
FORCES (lig) - Max. ornp./ a , Teri. - f' forces 250 (1b) or less except when -shown,
TOP CHORD D 1- =- 3 / 9 1, 2-3=-438711984t 1-3=-352411572
BOTCHORD ORD - =-664113 p 6-7=-2795/6119, 5-6=-1860/4136
'SBS -7--796/1679, 2-6=-2322/1095, 3 -6= -2181/4666P3 -5=-547912538j1-7=-2211/4949
6 =
830677532
Ikon Aug 3112-01,29 2009 Page -1
PLATES GRIP
MT20 220/195
i w'''eight, 148 Jb
Scale r- 1,38.3
Structural woo sheathing directly applied or 5-2-9 0c pUrfin , except
end v rtir-als_
igid ceiling directly applied or 10-0-0 oc bracing.
MOTES
1) -pry truss to be connected toget.h rwith 10d (0.1311lx0'') nails as toll°o ;
Top chords connected as follows: 2 X 4 - I rove at C)-0-0 cc.
E3c)ttorr1 c;hords connected as follows' 2 X 0 - 2 rQws at 0-7-o oc-
Webs o-
Websconnected as follows, 2 X 4 - 1 rows at 0-9-0 oc.
All loads are considered equally applied to all plus, except if noted as front For
back (B) face in the LEAD CASE(S) 5ection. Ply to
ply connections have been provided to distribute 0n[Joads noted a (F) or (13): unless otherwise
indicated.
cated.3) Wind, E 7-0 0m ph, TSL=-, psf; BD L=4.8 psf; h=f; Dat. II; �p enclosed F (low-rise) qble end zone;cantileverleft and right exposed r end vertical Ifand ��p�ep�r�� left and right ep���; �unh�r �L=1.pltDOL=1. gr
p
This true has been designed for a 1 O,0 psf bottorn chard live load nonconc.urrerlt with an other '
�' live loads,
* This truss has been designed for a lige lead of 0. psf on the .bottom +chord Jn Ill ar�'as where
wi
-11 fit between the bottom chord and any ether member rectangle 3- - tall by -0- wide
This truss is designed in accordance with the 2006 International Residential ntial Code sections
standard N IrTPI 1, R502.1 'l .1 and I C .1 , n referenced
LOAD ,E() Standard
1) Regular., Lumber Incr a.se=1-1, Plate Increa =1.1
Uniform Loads (elf)
ert: 1-4=- 6, -8=- F=-792)
74 72 rvv, 10-"0-9 2EFORR USE.
e i lad! for a c n ,r with i Te k con neo tors. YN5 design is based only u p Ian p are rn i ers shown. and is fQr O : �.
proper r Ire l i l4raJ k iioling cornpon r-�t.
A p pf i ��.b flits of design p�rra m e nterrs and drkc a cr� tion ofcomponent is resp o ns � k�iC ter of bu%I�lin� ��� i n �� - not truss only. p, g � de5 i ner. Bracingshow n
e �cfo�is for eddl supportral � �e r��l'r�er�t I e� rnem��� e� ���iil�n�l temporary br���r� t� I��U�� stal�wfr �iU�ln� construction i� f ,
bracing eir� f #F, v rollstructure �s the res pon sibillity of 1h e building designer. For general gu ida n ce reg ordinl l of # h�
1 bri ti n, alit c ry#r �, storage, c fire . ere ilon ani br�icin r ,elf i rPr �uatafi r+t xla, D5113 -8y n $ t at� l lire
Safe Intorrn c�fao n ov a iia kyle tro lrn Truss Plate Iru ti#�rte, 81 N. Lee ��r�et, Lite 12. A he an+draa, A 2,314, � ��mp qtr �r�t
i
August 31,2009
MMI e! k
F�o W -CM -M
7777 'ree,nback Lane, Sage log
11m s H e fghts, CA, 95610
i
Job :Tars
I
13257 Ii
PRANKLIN BUILDING SUPPLY. JERC)ME, -ID, 8333a
0
1
1 -Truss Type
ROOF TRU'SS
I � SittCroot Builders
1
830677533
7.140 s Aug 17 2009 MiTek Industries, Inc. Mon Aug 31. 1 :D1: 0) 2109 P@ e 1
-1 -n-r
,4 - -
12
4,00 112
2X4 JJ
Tmss to be fu
Loral N �.
4
Ily sheathed from one face 8r
11
T L .
p
35,0Plates
0I --CSI
Increase 1.15
TC
T I L
_0
Lumber Increase 1.15
0.1
BC 0.02
l3LL:.
0, 0
Rep Stress I ncr NO
WI3 0-04
BCDL
8.0
Code I 20o /TP1200
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WE
OTHERS
4 DF e-1 &Btr
F c.1Etr
2 X 4 DF Stud
2 X 4 DIS Stud
REACTIONS. Ali hearings 8-2-12.
(lb) - Max Herz -1 2=- 1(L )
Max plift All uplift 100 lb or' Jess at jo-Int(s) 12, 8. lo, ; 11
MaxGrey All reactions 250 lb or Coss at joint() 12, 8. 1 C), 9,X11
FORCES 0b) - Max, COMP./Max. len. - All forces 250 (lb) or Fess except hen s
10
4x6
-12
curer° braced against
DEFL
Vert(LL)
Vert(TL)
H,orz(TL)
L_.
9
PT11111111111
5 2x4 ;�
e
J movement i.e.. di
2x4
I -D-0
2x4
6
OnOl web).
PLATES
f T2 0
Weight: 35 Ib
7
GRIP
220/195
sIe = 1;21.8
BRACING
TOP CHORD Structural wood sheathing directly applied or -0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly app[[ed Or B-0-0 cc bracin -
I iTel roc rr rr n that Stabilizers n red u fired acs's braGin
be Installed during truss eire tlon. in accordance with Stab - g
Insta lation u!de. Jf Iyer
NOTES
1) Unbalanced roof live leads have been considered for this design
Wind: ASCE 7-05,, 9OMph; TCL=4,2pst; BCDL=4,8sf� heft: D
� P at. fl, Exp C, enJesed; MVVFRS (low-rise) gable end rune;
cantilever left and ri hl exposed ; end vertical' left and right exposed; ,porch left and right�
fL="f .exposed; Lumber plate grip
) Truss deed for wind leads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard �olu-st'
Gab le .End Details as app] lcable, or consult qualified bu rrding designer as per
ANS I/Tpl 1-2002,
Gable requires Continuous bottom chord bearing.
Tniss to be full sheathed frerrE one face or securely braced a Inst lateral movement
r.e_ d�ar�l web
) Gable fled speed at 2-0 0- )
7) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent rent +with any c#iielr lige lads.
This truss has been designed for a live aced of 20.Opsf an the bofforri chord i
will fit between the bottom chard and any other members.
J� al� areas Where a root iJ� Je -6-0 tali b 2-0-0 wide
) This truss is designed in accordance with the 2006 International Residential
standard ANSI TPI 1. cede sections R502,11 1.1 and R802.10.2 and referenced
LOAD A.E() Standard
P "Ol#1 ltd &RAD NOTE 7H.-,;; ANDj ' .VD .
Des `rgrl �°aIid for use Dn�rirh Tek cor�nt�r�_ ��� �i����� � b�s�r� �nl ���� J��rr�rsn�t�r� sJ���rr�, an � �`
.+ a JJ � b il�#Y of des, gn Pa rq mentor s and Proper Incorporgti oh of ca mporl ri# is r p r7siba lr f �� i is f r r �rldi'w i u�l I ui Cdi r� rrx n r7 t+
is for l t r l �p -k it iVid ►�xi r -r~ r hers c rel ,Additional t rrw r, br it to insure li
� designer - not fr�.as� desNg.ne�°. Br�acin. shown
erector., A dditionol Pett a neat broc i n of the overa fl .5tr c tura is the resp ons ibi city the b � I� nstability �•d ��� construction i� tJ�e r�s��r i�iii�,° c�� �h
f bra tions. quality contral, t r€ . €� li g s rgner. Fair general guidance r� arding
rS,rPrcfr cancelrc� citNlTPI1 ''Ql1f'�I' Criteria, DSB-97 and Bilctinrnoi'enf
5 Qf ty I n 1a rm c tion a voilati le 11rCj ��s� Platy I ns titute, 81 N. Lee4;eelnS ui to 312. �. I exc ndr»F A 223? 4.
Lout 31,2009
M 4t
T
7777 Gr�enb.ack; Lane, Suite 109
Citrus r ehe ris_ (--A Q=,Al n
IrJ fec
11d fl
L/d
-0.01
7
n/r
180
-0.01
7
n/r
80
0.00
8
n/a
n/a
2x4
I -D-0
2x4
6
OnOl web).
PLATES
f T2 0
Weight: 35 Ib
7
GRIP
220/195
sIe = 1;21.8
BRACING
TOP CHORD Structural wood sheathing directly applied or -0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly app[[ed Or B-0-0 cc bracin -
I iTel roc rr rr n that Stabilizers n red u fired acs's braGin
be Installed during truss eire tlon. in accordance with Stab - g
Insta lation u!de. Jf Iyer
NOTES
1) Unbalanced roof live leads have been considered for this design
Wind: ASCE 7-05,, 9OMph; TCL=4,2pst; BCDL=4,8sf� heft: D
� P at. fl, Exp C, enJesed; MVVFRS (low-rise) gable end rune;
cantilever left and ri hl exposed ; end vertical' left and right exposed; ,porch left and right�
fL="f .exposed; Lumber plate grip
) Truss deed for wind leads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard �olu-st'
Gab le .End Details as app] lcable, or consult qualified bu rrding designer as per
ANS I/Tpl 1-2002,
Gable requires Continuous bottom chord bearing.
Tniss to be full sheathed frerrE one face or securely braced a Inst lateral movement
r.e_ d�ar�l web
) Gable fled speed at 2-0 0- )
7) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent rent +with any c#iielr lige lads.
This truss has been designed for a live aced of 20.Opsf an the bofforri chord i
will fit between the bottom chard and any other members.
J� al� areas Where a root iJ� Je -6-0 tali b 2-0-0 wide
) This truss is designed in accordance with the 2006 International Residential
standard ANSI TPI 1. cede sections R502,11 1.1 and R802.10.2 and referenced
LOAD A.E() Standard
P "Ol#1 ltd &RAD NOTE 7H.-,;; ANDj ' .VD .
Des `rgrl �°aIid for use Dn�rirh Tek cor�nt�r�_ ��� �i����� � b�s�r� �nl ���� J��rr�rsn�t�r� sJ���rr�, an � �`
.+ a JJ � b il�#Y of des, gn Pa rq mentor s and Proper Incorporgti oh of ca mporl ri# is r p r7siba lr f �� i is f r r �rldi'w i u�l I ui Cdi r� rrx n r7 t+
is for l t r l �p -k it iVid ►�xi r -r~ r hers c rel ,Additional t rrw r, br it to insure li
� designer - not fr�.as� desNg.ne�°. Br�acin. shown
erector., A dditionol Pett a neat broc i n of the overa fl .5tr c tura is the resp ons ibi city the b � I� nstability �•d ��� construction i� tJ�e r�s��r i�iii�,° c�� �h
f bra tions. quality contral, t r€ . €� li g s rgner. Fair general guidance r� arding
rS,rPrcfr cancelrc� citNlTPI1 ''Ql1f'�I' Criteria, DSB-97 and Bilctinrnoi'enf
5 Qf ty I n 1a rm c tion a voilati le 11rCj ��s� Platy I ns titute, 81 N. Lee4;eelnS ui to 312. �. I exc ndr»F A 223? 4.
Lout 31,2009
M 4t
T
7777 Gr�enb.ack; Lane, Suite 109
Citrus r ehe ris_ (--A Q=,Al n
IrJ fec
JobTt a Tr�r i
13257 ype Qty
D FF TRUSS
i
FRANKLIN BUILDING SUPPLY, JEI O E, ID. 83338
0
4
T
A-1-6
.M
4.0 F1_2 2
P;y ' Bitteroot Rudders
1
R30677534
7.140 s Aug 17 2009 M.[Tek Industries, Inc_ Mon dug 31 12-01931 2009 Page 1
2w-4 11 4
LOADING
TALL
(p,sf)
SPACING
2-0-0
CSI
DEFL
ireloa
� �
I / defl Lid
T DL
.0
_0
Plates Increase
Lumber Increase
1.15
1,1
T O.
BC
Vert(LL)
�TL
-0.03 5-6
>999 360
BLL
0,0 �
hep StressInc,
0,55
�
Veit � �
-o. -
1 ��
B D L
8.0
Code I RC2006 -TP f 00
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
E8
4 CSF No.1 &Btr
CSF Stud
REA C T10 I b1s l e) 6=96610-5- (Min... o-1-8), 4=966,10- - 8 (resin. 0-1- )
Max Horz R -(L
FORCES (Ib) Max Comp -Max- Ten- - lI forces 250 (Ib) or less except when shown.
TOP CHOPS 1-2--1009/306, 2-:3=1 009/306F 1-6W-7261226, =-726/226
SBS -5a-10401333. 1-5=-2651949, 3-5---2651949
BOT HCS
FOLATES
TO
Weight: 38 lb
GIT'
2201195
scale = 1:�� 6
Structural wood sheathing directly applied or -0-0 oc purlins, except
eild VU -1 Lloels_
Rigid ceiling directly applied or 10-0-0 cc bracing,
f' iTek recommends that tabi[izers and required cross bracing
he int-alld d
U, nu truss erection, in accordance with Stabilizer
LInstallation uid'e,
TB
1 Unbalanced roof live loads have been considered for this design,
Wind: AS CE -0; 90mph TDL=4_psfz BDL=psf; h=ft; Cat. Il; Exp r
enclosed-,(low-rise)
to -.
se
gableend zone;
cantilever left and right exposed ; end �ero�l iefend right exposed, p�rc� left 'I exposed; Lumber — plate gr
�pCOL_1.
This truss hes been designed for a 10, c psf bottom chord live load nonconcurront with any other live to
ads -
This mss has been designed for e live load of 20,Opsf on the hottor n chord in all areas where a recti
mill fit to leen the bottonn chord and any other members,
n re 3-6-0 tall' by 2-0-0 ire
This truss Is designed in accordance ith the 2006 International Residential Code sections R502.11 .1 �
standard ANSIf 1 sn d. �lr� d referenced
6) Girder carries tie -ire span(s): 8a0-0 from -0-0 to 8-2-12
7) In the LOAD CASE(S) Section, loads applied to the face of the truss are no .
ted aTrent (F) of back (8).
LOAD CASE(S) Standard
1) Regular- Lumber Increase= 1.15, Plate Increa.se=l 1
Uniform Loads (plo
Vert. 1-2=-86, 2-3=-86, 6, 4- ,-157(F--141
Design esi �aii valid f o f us i cm Me k c n neciors. This design is based only upon parameters Showa, ond' iS for con nd ivIduaa building coi
Aand proper incorporation of camponenf is responsibility of Wilding designer -+-tet tress desi ner +-lac ngr�t.
k for I'OtGra l S UPP Ort Of in clivi d u a! web b m+ern be only. d dif ona l tern parc€ry bra c Ing to in sure %f abil I ty duiri g c ons tror, tion i.5 the . �rc��irty f the
p Pponsiloil'Ji,r of thr
or��t�r- Additional permanent � e n t t�r� �f the overall s tru c t gar is the r�� or�srk�ilit of the bu i Id's g designer- For g+�ner�rP �t�i��n �� r
fabnaation, utility ccairol, storage, elivecy, erection and b-To�in .. o�nsUP AN51 PI) Q�uO � regarding
Safety rnlorrnation availcble� from Truss Plate Institute, x''91 N. Lee Leet, $cite 3)2. Afexcindrio. 1 ��r [� �-��' end SCSI 8�rr��Ixn� �rr��r�n�r�t
1�
V41�11 5P
re -N-0,11
flr- A�cj�/
August 31,2009
PC WCC 70 P.Gw-onm'
7777 Greenback Lane Suits 109
111nus Heights, CAS, 95610
9
Truss
Hr I
FRANKLIN BUILDING SUPPLY, JEROME, 10. 8333$
Firuss Type .
FBF TRUSS
1-- 3-10-�
Q Qty Ply
y Ply Sitteroot Builders
t7 "itter"Ot El, R30677535
]4 -Nb nc�
nb
aet
.140 S Aug 17 2009 MiTek IndUStrl S, Inc. Mon Aug 31, 1 - -
01'32 2009Page1
.17-4. 3 11-3-0
3-1 0-?
3Y5 s
5 6
11 4X6 -
5
2X4 II = x5 7
0-3
�LOA DI N G (p sfi—l'' 1;ZPAr_fMr_'1
1
TOLL
35.0
TDL
8.0
BOLL
0.0
BCDL
_0
LUMBER
TOPCHORD
BOT CHORD
WEBS
Plates Increase 1,15
Lumber Increase 1.1
i ep stress lncr NO
Code iRC2006ITPJ2002
4 DF 1 O _ I & Btr
4 DF Jo,1 &E3tr
4 CSF Stud
I
TC 0-52
BC 0.19
VV6 0,36
(Matrix)
REACTIONS (lb/si e)=1066/Mechanical, 1 1=663/0-7-1 (min. 0-1- )
MaxHorz'11= 11(L 4)
Max Uplifts= -413(L )P 11=- 00(L
FORCES f 1b -Max. Cor°-gyp,/flax. Ten. -All forces 259 (1b) or less except when shc)wn.
TOP H OF D 2 -3 =-6 .8 1 j -4=-854/269, -8=-388/170F -11=-646/261
E T H FAD -10=-35 7,18 44, 8 -9 =-30,31793
VVES4-8--9511410, -10=-307'878
D E F L
In (10)
I/def I
L/d
Vert(LL)
-0.02 9-10
>999
360
Vert(TL)
-0.04 -10
>999
180
H o TL)
0.01 8
n/a
n/a
BRAC I I
T0P CHORD
PLATES GIMP
MT20 220/195
Weight: 60 Jh
Sraie °= 1;29.7
Structural wood sheathing directly .applied or -0-0 oe purlins, except
end iodls_
ESOT CHORD R Iid ceiling directly applied or 10-0-0 ao bracing.
W111eK recom IendS that Stabilizers and required crass bracing
he installed during truss erection, in accordance with Stabilizer
In taI ation guide.
NOTES
1) Wind- ASCE 7-05; 0mph; T DL -=4. psf; E DL=4. psf; h= ; Cat. 11; Exp ;
.- enclosed; M
r (1ow-rise) gable end zone',cantfleuer left and right op��od ; n� r���l left and right exposed, porch h I�fand right exposed;Lumber L�1. pl t dr
ipDOL=1.3
This truss has been designed for a 10x! ,p
g.sf bottom chord live load non on urre.nt with an other
Th live la
This truss has been designed for alive Fuad of 20,.Opsf an the bottom chord In all areas where a reg
will fit between the bottom chord and any other members, rectangle -�-� tall h ATO- wide
Defer to girders) for truss to truss canneotions.
This truss is designed in accordant with the 2006 International Rsid retial Code sections
standard ANS I['p f 1. R502.1 1 .1 and R802-10.2 and referenced
6) In the LOAD CASE(S) section, Inds applied to the face of the truss. are noted as front F or
LOAD CASES) Standard
1) regular; Lumber Jncrea-s=1,15, Plate Increase -1,1
Uniform Luad.s (pff)
Vert: 1-=-86
Trapezoidal Loads (pf1
Vert: 2--3(F=41 8=41)-t -=- (F=- , B= -75),5= -166( -F= -75,B=- _
INCL, AlTrexFLET'Mks CrEATIT r•,4M 'D-11 . . `
Design V058 for vse onry with �`A'Tek -connectors. TJ�fs design is bows only upon pornmeters shown. orad is for an indivi
, ¢ pli of ilit of ign pararneriters and proper in orpo ati n of cOmPonent is responsibility of b�uilidir� cies- r s l k Ljildin cor�perient,
k for katercal 5upporl of individuc3l web rr1e1� bcrs on1l . Ad�liti�r-�ol t�Tl3��r�1f� �racir�� t� i�s�re st��iJJ � r1i� �r�s- r��#,tr�s� designer. Bracingjj"fy ���5 �}
erector. A dditic no l porn anergy t bracing of the OvGro IJ s truotiXG is the re spores i b[i i ty of t �e I��.,ird i�� � designer- � �r � ���� i� the r�� per `�ii�i IPi#� of the
fabg v uldon e regarding
r�cc tion., Cit or�troC, t ro e, cleJJ�,�ery, erec#fan and k rosin , consult ANSIjTP1�1 Quci ifr rifer'ia, [�S�-8.9 and S SI Buildin
Scifuty Information avdlobfe from Truss Pi0fe Institute, 281 N. Lee Street, SU to 12. �Alexan-26a. VA 22314. � Component
12;z�31
August 3122009
�IN" -j. .LKt.
Wal
Te
.
f=E.Q ra"firarpp.
7777 Gfeemback Lane. Suite 1 D9
11rus H --Huhu, C A: 9561 D
No
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