Plans .. - - /0 '/S /I .1-e_ Bk uct..
NN, icolli Project: ROOF ADDITION REVISED DETAIL Page: 1 OF 2
I Client: PAM BENSON By: JDA
ENGINEERING, INC. Job No.: 04 -0116 Date: 4 -1 -06
INSTALL 16d FROM TOP OF (E) TOP
f>? TO NEW 2 x 8 BLOCKING.
V'
INSTALL 2 x 8 9 16" O.C. BLOCKING
BETWEEN (E) RAFTERS. CONNECT TO
I (E) RAFTERS W/ SIMPSON U26
HANGERS.
-- , _ _ REVISION
ATTIC -...„ �
.--- ' ° Po
-- �� ��EpPRO,� I
_.J._ __---- 4G% N� - to
rIZI, 11 04 16, 17 rn
— I Erill I 1 1.0 °
I 11 �,� Y 1
Wm (g-T4 ,
SEE SECTION B
FOR CONNECTION (E) 2 x 8 RAFTERS
AT (E) WALL
GARAGE (E) BEAM (3)2x12
GARAGE.
NEW 4 x 10 BEAM. CONNECT
TO (E) BEAM W/ SIMPSON U41
City (Alga
Approve&Plans
NORTH / SOUTH SECTION By 0513 Date S- 6 a1
0 UP zo v y _0 je
REVISED DETAIL O PTION 2
A 3/4" = 1' -0"
REFER TO SHEET 1 OF 1 (24"x36"), DATED
. 5-11-04 FOR REMAINDER OF INFORMATION.
PERMIT NO. BUP2004 -00436 /(n/5 5 PI/ ' 14 vil / g
•
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 Phoney (503) 620-2086 Fax: (503) 684 -3636
OFFICE COPY
® ® Project: ROOF ADDITION 1 - REVISED DETAIL Page: 2 OF 2
1 Client: PAM BENSON By: JDA
• 'ENGINEERING, INC. Job No.: 04 -0116 Date: 4 -1 -06
ATTIC
ELECTRICAL WIRES AT THIS AREA.
;° INSTALL 2 x 8 BLOCKING g 16" O.G.
BETWEEN (E) RAFTERS. CONNECT TO
(E) RAFTERS WI SIMPSON U26
HANGERS.
��p pR�F
(E) TOP 1E'S 1 .
-- / ,011
\or3n3
(E) EXTERIOR
WALL
121
PROVIDE BLOCKING BETWEEN
(E) RAFTERS AT END OF NEW
2 x 8. CONNECT TO (E)
RAFTERS AND TO NEW 2 x 8
W/ SIMPSON U26 HANGERS.
NEW 4 x 10 BEAM. CONNECT -
TO (E) TOP lE'S WI SIMPSON
B410 OR 13A4I0 TOP FLANGE
HANGER.
NEW 4 x 6 COLUMN IN (E)
WALL BELOW NEW BEAM.
GARAGE
EAST / WEST SECTION
Q3
REVi SED DETAIL OPTION 2
3/4" = 1' -0"
REFER TO SHEET 1 OF I (24 "x36 "), DATED
S -11 -04 FOR REMAINDER OF INFORMATION.
PERMIT NO. BUP2004 -00436
9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 Phone% (503) 620-2086 Fax: (503) 684 -3636
TO'Odd 20S Ti :2T b00Z iz llr
. •• •• •• • • • • • • •
••••••••• • ••• • •
ejLid 1 7 1- 00 1 3
145
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• • ••• • • • • •••
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7777GreenbackLane • •• ••
Suite•1u9 •
CitrutHeigI s, CII9,561�.. ..
Telertone §161 • • • • •
_ Re: 6429 Fax 9161676 -1909
Rental Building
The miss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Tecna Industries.
Pages or sheets covered by this seal: RI 1644480 thruR11644489
My license renewal date for the state of Oregon is June 30, 2004.
��EO P R OFF
� L NGINEF A Si
��
15766PE
O!ON qry
11;i4 c
1
it i��;tr
EXPIRATION DATE: 06 -30 -04 I
March 19,2004
Yu, Ray
The seal on these drawings indicate acceptance of professi ^ral engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSLI PI -1995 Scc. 2.
•
Symbols •
y Numbering System ® General Safety Notes ti
I-
U PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property ■
F� 74 • Center plate on joint unless x, y m
�. offsets ore indicated. 6 - 4 - 8 dimensions shown in ft- in- sixteenths Damage or Personal Injury m
u ,_1M Olmensions are in ft- in- sixteenths. p
� � ■■ App ly plates Jo both sides of buss 1 1 . Additional stability bracing for truss system, e.g.
and s ecureys eat . diagonal or X- bracing, Is always required. See BCSII r i
A 2. Never exceed the design loading shown and never p
0-1/14." I 2 3 stack moteriiols on inadequately braced trusses.
A TOP CHORDS
_ 3. Provide copies of this truss design to the building ,
w_ 11MIIPH
designer, erection supervisor, property owner and m
m ior
p cY o all other interested parties
IN
'For 4 x 2 orientation, locate
E 4. Cut members to bear tightly against each other.
=
plates 0 -'r :' from outside O 5. Place plates on each lace of truss at each
edge of truss. , C7° r cse O joint and embed fully. Knots and wane at joint
BOTTOM CHORDS locations ore regulated by ANSI /TPI1.
'this symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from
required direction of slots in
the environment in accord with ANSI/1PII.
connector plates.
'Plate location details available In MiTek 20/20 7. Unless otherwise noted, moisture content of lumber
shall not exceed l9 . at time of fabrication.
software or upon request. JOIN ARE GENERALLY NUMBERED /LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for
PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber.
-
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non - structural consideration and is the D
4 x 4 The first dimension is the width NUMBERS /LETTERS. at
perpendicular to slots. Second
responsibility of truss fabricator. General practice is to xi
dimension is the length parallel camber for dead load deflection, r
to slots. c
10. Plate type. size, orientation and location dimensions
LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. m
A
11. Lumber used shall be of the species and size, and z
i A 96 31, 95 43, 96-20-1, 96 67, 8432 m
BOCA Indicated by symbol shown and /or rn all respects, equal to or better than that E
by text in the bracing section of the specified. m
output. Use I. I or Eliminator bracing ICBO 4922, 5243. 5363, 3907 x)
if indicated. 12 Top chords must be sheathed or purlinsplQ�ded at e. o • e •
spacing shown on design. • • • • • • •
BEARING SSCCI 9667. 9730, 9604B, 9511, 9432A ••••
13. Bottom chords require lateral t�racingat a0 it. spaci • • o
Indicates location where beanngs
or less, if no ceiling is Insjgiip it t3nless oTtlttyjs& noted. •
W (supports) occur. Icons vary but ° ° • • • • o
� = � reaction section indicates joint 14, Connections not shown areJbe responsibility of others. •
•
■
number where bearings occur. em•v® • : • • :e •
• • •
) 5. Do not cut or alter truss member or plate ►titisout pnor •• • •e •
. _. approval of a professfoRQI s seer. • • °
..c..4.1 • • • •
Industry Standards pp� ® 16. Install and lood verticollyy p Mindicaled ofhtrwrse. • ° 1J
m ANSI(TYI I : National Design Specification for Metal IYI ETek • • • • • • • e • • • o m
Plate Connected Wood Truss Construction ••••• • • • • •
1, DSB -89: Design Standard for Bracing. TF® ° e. e
°
BCSI I: Building Component Safety Information, ~
Guide to Good Practice for Handling. rd►7 � ■� ^�� • • ••• e • • • • A
Instaltrig & Bracing of Metal Plate •••• •
• •
Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 ® 2004 MiTekt1)
N
z0 ' � � J d d �0S T T : E T b002 i2 lflf
' • • • • • • • • • • • 0 • •
• • • • • '
Job Truss Trues Type Qry Ply Rental Bulltll r •' • :' ' • ' i . i
an. • • • • • • • •K11(349910 •
6429 DO1 BOSTON HIP 1 1 • • • • • • • • •
Job Rereren t for 6ori i)
• TECNA INDUSTRIES, McMINNVILLE, OR 97128 5.100 5 May 30 2003 MiTek Industries. Inc. Fri Mar 19 07:3744 2004 Page 1
• • • • • • • •
• �3;D•0 9 -6-11 _._ I 12.2.8 I 14.11.6 I 71.51 . • . L • 1i -5� : 1. •
3-0-0 9.6 - 2-8-13 2-6-13 ei -1; • • • • • • • 3 . 0 -Y • • • •
• • •• ••• • *ea- 1.60.6
..1/ moo -
••• • • • • •• ••
1Eat111120'; 0 •
./", t St. min II • •
IMMI 6664 14020 II •
1
-�\ 1.1. +4-112011 • • • • •
• Irl�` •
600 u I
axe 11130= ' izo II 24N RO ii 27.44-".; P ..a •1^,
2.4111121 I 3.4 kul2D = we m100
4 aes.10I, e y -
3 r.4. -
ea: to
2
1 1f O0= 14 U 12 11 10 467 mu =p= 9
2.4. m120 II 14.10111120= 4e woo= 24.. m1120 II
3111111120 =
"
3.6.11 I 14.11- I / 24-4-0.' I
9-5-11 5-5-11 8 -5 -11
Plate Offsets (X,Y)• [3:0- d- 7,0.2. 21,[7:0- 4- 7.0 -2 -2)
LOADING (psi) SPACING 2.0.0 CSI DEFL In (lac) Irdefi Lid PLATES GRIP
TCLL 25.0 Plates Increase 1 15 TC 0.82 Vcrt(LL ) -0.16 12-13 >999 240 MI120 220/195
TCOL 7.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.26 1 >150 240
BCLL 0.0 Rep Stro•e Incr NO WB 0.60 Horz(TL) 0.05 8 n(8 s1/a
BCDL 10.0 Code UBC97 /ANSI95 (Matra() Weighs 181 lb
LUMBER * BRACING
TOP CHORD 2 X 4 DF 6S G'Except TOP CHORD Sheathed or 5.9.10 00 purling. Except.
3- 72X6DFSS -G 3 Rows at1 /opts 3-7
BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2X4DFSIdG
OTHERS 2 X 4 DF Std G 'Except'
3-14 2 X 4 DF No 18Btr -G
REACTIONS (lblstze) 2= 1867/0.5.8, 8=186710-5-8
Max Herz 2=- 108(ioed case 6)
Max Uplift 2=- 317(Ioad cane 7), 6=- 317(load case 8)
Max Gray 2= 2012(load case 2). 8= 2013(load case 3)
FORCES (lb) • First Load Case Only
TOP CHORD 1.2=89, 2- 23 = -3138, 3.23= - 2976.3 -5= -697, 5.7 =- 697, 7 -24= -2977, 8.24=-3139, 8 -9 =89, 3.4= -3395, 4.6= -3394,
6 -7 -3386
BOT CHORD 2 -14 =2728, 13- 142898, 12-13 =3920, 11- 12=2699. 10-11 =2889, 8-10=2728
WEBS 3.1405, 7-10=207. 3-13=1345, 4.13 = - 88.6 -13= 8.6.12= •66.7 -12 =1337
NOTES
1) Wind: ASCE 7-88; 85mph; h =251t; TCDL =4.0psf, BCDL =6.0ps1: Category II; EXp B. enclosed :MWFRS gable end zone, cantilever P R
left and right exposed : end vertical left and right exposed,Lumber DOL =1 33 plate grip DOL =1.33. ,,g9 OFF
2) Truss designed for wind loads In the plane of the truss only For studs exposed to wind (normal to the fore). :co MiTok 5 G INS 9 S /
"Standard Gable End Detail- � N F 0 2
3) Design load Is based on 25.0 psf specified roof snow load. Cc 15766PE
4) Provide adequate drainage to prevent water ponding.
5) Gable studs spaced at 2.0 -0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with sny other live loads per Table No. 16 -B,
UBC -97. O ti
,- 7) A plate rating reduction of 20% has been applied for the green lumber members.
Ni it, "y GON
8) Proviso rnachanical connection (by others) of true: 1q tearing piste capable of wIthetandino, 31 :D upii3 at join 2 ,nd 317 lb �
uplift joint 8. � �
9) Girder cerriee hip end with 4.0 -0 anti setback
10) Design assumes 4x2 (flat orientation) purllns at oc spacing indicated, fastened to truss TC wl 2.10d na115.
Continued on page 2 ( EXPIRATION DATE: 06 - -
March 19,2004
- 1
▪ A WAJWA'O- Vergy dedgn parer. 64,4 and AZAD NOTMB OW TaOS AND 0NCLUDaD !OT RISTCR NC8 ?265147.74 73 $OSnac US= 7777 Groeneact Lena Grp
1 Dorton von0 far use Orly with Wok cennchlors Ink dation It bated only upon parer (hown. and for an )rid) -Iavel bu lama eempenonr Sulk* ISO f® / 7/
A 3aricability of dozenpo one proper incorporation of component It WipOr41Ddny Or CielOing desl3nc, • no1 hue designer 0rec'ng mown Clime heighl6 CA, 05610 /'/
IS tot bterol women of ndnlauol web members only Add�fonal lomporory brocine to Ovum nobility du11n0 corshudlon a the re,porilitlhly of Iho
• croclor. Addifonal pormarenl oocing 01 Ina overall nruciure K me reipor]IOtiIt wire sviIahe co:4; For gener01 gul3orrce reSOrding
rob :colon. qucfryconn0, SIOrose CIO, erecnan aria treeing a0nrue ANSI/D11 Quality Clllerro, DS0.0V one 0CSil Whine Compononl ■ i T e ki m
Sorely Information available kern truer Moto 'n51806.533 D'Onobto Drive Madrion WI 53719. 'rl l l l�
20 d LOS • ET :2I POOZ TZ lflf
r • 00 •• •0 0 0 0 0 •0
• O • • •
J ltlgl+� S . 'Runs Truss Type Qty Ply Rental Bu • , • • • • • • • • • • • • • • RI 164144;D
6 429 OG1 BOSTON HIP 1 1 • • • • • • • • •
,lob Reference (optional) _
TECNA INDUSTRIES, McMINNVILLE, OR 97128 5.100 s May 30 2003 MiTek industries, Inc. Frl Mar 19 07 37 2004 Page 2
• • • ••• • •
NOTES • • • • • • • • • •
11) Special hanger(e) or other connection device(e) snail be proveled sufficient to support concentrated load(s) 106.71b down ant:41 :10%1$1 20- 5.0 1r16 dotyn • • • •
end 41.1Ib up at 4-0-0 on top chord. The design /selection of Such special connection device(s)19 the responsibility of others• • • • • • • • •
• •• ••• • • •
LOAD CASE(S) Standard
1) Snow: Lumbar Increase =1.15, Plate IneteaaC =1.16
Uniform Loads (Ort)
•
Vert: 2- 14= -2T.7, 10 -14= -84.4, 8- 10= -27.7. 1- 3= -6a.0, 345= •64.0, 5.7 = -64 0, 7.9 = -64 0 • • o • • • •• • • •• •
Conoenbated Loads (lb) • • •
Vert: 23= -106.7 2 -106.7 • •
• ••• • •
ri
•
0 AR1�r0 • v. de V r_m
w r(fsl olprs paramours R I7AD NOTES ON f�9 AND LrClt Dl1TB7/ REFI.R6NC1[ PACE lyQl•7�75 H190R1: U9£ 7777 Greenback Lane .Suite 109
Design valid for use o nly w1 1h MIte4 conn or: Tnc design is Dosed only upon ocrom show and is for on inan4auo, oundtr� co,tpon•nt Conn Ho 6h0, CA, 95E70
AnpIt000f lry order gn po and Wooer In•orporonon of cnrnponenl is respondoJy of building designer • not 4u:: oapane 9r0clnp shown
is for loleral SOPPon of mdr.lduol 'mab memben ortiy. nNalslonol temporary broare to Insure 000119y during Con:hucl.on a the ro :pOn$ID11111y of the
• a'oeror. Add.1 enol permanonr erochng or Ms overall :nYCIUro I: WO r.sponnb•ry of ino tooling ae -cgqner For eenerol ou:oonce r000roln6
IObliCofon. aually control s1oro0e er•Ctlon and brocing. con:un AN91/IPI1 Quality Clliclfa 008.69 one 6C3I1 Sulldhos Gomponeel M TAI/m
Solely Information ovodoble (tam DVSs Plato 1n:lsluto, 533 D Onoh10 D,,,.... Hodson, wl 53719 , , CR
-- - -.. —.. ..__,.__ .,. ___
be • 3Jtid 20S ?T :2T 1700? L? lnr
• •• • •• • •• • ••
• • • • • • • • . • • • • • • • • • •
• • •• • • • • •
Job Trues Truss Type Oty Ply Rental Bulling • • • • • • • • • • • • • • • • • 111164444, •
6429 DG1A BOSTON HIP 1 1
Joh Reference (onennall
_
TECNA INDUSTRIES, MCMINNILLE, OR 97128 5.100 s May 30 2003 MiTek Indusines, Inc Fri Mar 19 07:37.33 2004 Page 1
• • • ••• • •
• • • • • • • • • •
I - 3.0 - 0 t 9 - 5.11 l 12.2 - 8 f 14 - 11 - 6 1 24!6.0• • • • • t • - 7 le6.d :i • •
■ •••
• 3.0.0 9.5 - 11 2.8.13 2-8-13 94.11• • • • • 3 -0.0 • •
441 D M1120 =
••• ••• • • •• ••
1.044 1.11120 If ...,* /�� Cu. 6 • •
I C MVP 11 • • •
• • ••• ••• •• • •
15.4141120 II f ` 1 $w x11170 I, • • •
• ••• • •
BCD g
614M1120 = 120 II 2 M1120 II 2r/ n 12 II 204 1 ■
2.4 MI12r II ay Mr•20 = 6a0 Mii20 =
c r 120 II 7 e
j • 26 2 ' 9' .1 27
13. 1j
e
a Q
` ,
2 '•••— '° — ,-
[ It,
to.
h12 141120 I, 1e 16 14 12 12 6412 Mills I
la M1120 * 2,4 MI120 II 35 M112o = 446 MIDO = 244 6.11120 II 516 MII2C
srs Mu20 =
9.6.11 I 14.11-5 I 24 .5.4
9-5-11 6 - 5.11 9.5.11
Plate Offsets (X,Y): (2:0- 5- 8,0- o -e1, 4 - 7,0 - 21, [8:0- 4- 7,0 -2- 21 (10:0.10 -2,0 -0-41
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lot) I /deft Ud PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) - 0.10 14-15 >999 240 MI120 220/185
TOOL 7.0 Lumber Increase 1.16 BC 0 62 Vert(TL) -0.24 1 >149 240
• BCLL 0.0 Rep Stress Inv NO WB 0.54 Horz(TL) 0.04 10 n/a n/a
BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 201 lb
•
LUMBER BRACING
TOP CHORD 2X 4 DF No 1 &Btr G 'Except' *TOP CHORD Sheathed or 3 -3 -1 oc purlins. Except
4- 82X6DF55 -G 3 Rows et 1/4 pte 4-3
BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2 X 4 DF Std G
OTHERS 2 X 4 DF Std G "Except'
4 -16 2 X 4 DF No 1&13V-G
SLIDER Left 2 X 8 OF No.2 -G 2-5 -2, Right 2 X 8 OF No.2 -G 2 -5 -2
REACTIONS (Ib /size) 2= 1873/0 -5-8, 10= 187310 -6.8
Max Horz 2=- 86(load case 8)
Max Uplift 2= .306(load case 7). 10=- 306(bad case 8)
Max Gray 2= 2003(load case 2). 10=2003(load case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1 -2=45, 2.3t-2445. 3 -26 =2365, 4-26=-2244,4 8.•700, 8- 27= -2268, 9-27= -2366, 9-10=-2445, 10.11 =46,
4-6= 4474, 5-7=-2472. 7.8 -2471
BOT CHORD 2.16 = 19x9,15 -16 =1972, 14 -15 =3005, 13.14= 1973,12_13 =1973, 10 -12 =1879
WEBS 4- 16 =58, 8. 12=58, 4.15= 1215, 6 -15 =- 125, 7 -15=4, 7 -14=- 124, 8 -14 =1211
NOTES
1) Wind: ASCE 7.88; 85mph; h =26ft; TCDL= 4.Opsf; BCDL= 6.Opef: Category II; Ekp B; cnclosed;MWFRS gable end zone: cantilever �,�E0 PROpe,,
left and right exposed ; end vertical left and right exposed :Lumber DOL =1,33 plate grip DOL =1.53, c L NG INZF /�
2) Trues designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the race), see MITek �C2 y 9
"Standard Gable End Detail" 15766PE c-
3) Design load Is based on 25.0 psi specified roof snow bad.
4) Provide adequate drainage to prevent water ponding
6) Gable studs spaced at 2.0.0 oc.
O
6) This truss has been designed for a 10.0 psf bottom chord live load nonroncurrent with any other live loads per Table No. 16 -B. ,� n,
UBC97. 7 O - ' GON � o,
7) A plate rating reduction of 20% has been applied for the green lumber members. �� ,
8) Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 306 ID uplift at Joint 2 and 306 lb
„ I,� � �4I
uplift at joint 10.
9) Girder carries hip end wen 4-0-0 end setback
• 30) Design assume 4x2 (flat orientation) purlins al oc spacing indicated, fastened to truss TC w/ 2.10d nails. [ EXPIRATION DATE: 06 -30 -04
March 19,2004
. +o►
A, WAJINLM° • Neryy d00fgn p.onmo=tors and mar; NOT= ON Thus AND DrctUDDDD KIM lcerxaaNco PAOC MII•7479 WORD Dau - 7777 Greeneec1: Lane it
Doogn vend for use only with Mick connector :. ma de1gn Is port
:melon only upon pamelon shown, and d r0r on Individual buIL7ing component Cugo 109
econeoonM of d•ii9npcuamontere ono Pieper Incorporonon of component I. re;oonaolllty of auudlr✓d dcu,gncr • not tom 44 igner. Bracing :ho.+n Citrus Heights CA 95610
11 for lotercl v pporl of u,alda./0i =60 memDen ono Addllorcl temporary bracing to hwro ilabtldy dunnp edit ud'an I : the revere elm- or Ina
en9c Add1honal permanent etoCing or Ilia Ov4ra'I ltrvcture is fho respomlblllty or 116 DJlldlrp d6S19nor For onolal puldocco re ?d, ding 1•
(ob,co llon. auoily co,lrol :terve. Delivery. Necnan ono bracing. consul AN3I/1rIt au why alteito 05a•tYano 9C311 Building Component I/
Safely Infamolion avaiob.o from nus Pla te Ins1Mo, 533 DOrolrfa Div nnOOlIOn WI 53719. M iTe
S0'30dd LOS ZT:£T VOOZ T2 mnr
. •• •• •• • • • • ••
• • • • •
Job Trues Truss Type sty Ply Rental 8u ••WI• • • • • • • • .
• • • • • • • •R11844 *1 •
6429 DG1A BOSTON HIP 1 1 • • • • • • • • •
Jots Reference (optional)
. TECNA INDUSTRIES, McMINNVILLE, OR 97126 5.100 s May 30 2003 MITek Industries, Inc. Fr( Mar 19 073733 2004 Page 2
NOTES • • • •• ••
• • • • • • • •
• • •
•
11) Special hengcr(3) or other connection do•iec(s) shall be provided sufficient to support Concentrated load(s) 106.71b Down anr)d 1 lib Dad 22 -5 -0 (id 1b dayyl • • • •
and 41.11b up at 4.04 on top chord. The deslgnlselectton of such special connection devlce(s) Is the responsibility of others.• • • • • • • • •
•
• •• ••• • • •
LOAD CASE(S) Standard
1) Snow: Lumber Increa,o - 1.15, Plate Increase =1.15
Uniform Loads (pit)
••• ••• • • •• ••
van: 2.16= -27.7, 12- 16= -64.4. 10 -12= •27.7, 1 -4= -64.0, 46= =6
64.0.6- 8 4.G, 8.11= -64.0 • •
Concentrated Loade (lb) • • •
Vert 26=- 106.7 27 = -106J • • ••• • • • • • • •
• ••• • •
- ‘ •
0 WARNLYO • Vann d..lgn paro•sesore and RCiD NOT86 ON TIM AND INCLUDED LVTEH RYYSRANCN PAW NZ 7473 WOR8 (16 4. 1777 Groent:ar• Lona I6
n,u
Cosign m0110 far use orly wIlh Mnek Connectors Thy design b poop only upon Doromolan Shown. and It tar On Individual Pukka component c 1e9
Appllcaelity of aeson paramanters Ono proper inWerpera lion of component k responsib Sly of bull0ln1 10esI9ner not 9uu designer, Bracing shaven NU9 nabme, CA, 659ta
is Is, 1050531 ruppan of .ndwidual woo members only Additional temporary orocii 'to insulo ;labdlly During Cowl uCilon a the (Cspdnsbillify of the
IIII
. doctor Additiono pormaneni broorra of The O.gall dry ;lure L• me ro:ponylbu!y o the buildinc doyl9nor. Sc, gcnmoi g.,OOnee reaorsing
lopncohon. quo�ify control storage, dolwary, erection one broom ; r ANSI, P11 QuoNy Creoua. 039.55 n1,3 aCSII kWlding Component M iTeks
Sof.N lntorinoMon o•atlawn from miss Plots irrttuto. 583 D O toMO Drive Madsen. WI 33/19.
90'30dd 20S ET:2T bee? T? mnr
• • •• •• •• • • • • •• •
JOb Truss Truss Typo pry Ply `Rem Bi n� " • • - • • • •
• • • •
• • • e e • • • R11644•16i
6429 J1 ROOF TRUSS 2 1 • • • • • • • • •
Job erence (optional)
1 ECNA INDU5T11mES, MdvIINNVILLE, OR 97126, can Wagner 6.10 s Jul 2003 trek Industries, Inc. Fri Mar IS 07:2/:b7 2004 Page 1
a - o sae • • r • • • • • •
• • • • • •
54.0 2 -0-0 • e • 'e.. • •
• • • • • • ;Ca = 1:12.9
/ •• •
� • le •
600 12
2
• • •
• • ••• • • •• ••
•
• • • •
•_ ••• •• • •
• • i
L1 4
2x4 MI120=
1
ti - 2-0.0 2 -p.?
2-0-0 0.34
LOADING (pat) SPACING 2-0 -0 CSI DEFL In floc) I /dcfl L/d PLATES GRIP
TCLL 25.0 Plates Increase 1 15 TC 0.49 VcrtILL) -0.00 2 >999 240 MI120 220/196
TCDL 7 0 Lumber Increaser 1.15 BC 0.03 Vert(TLI -0.24 1 >163 240
BCLL 0.0 Rep Stress Inv YES WB 0.00 Hor2(TLI -0.00 3 n/a nis
BCDL 10.0 Code UBC97 /ANSI96 (Matrix) Weight: 11 lb
LUMBER BRACING
TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Sheathed or 2.0.0 ac purllns.
BOT CHORD 2 X 4 OF No.1 &8tr G BOT CHORD Rigid ceilino directly applied or 10.0 -0 De bracing.
REACTIONS 11b /sitcl 3=- 80/Mechankal, 2= 421/0.1 -8, 4=20 /Mechanical
Max Horz 2- 61 (load ease 5) -
. Max UplIft3=- 80(load case 11. 2=- 16911oad case 51
Max Grey 3= 59(load ease 51, 2- 421(Ioed case 1), 4= 39(loed case 2)
FORCES 1Ib1 - First Load Case Only
TOP CHORD 1 -2 =84, 2.3 = -97
BOT CHORD 2.4 - 0
NOTES
11 Wind: ASCE 7-913; 06mph; h =25ft; TCDL= 4.0psf; BCDL-6.0per: Category II; Exp B; enclosed;MWFRS gable end tone;
cantilever left and right exposed , end vertical left and right cxposcd;Lumber DOL = 1 33 plate grip DOL = 1.33.
2) Design load Is bacod on 25.0 pef epacified roof snow load.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.9
, UBC -97.
41 A plate rating reduction of 20% has boon applied for the green lumber members.
61 Refer to gtrderiel for truss to truss connections
61 Refer to girderls) for truss to twee connections.
7) Provide mechanical connection (by others) of trues to bearing plate at jointIs) 2.
81 Provide mecrtentcal connection (by others) of truss to bearing plate capable of wlthstonding 80 lb uplift at joint 3 and 169 lb
uplift at joint 2.
LOAD CASE(S) Standard
�,PE0 PA OFF
� LNGINtrFA `ri0
4r., 2
¢ 15766PE � c-
O
`: . 0 . - i G 0 N o,`
c , ✓V�
d ah m :r et+r
EXPIRATION DATE 08 -30 -04
March 19,2004
- wal401MMINar
A WARNING • Verify desrpn pansmatrs and MID NOTES ON TIM AND mama= DOTED' KKFCRCNCS PADS LfII 7474 =MAC ME. 7777 Oreenbech Lane e
Devon uoltd In
for use cosy wan MITek connectors n C.el n IS Dared Only upon par Orn IQrS Sngwn and d tar On individual butidlnp component Sena 105 y,
Vim nehnu, CA, 63[ to ur•
ACP6cQUmly or aer'gn poromanrers bra proper incorporation of component o re:ppnpbr6ly of bvn0ing derlOnsr • n truss ot truss vp
t danor. 2r than , . g the » - r �
It for torero, support of tndtaaudl wet momoea only Addifanal tompOrory Oroc1nt0 to msvro slabhly during cOnpiJOIDn Is the retoonubillily 01 the
erector. Addaional permanent aroelnp or Ina overall structure is the ,e590'1ObiRy or the bvadme aaaanor For gone,ol yuldancv ra[orOne 1/1
fabrication, quo0rycontrol, 1101025 deLrory erection and brOCrn.o. Conrvll Austiren Quality CllIerla, DS6-a7 an.l scut eulla'np component �T ®km
Satoh Information o.an M
aola from Trutt Plate lnute 503 D Dine Madmen 1n1 SD 19
GO'3Jt1d €0S £T:2T VIDOE T lilt
• •• •• •• • • • • ••
• • • • • • • • • • • • • • • •
� • • •• •• • • • • • • • •
Job Trues Truss Type — -' -- Qty Ply Rental rurg ; ; ; •• • • •
429
• • • • • • • R116444i8e
6 JIA MONO TRU 2 1 q
Job Reference loptlonel)
• 'rECNA INDUSTRIES, MCMINNVILLE, OA - 671 28, can Wegner - 5.10 s Jul E 2003 al I ek Industries, Inc. Fn Mar 19 05:27 :58 7004 Page 1
• • • ••• • e
1 a -0.0 f 2-0-0 • • • _., • • • • • • •
3 - 0 - 0 2.0.0 • • e -,,,� •• • • • • • • • •
' • • O ,- • Scak = 1;12
0
•
3x4MI120% • ••• • • •• ••
6.00.1 • • • • •
• • ••• a•• •• • •
2 • • • • a
• ••• • I • • • ••
e.
I
o r
F
r.
1 ,
4
1.5x4 MII2011 3x4 MI120=
2.0.0 21) (7
' 2-0-0 0-0.7
LOADING (pen) SPACING 2.0-0 CSI DEFL In (loci !Merl Ltd PLATES GRIP
TCLL 26.0 Plates Increase 1.16 TC 0.53 Vert(LLI -0.00 5 >899 240 MI120 220/196
TCDL 7.0 Lumber Inereaae 1.16 BC 0.03 Vert(TL) -0.27 1 >138 240
BCLL 0.0 Rep Stress Incr YES WB 0.03 HorzITLI -0.00 3 n/a n/e
BCDL 10.0 Code USC97 /ANSI95 (Matrix) weight: 14 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.t6BrT G TOP CHORD Sheathed or 2.0.0 oc purlIns, except end verticals.
SOT CHORD 2 X 4 DF No.188tr G BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing.
' WEBS 2 X 4 OF Std G
REACTIONS (Ib /alzel 6= 448 /0. 5.8.4- 19 /Mechanical, 3 =- 109(Mechanieal
" Max Horz 6= 891load cue 5)
Max Uplifts = -1 1(Ioad case 51, 4-- 27(Ioad ceee 6). 3= -109(Ioed case 11
Max Gray 6= 449(load case 1), 4= 37(loed case 2), 3= 76(load case 5)
FORCES (lb) - First Load Caee Only
TOP CHORD 1-2= 80, 2.3 = -102, 2-5 = -430
80T CHORD 4.5 = -0
WEBS 2.4 -0
NOTES
11 Wind: ASCE 7-98; 86mph; h =25ft; TCDL= 4.Ops(; BCDL= 6.Opsf; Category II; Exp B; enclosed;MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right exposed :Lumber DOL =1 33 plate grip DOL -1.33.
21 Design load i9 based on 26.0 psf specified roof avow load
3) ThIa truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16•B
UBC -97.
41 A plate rating reduction of 20% has been spoiled nor the green lumber members.
5) Refer to grrder(s)for truss to trues connections.
6) Refer to girderls) for true: to Cruz: connections.
7) Provide mechanical connection (by otherel of truss to bearing plate capable of withstanding 151 lb uplift at joint 5, 27 lb uplift
at joint 4 and 109 lb uplift at joint 3.
LOAD CASES) Standard
� 0P p P R OFF S'tS
cr 15766PE 9 c-
O .
0 - ` t30N o`
t9 G
EXPIRATION GATE: 06 -30 -04
March 19,2004
.
4 WARNNO• 17an:/y d4viga po.•anw ears and RGAD NO Tea ON rata AND LYCLUDCD DOTEN REF - IMM = PAC awr#is ;rarORR UBE. 7717 Greenback Lena ® ® ®m
109
Demon .add for we only wlh Mifek conneetec tns agden d bored only icon ocromerms mown. and • for an indtv�dual ono'ng component,
Cent: Melons Gn, 95670
epplicoOny of cetlanpofomenten end proper Inc oroe•o6on of Component I: rorpondoLlry or oubdma 0009 • nal our :edpner. Stong:ne -nn
It lo• loterol supDCn of'not:•iduci woo members only Add iionol lcmporory Drorinp to mare srabihly d d
during conrRULibn a he rGSDOnrbdhty or the
erucro Addfhonol permanent o'L`Chsg of the Oyefa9 t'ruclure it rho responSIDOTy on the buddlno ac!Cner Fc.x CenOrol S,; la 'ce repay deo
foo600nCn quads control no•age oehweru, erechon one broding, Consult AN10P11 Quaary Cin;lla 056•89 and 6C..l1 Iufding Component A ® � /m
Sow). information GA:Wattle Irom fruit Plato int111ule 503 D'Ondlne Orrwo MaCllOn. Wi 59719 AY' R
80•30t1d LOS ET :2T VOOE tz ins'
• • •• •• •• • • • • ••
• • • • • • • • • • • • • •
Tao Truce Truce Tvoe City Ply Rental BulfFin, • • liwil • • • • •
••• • • •• • • •
6429 J2 JACK 2 t • • • • • • • • Rt t saa�a •
• • • • • • • ••
Job Reference o•tional
T • • • • II • , Mc I • • , • • , Teen ' ogncr 6110• s u • • r I e n• ustr as Inc. ri Mar - • . • • • • • - age
I -34.0 1 -10.16 p. • • 4.0, • ••• • ••• • • •
•
9 -0 -0 1 -1C•13 5 p -1•, • • • • • • •t -1, - e • e • • •
• • • • • • • ss9lea= 1:126
,.
6.00 • 1 2 • • • ••• • • •• ••
• • •
• ••• ••• ••. • •
2 • • • • • • • • •
rr
••• • • • • ' ••
a
Fl
2x4 MI120=
1
I • -0.0 I
4.0.0
LOADING (psi) SPACING 2-0-0 CSI DEFL in (lee) 1 /deft L/d PLATES GRIP
TCLL 25 0 Plates Increase 1.15 TC 0.61 VertiLL) •0.01 2-4 >999 240 MI120 220/195
TCOL 7.0 Lumbar Increase 1.15 SC 0.11 Vert(TL) - 0.25 1 >149 240
BCLL 0.0 Rep Stress her YES WB 0.00 Horz(TLI .0.00 3 n/a n/a
BCDL 10.0 Code USC87 /ANS195 (Matrix) weight: 13 lb
LUMBER BRACING
TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Sheathed or 4-0-0 oc purllns.
BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing.
REACTIONS (1b /slzel 3 = -96 /Mechanical, 2= 463/0.1 -3, 4= 39/Mechanical
Max Horz 280(load cast 5) -
• Max Upfift3= •98(loed case 11, 2= •165(Ioad case 51
Max Gray 3= 68(1aad cage 51, 2 =46311oad east 1), 4- 78(Ioed eace 2)
FORCES (lb) • First Load Case Only
TOP CHORD 1.284. 2-3=-103
BOT CHORD 2 -4 =0
NOTES
11 Wind: ASCE y0B; 05mph; h =25ft; TCDL= 4.0psf; BCOL= 6.0psf; Category II, Exp B; enclosed;MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right oxposed;Lumber DOL= 1.33 plate grip DOL =1.33.
2) Design load Is based on 25.0 paf specified roof snow load.
31 This truss has been designed for a 10 0 psf bottom chord Ilve load nonconcurrent with any other live loads per Table No. 16 -B
, IJBC -97.
41 A plate rating reduction of 20% hoe been applied for the green lumber members.
51 Refer to girder(s) for truss to truss connections
61 Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of trues to bearing platy at jointle) 2.
8) Provide mechanical Connection (by others) of trues to bearing plate capable of withstanding 96 lb uplift at joint 3 and 165 lb
uplift at joint 2.
LOAD CAGE(S) Standard
�, PR OFF S
•
�< 0 Nt3 IN r; Si
4c 15766PE 9 r'
O
94,yV - 10O
EXPIRATION DATE' 06 -30 -04
March 19,2004
'■w
0 PMP.717710- Ver{/y d.rfgn parameter, and APAD NOr3 ON fMIB AND INCLU= MITER RZPARILNC15.Peor Ha 7 479 Efestug a it, 7777 Gre611360. Lane -.m
h boaad only Q
Des:gn voed for use only = 1n rvconnector:. Connooconnector:. , 11 Des. ' n u r n01 Suite 109
P lCK Shown, and t .A cr comoonont Cltruc Re gnu, GA 95Bf0
A. eilcoetmy pftlHgn pdramemrin Ond Draper mcorparoiton of component e n n neM l: rosp or hu; ding datlgne dtluol r. not true Glenne( Oelpn Broc:ng :npen
n for lateral support or ndn:dual writ) member: only AdaltIonal temporary bracing ro Inure slaaddr dlelrg cerunuotion Is Ino re.porsr -.Ihly of me
r erecter Ksdllionolpmmancnr creche of the ovdall :r,utlu•o 4 Ilia reeporel5Gty et mo e j d'ne deu:9 rer
ner ror peal gvC al ore
regal
forrt000on. euelay control stora0e delivery. erection end br cirri9. consult ANSI/l•lt Quality Crl•rta. DOS•09 ^nd ec311 eulieln5 Component M i rekm
Safely Information aai°hie from muss Plate lrcl lvto. 083 tOn01110 OrNe rtdalann, WI 51719
60 d LOS bT:2t b00z iz nnr
• •• •• •• • • • • ••
Job Trues Truss Type Qty Ply Iiiiii ai b Iii r • � • • • • • • • • _ • • a
• • • • • • • • R1134�19,
6429 J2A MONO TRUSS 2 1 • • • • • • • • •
JOD Reference to .ttonel ,
E • ' • • • , • C • • •A - 21171 Vegner 6.100 3 Ju 8 2• • I a P• ustrioo. nc. r 7 e 1 • 07 :58 2004 Page
I 4.0.0 I 1 -10.16 1 -0•� . • 4-0-Q. • ••e • •
34-0 1-10-13 3 • • • • • 19i1.9 • • • • • • • •
,� • • ••• • • • •••
1 • •• ••• • • •
I
3x4 M1120%
600 12
••• ••• • • •• ••
• • •
2 • • ••• ••• •• • •
• •
e;
co. gii:LIMmr-
v-
l'9
1
4
1.6x4 MII2011 3x5 M1120=
1 4.0.0 I
4 -a0
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP
TCLL 26.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.01 4.6 >999 240 M1120 220/196
TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.27 1 >140 240
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz)TL) •0.00 3 n/a n/a
BCDL 10.0 Codc UBC97/AN5195 (Matrix) weight. 191b
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1&Btr 0 TOP CHORD Sheathed or 4.0.0 oc purlins, except end verticals.
BOT CHORD 2 X 4 OF No.1 &Btr G 901 CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
- WEBS 2 X 4 DF Std G
REACTIONS (Ib /slzel 5= 47210.5.8, 4 =38 /Macnanlcal, 3=- 116rMcchanical
• Max Horz 5= 95(load case 61
Max Uplift 5-- 158(loed cosy 61, 3-- 115lload cane 1)
Max Gray 6 =472(load case 11, 4 =77(Ioed case 2), 3 =8O(loed ease 61
FORCES Ilb) - First Load Case Only
TOP CHORD 1 -2 =90, 2- 3= -104, 2
BOT CHORD 4.5 = -0
WEBS 2-4 =0
NOTES
11 Wind; ASCE 7 -98; 85mph; h =25ft; TCDL= 4.Opsf; BCDL= 8.Opar; Category II; Exp B; enclosea;MWFRS gable aria zone
cantilever left and right exposer? ; end vertical left end right exposed;Lumber DOL= 1.33 plate grip DOL =1.33.
21 Design load Is based on 25.0 pef specified root snow Iced.
31 This truss has bcon designed for a 10.0 psi bottom chord live load nonconcurrent with any other live lords per Table No. 16 -B
, UBC -97.
41 A plate rating reduction of 20% has been applied for the green lumber members.
5) Refer to girderls) for trues to truss connections.
61 Refer to girder(e) for truss to truss connections. .
7) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 166 lb uplift at joint 5 and 115 lb
uplift at Joint 3.
LOAD CA6E18) Standard
��P PR �FE-
��`g �NGINZF9 i02
15766PE
_
V 0 N `V
EXPIRATION DATE: 06 -30 -04
March 19,2004
p WARNING • Oar* deign parameters and READ NOTED ON TKO AND DrcLUbaD AMC lliZDE ONCO PAGE d91747e aCMRtr yea. 7177 0iaanb.ck Lane m
Oe : n. Sulu, 100 �.;q:. ;.:�
g ' Wr use only Wick camoClOn. The designs bas o upon &town and Jr ter on Ind�V'e.,ol bmldms component pWa HelB CA 95110
/`oOheabl111v of sot gn peromen'ere and proper InCon»rOeOn or ecmpenenl r ro:pOnabllny of butehre demonor - note= cellar. , arocing mow n
It for lalerOl support of inaInlauol we memben only Aceit'onol rarnputory bracing to .nturo nobility ounnp ciAiitNC for "e the :woo ndollily of Inc , a' p.�,
. erecter Aedeonoi p.■mononr broe'np of in4 overall eirvcfuro It me m:poviony or the Ouilaing am'Orer For gonofel gu:o0nce r00oruln0 �
m
tobrlcaeon auotry contras. nor06e. oel,oty crock, ono ma . ",,,,,,n l ANSvrPil 0uallly Criteria D3b.09 and BC Sit Building Component
sotery Information ovailoole Iron, truss Mole IrWOule as D'Onollto (Me. Madison WI 33119.
0t'EOdd E0S bi :2i VINE i2 iflf
' ' • •• I. •• • • • • ••
• • • • •
Job Truss Truce Typo Qty Ply — Fie nta • e • • . • • •
• • • • • • • • R11 garage'
6429 J9 MONO TRUSS 10 1 • •
� Job Reference leptons!!
- TE TJAT DUSTRIES, Md0171R0I R 97126, Jean egner 6 uI B 2QO 5 - Mina lndustrles.Fnc Fri Mar 19 07:27.69 200 aT
•
a -o -v A • • • • • •
i tp� e • .ax$MII2?yl�• • • • •
*-0-0 e.0•0 • • • • • • •
• pe • s e ee• II • •• • •es • ••e Scprb =113
■
• • 1 • • •e ••
. 6.00 r 12 • :
• •
•
• • • • •
2x4 M1120=
4
1 5x4 MI12011
1
I +.g.0
4 -0-0
LOADING (psi) SPACING 2-0-0 CS) ()EFL in Iloc) I /deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1 15 TC 0.59 Vert(LLl 0.01 2.4 >999 240 MI120 220/195
TCDL 7.0 Lumber Increase 1 16 BC 0.11 VertITL) -0.29 1 >122 240
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TLI 0.00 n/a n/a
BCDL 10.0 Code UBC97 /AN5197 IM3trk) Weight: 18 lb
LUMBER BRACING
TOP CHORD 2 X 4. OF No,1 &8tr G TOP CHORD Sheathed or 4-0 -0 oc purlins, execDt end verticals.
SOT CHORD 2 X 4 DF No.1 &8tr G DOT CHORD Rigid coiling directly applied or 6.0.0 oc bracing.
- WEBS 2XaOF Std G
REACTIONS lib /size) 4.305 /Mechanical, 3= 0/Mecnenical
Max Here 4=- 834(ioad case 1), 3= 83411oad case 1)
Max Uplift4 =- 162(loed caws 6)
Max Gray 4= 606fload case 1)
FORCES Ilbl - First Load Case Only
TOP CHORD 1.2 =84, 2.3. -94-5, 3- 4 = -468
BOT CHORD 2-4= -834
NOTES
11 Wind: ASCE 7-98; 85mph; h-25f1; TCDL= 4.0psf; BCOL- 6.0pef; Category II; Exp B, enclosed :MWFRS gable end zone;
cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL- 1.33 plate grip 001=1.33.
2) Design load is based on 26.0 psf specified roof snow load.
31 Title trues has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No 16 -B
UBC -97.
44 A plate rating reduction of 20% hoe been applied for tho green lumber members.
51 Refer to glyderls) for truss to truss connections.
6) Refer to girderlal for truss to truss connections
71 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 4.
8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.600in.
LOAD CASE(S) Standard
ck tp � ,cp 0 IN - . 9 ` r /O
cr 15766PE r
N o,`b � or b N`b �C .
•
r EXPIRATION DATE: 06-30-04
March 19,2004
l ,
a WARNWQ • Verify deeten parmm.w. and RaAD JeQ riss ON MR AND £XCYUDP,D RO g REFERENCE PAGE 507.7475 DZFORe DRS. 7777 ttreenbetk Lane
Odder) void for use only wltn tarok cnnn.cto,, The ceslpn l: Dosed oN
sweat D9 s:
e onenl poromo Shown. ono l; es on and o r hue d i ldlne COmaononi Citrus HBlohte, CA, 95810
A
pF coolll'y of dent" paromonien end proper mcrrroro on of domponenl a resOOnsibil of Sodding tredve,' - no Bost deslgne• arac'ea mown
t: for torero' :vow Of ndlndual WOO memo6ts only AddTonal lemperory bracing to insure debility Juana ConnruCflon i the resporsiblury of the r v < • iii
• erector. Aaatl:onOi pormonenl orOcinO or the overou structure B me ro :ponn>tllty dl me ouud:ng de9One, - For general ppulaonce rcgoroMg
faoricorlon. Qualify control, mirage, cletver,. erec4on and brOCing consult Arai) /rm Ouoery crone. 018.69 and aC3n Building Component ` A 'je � /
fl
Sorely Information evadable from trust P1o18 lent, re. 583 D'Onolrlo Dove mode WI WI 53719 'v'
T T ' 30tid £0S bT : £T b00z TZ inf
' ' • •l •• II • • • • • • •••
• • • • • • • • • • • • • • • •
lob Truoe Truss Type City Ply nte a Oka • • • • _ • • • • • • • • • • • PI Isasost •
9428 J3A MONO TRUSS 10 1 • • • • • • • • •
Job Reverence o Iona!
TECNA INDUS? PIES, MCMI R , can Wegner .1• e u : ••s I a n•ustres, nc. Mar 19 07:27:59 2004 Page
• 3.0-0 I 4.0.0 n • • • t6 M112 10 • • • • • • s
s a . 4-0.0 • • • • q, I
o • •
• • ••• • • • • •••
• • 3 • • • • Scat =1:13
• • ••• • • •
• • ••• • • •• ••
6 00 12 • • •
• • •
• • ••• ••• •• • •
• •
V
3x4 MII2D • • • • • •
ri
ri
•
2
- -,_
el
h
w
•
1
5
1.Sx4 MI12011 3x5 MII20=
1.0.0 I
&NO
LOADING (pert) SPACING 2 -0.0 CS1 j DEFL In (loci 1 /deft L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.15 TC 0.63 Vcrt(LL) -0.01 5-6 >999 240 M1120 220/195
TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.32 1 >118 240
BCLL 0 0 Rep Stress Incl YES WB 0.04 HorzITL) -0 00 5 n/a n/a
SCDL 10 0 Colo UBC97 /AN$196 (Matrix) Weight: 25 ID
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 4.0.0 oc purllns, except end verticals,
BOT CHORD 2 X 4 DF No.1 &Btr G COT CHORD Rigid ceiling directly applied or 10 -0.0 oe bracing.
- WEBS 2 X 4 DF Std G
REACTIONS (ID /size) 8= 440/0.5.8, 5480 /Mechanics! -
- Max Hors 6= 92(loed case 4)
Max Uplift6=- 122(loed case 5). 5 =- 18(leod case 4)
Max Grey 6 =440(loed case 1), 5- 81(load case 2)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2 =80, 2.3 = -91, 3 -4 = -8. 3-6=-44. 2 -8 = -404
BOT CHORD 6.6 = -0
WEBS 2.5 =0
NOTES
1) Wind: ASCE 7-98; B5mph; h -25ft, TCDL =4.Opsf; BCDL- 6.opsr: Category II; Exp B, cnclosed;MWFRS gable ens zone;
cantilever left and right exposed ; end vertical left end right exposed :Lumber DOL =1.33 plate grip DOL =1.33.
2) Design load is based on 25.0 pet specified roof snow food.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B
UBC -97.
4) A plate rating reduction of 20% has been applied for the green lumber members,
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 18 ID
uplift at joint 6.
LOAD CASE(6) Standard
�? O PROFF
k,�'\� EN I N �Fq s�o2
15766PE �r
o1 ` 1 '
ti` O N -AG 10
EXPIRATION DATE. 06-30-04
March 19,2004
- t
A A r
, WARPING . P rtfy design paraetaxn and READ NOTES ON tRSS MID INCLUDED ART= AR??RENCE PAGE aw. 7477 REPOA& DaM. 7777 Greenback Lane ■sp
Defion valid for von only witn &halt come eon. TN: da:lon a horrid only upon poromoler. :no=n, ono Is fur on 0 0.0y01 budd,,9 component Stele I
App'x:obdM of do:ign parans anion and proper incoroctohen of componenr if refponfib�liT el bvilo1npp Oes TAM r • nor R derlOner erocng rho" n Clltue MIORIe CA, 65910
I: for totem' fupoon of IndN :dvol web members only Ada■hanal Iomporory Drocbng to irtufo aobily during connryCeon K the feSDOnablihly of the
. erecter AddOonol permonenr SOChlp of fro Moron flrvC tyre it Ina fafpon :Ibulry of me OvlW111Q 098gner nor genera: ppu47once regorolrQ
IOD.Colon• ouolty sense!, nonage delivery. eroclIon ono arodng eonf ansvrrn Gueuly Creole Doss, and KM Wading Component Ll A fFe
safely Irdmmolon 0' from TF Role lrCliilule s&1 D Onolrlo orlve. MOO'SOn WI 55719, `v,"
zi LOS SI:LI beet I? lnr
• •• a •• • e • • O•
• • • • • • • e • • • • •
• • •• • • • • • • •
4
Job Tru : " Truett type I Qty I Ply 'Mental 6iW • • • • • • s • y
6429 RI ROOF TRUSS 15 1 ° • • • • • RI teaalgq
J b Reference to tlanelt
• - TEr A IN s ' , Y c 9 "T , e" ' :, °e 1 s Jul 8 200 I e n u stries, ar 1 : 7:69 20 ag o
• • • ••• • •
-9 -04 1 6-a -6 I 12.2. t 16.0.6 I • 2• • • • • 2145.0 • • •
I s•oa 64-0 3-10.0 6-10-0 • • • • • 4 • I • • e • • • • e
• a- • • e-o-s • • •
• •• • •• • Sale= 1:5r.0
4x4 M1120=
4 ••• ••• • • •• ••
• •
• • •
I • ••• ••• •• • •
•
600 1.5x4 •
12 ••• • •
1.5x.4 MII20//
• 3 \ 5
•
2 6
el
X n to Ira
0 7 0
1 3x5 M1120= 10 8 6 axs mii20=
3x4 MII20= 3x4 MI120=
3x4 MI120=
8.9 - 13 I 16.4.3 I 24.6.0 t
8.3.13 76-5 5-3 •13
Pl ato Of rota ' ' In ••- 2.4.0 71.8] r6:0.2.4 0T:
—
LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (lot) I /dell L/d PLATES GRIP
TCLL 25.0 Plates Increase 1.16 TC 0.97 VertaLL) -0.11 8.10 >999 240 M1120 220/196
TCDL 7 0 Lumber Increase 1.15 BC 0 67 Vert(TL) -0.20 1 >127 2.40
BCLL 0 0 Rep Stress Incr YES WB 0 25 HorzITL) 0 04 6 n/a nrs
BCOL 10.0 Codc UBC97 /ANS196 (Simplified/ Weight. 108 lb
-. LUMBER BRACING
- TOP CHORD 2 X 4 OF No.16Btr G TOP CHORD Sheamed or 4.10.16 oc purlins.
BOT CHORD 2 X 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing.
WEBS 2X4OP std G
REACTIONS (1b /size/ 2=1213/0-5-8, 6.1213/0-6-8
Max Hor2 2= 107(load case 7)
Max Uplift2=-123(load cage 71, 6=- 1231Ioad case 8)
Max Gray 2 =13371106o case 2), 6= 1337(Iosd case 3)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2=43, 2-3=-1573, 3-4= -1369, -6= -1389, 5 -6= -1573, 6 -7 =49
GOT CHORD 2-10=1392, 9-10 =967, 8.9= 957, 6-8-1393
WEBS 3- 10 = -313, 4-10=601, 48 =601, 5-8=-313
NOTES
1) Wind: ASCE 7 -98; 85mph; h= 25h, TM. - 4.0psf• BCDL= 6,Opsf; Category II; Exp 8, enclosod;MWFRS gable end Zone:
Cantilever loft and (tent exposed ; end vertical loft and right exposed;Lumber DOL = 1.39 plate grip DOL =1 33
2) Design load Is based on 25.0 psf specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) Overhang has been design for 2.00 times live load t dead load.
51 This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads per Table No. 16-6
, UBC -97.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by otncrs) of truss to bearing plate capable of withstanding 123 lb uplift at Joint 2 and 123 lb
uplift at joint 6.
LOAD CASEIS) Standard
C �� 0 .43. IN E - ,9 / 0
cr 15766 PE i ce
O
li v„ ON o,
1 v
dillaW I.
1 EXPIRATION OATE: 06-30-04
March 19,2004
w
Q WAalfOIO • V..V doolen peronvb.. end "Lap NO re4 ON =CO AND INCLUDED mTEGO REFERENCE MOO LW 7473 =PORE USE 7777 Greenock Lane —•
sun.
Doren cox! rot um 0* wire Mdek COnnoCion 1h1: 0039. it OOfed 0 * /•Dan porametea shown, and ■ for on In0Mduol 00.10.119 cernponenf Cllru f 09
Amenability of design porarrenlen one proper ncorpomdon of eomoonant a ra:ponrI011ey or building designer • not truss 341191191. aroCnO shown C6rua HeiOhle CA, e6a l0
is for Ware! support Of I tl+idval wob manleero only Addifonol Temporary bracing to Insure :1301,11y doing corexuclIon L• fns 'NOON NUN Of the
- erector. Aae;nenoi permonent bracing of the overo7 muc L Trio 'et arwpar7 Or MO ovlld'ng oessiigner. PC, gener01 pmoorca revRrina
laerfcvfbn ovolny control, sienna deh.ery. croc4on ono brOC1n0. Contull ANSI /1P11 Quality CSlloda. DSB•89 and 6C511 bullding e ompononr •
Safely IN•rmexon Ovadobia from tiv$1 P1010 1nSalvro, 383 D'Onoifio Chive. Moonon WI 53719, �T�k
ET - 3Jt1d EOS ST :ET VOOE TZ inf
• •• •• •• • • • • ••
• • • • • • • • • • • • • • • • • • •
_ • • •• •• • • • • • •
0 • Trues - Truss Type Ot • • • • • e
Y pl en 8•Idirp S •
• i • • •
8429 RlA ROOF TRUSS 12 1 • • • • • • • R11644• f11
Job Reference (optional) ■
• • • • e • - IES, Mc 1 N • • , • • - L:, can • egner . s 1 s u : 2003 M1T1c Industries, (nc. Fri Mar 18 0/.28:00 2004 Page 1
• • • ••• • •
.3-0-0
6.3-0 -4 12.2.8 34 ) • • • • • • •••••
•24k • • • X1.60 •
9.0.0 6.9- 8.11 -8 6.11.3 • • • • • •
0 • • •
18 -
_ • • • 2-0•i • • • •
4x4M1120= • •• ••• • Sete =I6(PB
4 • • ••• • • •• ••
••
• I 6.00 t2
/ 4x4 • • • ••• ••• •• • •
dxa M1120% •
ry MII20: ••• • •
3 6
r
1,6)t4 M112011
1.5x4 M112011
2
/ lel ' 7 Itii
in
1 .0101°.111.111111."
ai
12 11 10 9 8
3x5 M1120= 3x4 MI120= 3x4 M1120= 3x6 M1120=
3X4 M1120= - -
1
1
8-2-13 ( 18.24 ( i2 44.0 % 1
84 -13 701 8.2.13
LOADING (pall SPACING 2-0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP
1 25.0 Plates Increase 1.16 TC 0.94 Vorr)Ll/ -0.11 9 -11 >999 240 MI120 220/195
TCDL 7.0 Lumber Increase 1.16 BC 0.57 Vert(TL) -0.28 I >I36 240
BCLL 0.0 Rep Stress Incl. YES WS 0.50 Horz(TL) 0.03 8 Ma nia
BCOL 10.0 Code UBC97 /ANS195 ISImplIfled) Weight: 132 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 5 -3.6 oc purlIns, except end verticals.
SOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rlpld coiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 OF Std G WEBS 1 Row at midpt 3-12, 6 -8
REACTIONS (1b /size) 12=1216/0-6-6, 8 - 1215/0 -5.8
Max Herz 12= 108(Ioed ease 7)
Max Uplift 12 =- 117 (load taco 7), 80.117(load case B)
Max Gray 12= 1 334(1oad case 2), 8= 1334(Ioad case 3)
FORCES (lb) • First Load Case Only
TOP CHORD 1-2=45, 2.9 = -0, 3.4- -1162. 4 -6 = -1162, 5.6 -0, 6-7=46. 2 -12 = -394, 6.8 =•394
BOT CHORD 11-12=1126, 10-11=553, 9-10=663, 8-9=1126
WEBS 3-11=-188, 4.11 =376, 4-90376, 6.8 =•188, 3.12= -1347, 5.8= -1347
NOTES
1) Wind: ASCE 7.98; 85mph; h -26ft; TCDL= 4.Opaf; 6CDL- 6.Opsf; Category II, Exp B; enciosed,MWFRS gable end tone,
cantilever left and right exposed ; end vertical left and right exposed;Lumber 001 =1.33 plate grip 001.=1.33.
2) Design toed is based on 25.0 psf Specified roof snow load.
31 Unbalanced snow loads have been considered for this design.
4) Overhang has been design for 2.00 times live load 4- dead load.
5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads per Table No. 18 -B
UBC -97.
8) A plate rating reauctton or 20% has bean applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplilt at joint 12 and 117 lb
uplift at joint 8.
LOAD CASEISI Standard
g (.2 PR OFen O i
5766PE
O F
V u O - 0 ' 0 0 N o,`
EXPIRATION DATE: 06-30 -04
March 19,2004
a WARNLVO• Yartfy dealer. po.ameeare and RPM NOTSB ONT403 AND LYCLDDPD AUTON xsraaancs ?,ae X= 7473 BOFORS parr. 7777 °rranbeek I, sr.• tii
De: cn valid fa use only with M1itek connec Tins Pierian s ba:oo only upon porometen ihown, ana u for an endi.tduol bu�ldrlp component Sulro 109
Appkco011lry of acllgn Or0mentere one proper inter CONe meteors CA. B :i40
'r, (or layer P parplwn or component Is re:ponnblllty of building designer • not truss cosigne 9roCln0 shown
of support of ndMauol woo members only. Aceelpnel temporary bracing to Insure Itoolllly awing constructor i; the enstol ry of the
erector. Aadebna permanent Omaha or the everoll eructxo b mo roawn+ :bd;ty of iho bvUa+no re:toner For aanarol evidence e i e90reina
fob QuotilY comm. 00(090 Cel1ery, erection ono b'OC1rngg. Consult ANSI /TP11 O9oley Crearla, 03e - and seen 001101/5 Component
Safety rnrermgtlen evadable from Truss Fora InthMe 583 D'Onolrt0 °rho. Madison. WI 531)9 M T ®k 4D
• •• •• •• • • • • •
Nicoll Engineering, Irk: •' ::.:° ii •
■ PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 Ate/N(3636
•
• . • •• • . . • ..•
•.• . .• :..Ss 10.200
CITY OF TIGARD
•• ••' U10111 :1) 1.6ION
STRUCTURAL CALCULAT • � ' '
FOR:
ROOF EXTENSION
FOR:
PAM BENSON
10915 SW HALL BLVD.
TIGARD, OREGON 97223
o _p P • s,
r ,
• ' Prji .1 ?■i i.war
I try 0 /WW
� d Lq 018, .03 ` `-
o N . KS
* s
Note: Nicoli Engineering's design responsibility is limited to only
those specific areas of the structure and /or project as presented
herein. The attached calculations and /or construction details
have been prepared for the above referenced project for the
one - time -use at the noted site.
CLIENT : BENSON
- JOB NO.: 04 -0716
PREPARED BY : ENK
CHECKED BY : .
DATE : 8/17/04 PAGE [ OF l
• •• •• •• • • • • •.
• • • • • • • • • • • • • •
•• •• • • • • • •
••• • • •. • • • •
• • • . • . • • • • • • • . • •
%;a12011 • • • • • • •• • Project: Date: ; • ; • ; • ; .P`age:• 2:::
• • . •.• • S S ••• • • •
• •• ••• • • •
••. •••• • • •• ••
• •
• • •
• • • ••• ••• •• • •
• • ••• •
DESIGN CRITERIA
A. Governing Codes:
1. Uniform Building Code (UBC) 1997 (Oregon Amendments)
2. UBC Standards 1997
3. American Concrete Institute (ACI) 318R -89
4. American Institute of Steel Construction (AISC), Allowable Stress
Design (ASD)
5. American Institute of Steel Construction (AISC), Load and
Resistance Factor Design, Edition II
6. American Institute of Timber Construction (AITC)
7. Concrete Masonry Association (CMA)
8. National Design Specification for Wood Construction, 1991 Edition
B. Design Loads:
1. Seismic Zone
2. Ground Snow Load = p.s.f.
a. Roof Snow Load = iC p.s.f.
3. Wind Speed = 'PP m.p.h.
4. Exposure " T
C. Soil Design Values:
Reference:
1. Allowable Soil bearing pressure: D.L. +L.L. = ) 5- t 7 ' PSF
per UBC Table No. 29 -B
• 2. Coefficient of friction (soil to concrete) =
3. Active equivalent fluid pressure= PCF (backfill)
4. Active equivalent fluid pressure= PCF (backfill)
5. Passive pressure= PSF (Max= PSF)
• • • •• • • • • ••
• • • • • • • • • • • • • • •
• • • • • • • • • • • • • • • •
••• • • • • • • • • • • •• •• • •••
Project: Date: Page:
• • . ••• • •
• • • • •• • • • •
•
• • • ••• • • • • • • •••
• • • • • • • • • • • •
WOOD FE • •• ••• . .
••• ••• • • •• ••
I. Top page of all stud walls shall be 2 pieces the same size as studs. Splices toap�4'� d' • • ,Lni�jm�m;and
be nailed with 12 -16 minimum each side of joint. • • • • • • • • • • • • • • • •
• ••• • •
2. Bolt holes in wood shall be 1/32" to 1/16" larger than the nominal bolt diameter. all bolts shall
• have standard cut washer under head and nut unless noted otherwise.
3. Proved 2x solid blocking between joists and rafters at all supports. Blocking shall be one piece and the
full depth of the joist or rafter.
4. Provide 1x6 diagonal let -in bracing (at approximately 45°) every 25 "- 0" maximum in all stud walls not
plywood sheathed. Bracing shall run continuous from sole plate to top plate. Nail with 2 -8 per stud
and 3 -8 each end.to plates.
5. Proved fire stops at all intersections of stud walls at floor, ceiling and roof. Fire stops shall be 2x's
nominal thickness of wood and shall be the full width of the enclosed space. Place fire stops at a
maximum spacing of 8 "- 0" in the vertical direction. Provide 2x fire stops in all furred spaces, vertical
and horizontal, and at a maximum space of 8 "- 0" in each direction and at the same lines.
6. All bolts shall be retightened prior to the application of sheathing, plaster, etc
7 Each sheet of plywood shall be identified by a registered stamp or brand of the Douglas Fir Plywood
Association.
8. Plywood for roof sheathing shall be CDX. Use exterior type minimum C -C grade, where
plywood is exposed to weather. Plywood for floor sheathing shall be CDX. All plywood for floor
sheathing shall be CDX. All plywood shall be glued with exterior type glue. All plywood shall
conform to U.S. product standard PS 1 -74.
9. All wood bearing on concrete or masonry shall be pressure treated Douglas Fir.
10. Structural members shall not be cut for pipes, etc., unless specifically detailed.
11. Cross bridging shall be provided at 8 "- 0" o/c maximum for all joists and rafters more than 8" deep.
12. All plywood nails shall be common only, all other nails shall be common or galvanized box. Nailing
shall be per chapter 25 of the Uniform Building Code.
13 All structural lumber shall be Douglas Fir of the following grades, conforming to the standard grading
rules for West Coast Lumber, No. 16, unless noted otherwise:
Rafters, Joists, Plates No. 2 1250F.
Beams and Stringers .. .No. 1 1300F.
Posts and Timbers No. 1 1200F.
2x4 Joists and Rafters No. 2 1450F.
Studs, Blocking, Stripping Stud Grade.
14. Glued Laminated Beams(GLB) shall be Douglas Fir F = 2400 psi. Use combined symbol 4F - V4
for single spans or 24F - V8 for cantilevered or multi -span beams. "Utility" grade may be used for
beams not visually exposed. "Appearance" grade may be used for visually exposed beams
• 15 Wood studs may be notched to a depth of 25% of width maximum, except interior nonbearing studs
which may be notched to 40% of width maximum.
. 16. Studs may be bored to 40% of width maximum except interior nonbearing studs which may be bored to
60% of width maximum when each bored stud is doubled with not more than two successive doubled
studs. 5/8" is the minimum edge distance.
17. Bored holes shall not be located at the same section of a stud as a out or notch.
18. Provide double joists under partitions which are parallel to the joists.
19. Provide solid 2x full depth blocking under partitions which are perpendicular to the joists.
•
•
Project: Date: • • • • ..Pag •.�. •
• ... • . • . • • •
•• • • • ••
• • • •• • e• ••
••• •• ••
NAILING SCHEDULE • • • .. .
•.•e •• • ••S
CONNECTION: . • ; g d
BRIDGING TO JOIST TOE NAIL EACH END • •• ••• • - 8d •
1" x 6" SUB -FLOOR OR LESS TO EACH JOIST, FACE NAIL 3 _ 8d
WIDER THAN I" x 6" SUB -FLOOR TO EACH JOIST, FACE NAIL
2" SUB -FLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL • :• ••• •• '. O.C.
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL • :.• • • y � r• •
e eee • • � =
TOP PLATE TO STUD, END NAIL IIPV4 - 8d
STUD TO SOLE PLATE, TOE NAIL I6d 6 24" O.C.
DOUBLE STUD, FACE NAIL I6d 9 16 O.G.
DOUBLE TOP PLATES, FACE NAIL 2 -I6d
TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL I6d 16" O.G.
CONTINUOUS HEADER, TOW PIECES ALONG EACH
EDGE
CONTINUOUS HEADER TO STUD, TOE NAIL 4 - Sd
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3 - I6d
1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL 2 - 8d
WIDER THAN V' x 8" SHEATHING TO EACH BEARING, FACE NAIL 3 - Sd
I" BRACE TO EACH STUD AND PLATE, FACE NAIL 2 - 8d
BUILT -UP CORNER STUDS 16d a 24" D.G.
BUILT -UP GIRDER AND BEAMS I6d 41 32" O.C.
AT TOP AND BOTTOM, STAGGERED 2 - 20d ENDS
AND 6 EACH
SPL ICE
2 - I6d 6 EACH
2" PLANKS BEARING
JOISTS OR RAFTERS TO SIDE OF STUDS, TOE NAILS EACH SIDE 2 - I0d
BLOCKING BETWEEN JOIST OR RAFTERS 2 - 10d
TO JOISTS OR RAFTERS - TOE NAILS, EACH SIDE, EACH END
TO JOISTS OR RAFTERS BEARINGS - TOE NAILS, EACH SIDE 3 _ I0d TOE
BLOCKING BETWEEN STUDS EACH END NAILS OR 2 - I6d
RIBBONS TO STUDS 2 - 8d
ONE (I) - INCH RIBBONS 3 - I6d
TWO (2) - INCH RIBBONS GIVEN NOTE: WHERE NNO AGRE THE MORE S G RINGENTT NAILING REQUIREMENT SHALL APPLY.
.
•
e Pro ect: D ° ° P ° NNiC011
Client: Q � � °° ��:
. ENGINEERING, INC. Job No.: & [ -( tj (v Date:
• • • ••• • ,�1 �nl�
•
/. AV li-r' • • • ..• • • • • • ..• • • •• ••• • • • •
••• ••• • • •• •• • /1" - Lt tit C75 W, \NAA LL- • 1� :
• ••• •,••
1/017 ., I 4(21 -f' 1 Z =-
'L- 44-
25 Z — f � ?- = 1 P D
4`1<( 140."
, Y2 5 69er
4 � 3 j ',, rev
•
i
Gp t✓u
LIOJ F t2 t,tapEz
fir =
I1 VO
• 0«si 444 i(o.`
•
•
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
• •• •• •• • • • • ••
• • • • •
. . .. . . . .
di ` COMPANY C QJeCT ; ;. ; ; %%'ood\iVorks® NEW BEAM • • • ••
NEW BEAM UNDER WALL
SOFTWARE FOR WOOD DESIGN • • • • • • • •
Aug. 30, 2004 10:18:33 B • • • • • • • • • • •
• • ••• • • • • •••
•
Design Check Calculation Sheet •" •
LOADS: ( lbs, psf, or plf )
••• ••• • • •• ••
Load Type Distribution Magnitude Location [ft] Pattern • •
Start End Start End Load? • • ••• ••• •• • •
1 Dead Full UDL 144 No ' • • •
2 Live Full UDL 100 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 12'
Dead 864 864
Live 600 600
Total 1464 1464
Bearing:
Length 1.0 1.0
Lumber -soft, D.Fir -L, No.2, 4x10"
Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95
SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in )
Criterion Analysis Value Design Value Analysis /Design
Shear fv @d = 59 Fv' = 95 fv /Fv' = 0.62
Bending( +) fb = 1056 Fb' = 1080 fb /Fb' = 0.98
Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32
Total Defl'n 0.40 = L/360 0.60 = L/240 0.67
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2
Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending( +): LC# 2 = D +L, M = 4392 lbs -ft
Shear : LC# 2 = D +L, V = 1464, V @d = 1276 lbs
Deflection: LC# 2 = D +L El= 369.34e06 lb -in2
Total Deflection = 1.50(Defln_dead) + Defln_Live.
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
•
• • • •• • • • • • • • • • • •
• • • • • •
• • •. •
COMPANY ['MUT ; ;'. • •
•
yr BENSON • • • • •
AI Wo GARAGE BEAM
SOFTWARE FOR WOOD DESIGN • • • 000 • •
• • • • • • • • • •
Aug. 30, 2004 10:25:43 Bearrl • • • • •
• • ••• • • • • •••
• • • • -
" •" ••- ••• • • •
Design Check Calculation Sheet
LOADS: ( lbs, psf, or pif )
• • ••• • • •• ••
Load Type Distribution Magnitude Location [ft] Pattern • •
Start End Start End Load? • ••• ••• •• • •
•
1 Dead Full UDL 180 No ••• • •
2 Dead Point 864 4.00 No
3 Live Point 600 4.00 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0 0
0' 7'
Dead 1000 1124
Live 257 343
Total 1257 1467
Bearing:
Length 1.0 1.0
Lumber n -ply, D.Fir -L, No.2, 2x12 ", 3 -Plys
Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ASCE 7 -95
SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and in )
Criterion Analysis Value Design Value Analysis /Design
Shear fv @d = 38 Fv' = 95 fv /Fv' = 0.40
Bending( +) fb = 454 Fb' = 1035 fb /Fb' = 0.44
Live Defl'n 0.01 = <L/999 0.23 = L/360 0.04
Total Defl'n 0.04 = <L/999 0.35 = L/240 0.12
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2
Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending( +): LC# 2 = D +L, M = 3590 lbs -ft
Shear : LC# 2 = D +L, V = 1467, V @d = 1298 lbs
Deflection: LC# 2 = D +L EI= 284.76e06 lb -in2 /ply
Total Deflection = 1.50(Defin_dead) + Defln_Live.
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at
intervals not exceeding 4 times the depth and that
each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required.
•
• .• •• •• • • • • • ••• • • • • • • •
COMPANY QRDJECT ; ;'•
di %VoodVIorks® ISEILUMN • • • • '•
COLUMN FOR NEW BEAM
UNDER WALL
SOFTWARE FOR WOOD DESIGN • • • • • • • •
• • • • • • • • • •
Aug. 30, 2004 10:29:09 Celumnt • • • • •
• • ••• • • • •••
• • • • • •
Design Check Calculation Sheet • . •
LOADS: ( lbs, psf, or plf )
••• ••• • • •• ••
Load Type Distribution Magnitude Location [ft) Pattern • • • Start End Start End Load? • • ••• ••• •• • •
1 Dead Axial 864 (Eccen'ricity = 0.0 in • ••• • •
2 Live Axial 600 (Eccen:ricity = 0.0 in
MAXIMUM REACTIONS (Ibs):
0' 9'
Lumber Post, D.Fir -L, No.1, 4x4"
Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 9.00= 9.00 [ft]; Ke x Ld: 1.00 x 9.00= 9.00 [ft]; Load combinations: ASCE 7 -95
SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and In )
Criterion Analysis Value Design Value Analysis /Design
Axial fc = 120 Fc' = 496 fc /Fc' = 0.24
Axial Bearing fg = 120 Fg' = 2020 fg /Fg' = 0.06
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fc' = 1500 1.00 1.00 1.00 1.15 (Cp = 0.288) 2
E' = 1.7 million 1.00 1.00 0
Fg' = 2020 1.00 1.00 2
Axial : LC# 2 = D +L, P = 1464 lbs
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
•
N icoI i Project: :e• . . ..
.. . .. . ...Page:.
• • • • .. .. !T.
• • Client: ► -N
ENGINEERING, INC. Job No.: Date:
• rah � ( �� r 3S S f • • •• •
• •• ••• • • •
p --. I 4' to eid
............ • •
• yV= IZX 15)c
.
1 Q
5440 7
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► , rl
9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
Project: •'• :'. :'.:'. .�a' r�'• • • • •• •• • • .
Client: n :: Q•Y
ENGINEERING, INC. Job No.: Dat
•
• • • • • - • • • • •
•
L ET /�L l-Q,7 A.t�L`�'�JLh ' '•' •• ••• '•'
• •
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9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
NNicoli Project: •• •• Pc �• .
.
Client: � �J !J z :.•
ENGINEERING, INC. Job No.: Date:
• • • . • . .
• • • • • • • • • •
h\f
• • • • ••• •
•. • • .. .. •
.
1/ � 2 tx I \\ ' V V • 171 •:. •.. .. • •• ••
• • • ••• ••.... •
• �� • ••• • .
,A,1 : l 121, r? Mr, c2 ?'
w) 4( a 4'P. .. 10
) &. Q0-.
ar Z
z
2 - 1 4 (71 > III0
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WI co -A Some,DW r T
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9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636
HRS /S FHA /PS/ HST / / LSTI /MST /MSTA NtSTx:RJIS71 S I n
'STRAP.TIES , ' . •,,. , Sti'OfCTti
• • • • • • • ••
t:Evd! lilts, a heavy 12 gauge strap tie, provides greater support in 3W; either fill every nail hole with 10dx1 W nails or fill every other nail i
Inn::ion .;nil repair of home protects. Straight lines and chamfered hole with 16d commons. Reduce the allowable load based on the size and quantity
:s :.:1 r,::rlrrr appearance Easy nailing pattern for connecting the of fasteners used. The LSTI light VII tits tie suitittlle niiRryg is �\
• ;•i ,. :`'::,her`, necessary through diaphragm deekrng aid wood chord open web tresses • • 11
°
The MSTC series has countersunk nail slots for a lower nailing profile FINISH PS -HOG; all others- galvartiz. d borne products are evadable ui •••
Coined edges ensure safer handling. stainless steel or Z -MAX, se2'ContSion- ResTsralice, Dage 5 '
Install Strap Ties where plates or soles are cut, at wall intersections, INSTALLATION Use all specified fasteners See General Notes.
and as ridge ties. LSTA and MSTA straps are engineered for use on 1'/2 OPTIONS: Special sizes can be made o o 4dgr HEST • • • •
• members. The 3• center -to- center nail spacing reduces the possibility of CODES: See page 10 for Code Listinc'Key Ohart • • • • • • • •
splitting. For the MST, this may be a problem on lumber narrower than • • • . • ••• • .
-
•
•
• l e I
1'd •- I i'h -I _ — --.1241;
9 /16 -.1� �4 -- H -� r'h•-.1 I---
I
P q 2 T -- Q 1
_ I ' N i :t i c - fn
r_ ne - o 11 u_ o I"
' r f~ 111 Pi, ;: r •
1111 `I
"V, -
.r ' e- __ 11111
- .6 id ' ':y 111111 4 • ��
t i MI MI t
iv. '�' OF N
y . Q IK' N .1111111 :q` t LL o
• � m ' J 111111 i
111 1 11 a r
111 j
. i. = ' ° - 11 i ' ° i
e i r a In I ,�r = ST
k ; H ' ' t LL HRS 4,).
J
g N 4..
f • ;. -V 'h6 LSTA and MSTA FHA
c k F MSTAM36 (Pilot holes not
7 shown)
el , 4. •1:1 f /0 a ,:. 0,..... iiiittrEeolk,0001,,.0,,,ay,ro i O
I ci)
'�� MSTC28 '
,t7',1
y .ti N ?
i m
o
c
et
1 -- �� I. L ,--4---.1 L o
o
y MSTI MST LSTI -.: - ` ; - j $� „�,o: fO 0.,• W HST : y
f••••• N
: ,-.., (.., ,-..‘ N ,-_, c ': 1 ”
f
N
to
111/4 _21/2 HST2 and HST5 HST2 HST5 I o ■
•
11/2 3' HST3 and HST6 HST3 HST6 = t
c.
� ST2115 N
U
co
• ,, 1 , rt,--..iiv ST9,ST12,
;.s I ..& 1 .. ;ti.. � � ST18, ST22 • 't I,... : ,.....,:•,. : ,. ......„ �ep 77��..�� ^ S r+l . D ., - v ■ * � t. I))'
• ' t • '' fin h'
Typical
Typical MSTI Installation HRS I , c-,,,,,,' `
. (MIT hanger shown) rf1l Typical LSTI
LSTI similar it „i. Installation
130
SIMPSON HRSIST/FHA /PS /HST /LSTA /LSTI /MST /MSTA /MSTC /MSTI I '
S TR 4 P � ES
• • •• •• • • • • • • •
• • • • • • • • • • •
• • • • • • • • • •
• • • • • • • ••
• Model Dimensions Fasteners Allowable Tension Allowable Tension
No. Ga (Total) Loads (DF/SP) Loads (SPF/HF) Code BEAM and
Ref. ' STRAP
W L Nails (133) (160) (133) (160)
•• • • • • • • •
e�c• • • • •
LSTA9 VA 9 8 -10d 645 775 555 665 • • • EAD • • • • • • LSTAl2 1'/. 12 10-10d 805 970 695 830 •• • • • ° / i •
LSTA15 11/4 15 _ 12 -10d 970 1160 830 1000 I
7, 62, 90 I
LSTA18 1;4 18 14 -10d 1130 1235 970 1165 °° ° f I `�
LSTA21 1 /4 21 • 16 -10d 1235 1235 1110 1235 • • • • • • • • i • 1 /
LSTA24 o x� 1 ,!,•
20 11 24 18 -10d 1235 1235 1235 1235 • 1 J •
ST292 2'/,6 9 12 -16d 1120 1265 970 1160 • S � • • •
• •
ST2122 2 12 16 -16d • 1505 1535 1290 1535 3, 39, 88, • • • • . �� • •
ST2115 3 /4 16 8 -16d 665 665 665 665 104 'f
•
ST2215 21/46 165,6 20 -16d 1880 1880 1625 1880 Typical LSTA Installation
LSTA30 11/4 _ 30 22 -10d 1640 1640. 1555 1640 (hanger not shown)
LSTA36 1 36 24 -10d 1640 1640 1640 1640 7.62, 90
LSTI49 3% 49 32- 10dx11/2 2580 3100 2220 2660
LSTI73 3 73 48 1 Odxl lfz 9 BEAM and
3870 4215 3330 3995 Iy.e STRAP
MSTA9 11/4 9 8 -10d 650 780 565 680
23/4' 711110
At MSTAl2 18 1 12 10 -10d 815 975 705 850 END
,:��'
MSTA15 1 15 12-10d 975 1170 850 1020 DISTANCE , -•" -S.
W y . ; I
MSTA18 1 18 14 -10d 1140 1365 990 1185 ' '; ° MSTA21 1 21 16 10d 7, 62, 90 v J. e 1300 1560 1130 1355 �° l MSTA24 1 24 18 -10d 1465 1640 1270 1525 °° w" : , � Ims MSTA30 1 30 22 -1 Od 1835 2050 1585 900
4�,:' `' MSTA36 1 36 26 -10d 2050 2050 1870 2050 4[ � i
ST6215 2 16 20 -16d 1895 2095 1640 1970 r
ST6224 23/46 23 28 -16d 2540 2540 2315 2540 3, 39, 88,
ST9 1 9 8 -16d 755 910 655 785 104 Typical LSTA Installation
ST12 16 11/4 11% 10 -16d 945 1135 820 985 (hanger not shown)
C1 ST18 1 17 14 -16d 1325 1420 1150 1380 3, 39, 88
ST22 1' 21%_ 18 -16d 1420 1420 1420 1420
MSTC28 3 28 36 -16d sinkers 3000 3600 2590 3110
MSTC40 3 40 52 -16d sinkers 4335 4585 3745 4495
MSTC52 3 52 62 -16d sinkers 4585 4585 4465 4585 9,23 CODES:
MSTC66 3 65 76 -16d sinkers 5660 5660 5660 5660 See page 10 for
MSTC78 14 3 77 76 -16d sinkers 5660 5660 5660 5660 Code Listing
ST6236 2 33 40 -16d 3845 3845 3845 3845 3, 39,88 Key Chart.
4'; HRS6 1% 6 6 -10d 525 630 455 545
v HRS8 1% 8 10 -10d 875 1050 760 910 160
'a HRS12 1% 12 14 -10d 1225 1465 1065 1275
FHA6 1 6 8 -16d 810 975 705 845 Model Ga Dimensions Bolts Code
FHA9 1 9 816d No. W L Oly Dia Rel.
810 975 705 8
ou FHAl2 1 11 8 -16d 810 975 705 845 PS218 2 18 4 5 / 6
Z FHA18 12 1 17 8 -16d 810 975 705 845 PS418 7 4 18 4 % 180
o FHA24 1 23 8 -16d PS720 6 20 8 '/2 Ro
810 975 705 845 3, 39, 88
h FHA30 1 30 8 -16d 810 975 705 845
Zi
° MSTI26 2116 26 26- 10dx1 2355 2830 _ 2045 2455 I' L ) cn
MSTI36 21/46 36 3610dx11/2 3265 3915 2830 3400 O. _0 1 p O
MSTI48 216 48 48- 10dx11/4 4350 5080 3775 4530 _ , w
5080 5080 5080 5080 3,39
••c �" � MSTI60 2'/16 _ 60 60- 10dx1'h 5080 5080 4720 5080
O O • O O J j
MSTI72 2'/16 72 64- lOdxl'h
co
PS218 and PS418 h 2'h• 1_GI
O 1 Loads include a 33% or 60% load duration Increase on the lasleners for seisms a wind loading PS PS720 3W 11/2
but DO NOT include a 33% stress Increase on the steel capacity Refer to page 12 for huther explanclion
2 10dx1 /z' nails may be substituted where 16d sinkers are specified at 0 80 01 the table loads
3 10d commons may be substituted where 16d sinkers are specified at 100% of table loads
a • 4 16d sinkers (9 gauge x 3W) or 10d commons may be substituted where 16d commons are specified at
"• 0 85 of the table loads
5 Use half of the nails in each member being connected to achieve the listed loads
6 PS strap design loads must be determined by the building designerfor each installation Bolts are installed
both perpendicular and parallel -to -grain Hole diameter in the part may be oversized to accommodate the HOG I III I ® m
�i De must determine d the oversize creates an unacceptable installation
ti 7 For overlap splice details, refer to T -CMST I I I
,l I ® o Typical
®0 P5720
Installation
131
•. •• •• • • • • ••
H DA /HD HOLDOWNS SIMP.°fl�' 4
• Strrin� 1Y
Holdowns are used to transfer tension loads between floors, to tie 4 .----.
purlins to masonry or concrete, etc. Use HDAs and HDs for overturning
requirements and other applications to transfer tension loads All HDAs 0 • • • • • • • •
•
•
and the HD15 are self - jigging, ensuring code- required minimum 7 bolt • • • • • • • • • • et
diameter spacing from the end of the wood member to the center of the • • • • • • • • •••
first bolt hole. • • •• • •
• • •.tp • . •
HD6A, HD8A, HD10A and HD14A's seat design allows greater 0 - 0 • o
installation adlustability. An overall width of 3' /. for the HD6A, HD8A and —
HD10A, and 3W for the HD14A provides an easy fit in a standard 4x wall. • • • es - • • • • • • HDA SPECIAL FEATURES. •
• Single piece non - welded design results in higher capacity. H • : . • : • •
• Load Transfer Plate eliminates the need for seat washer.
•.• ' , • , •
• • ••
o •Fewer inspection problems. / Ha
MATERIAL: See table on opposite page ®; ;`' ,
Q LOADS: See table on opposite page ®;
FINISH. HD2A, 5A, 6A, 8A, 10A, HD14A— galvanized. May be ordered ,� • 0 ,®
HDG; check with factory. HD15— Simpson gray paint. 0 s' :�
INSTALLATION: • Use all specified fasteners. See General Notes ��W
"` • For an improved connection, use a steel nylon locking nut or a
thread adhesive on the anchor bolt. HDSA
• Bolt holes shall be a minimum of 1 /32' to a maximum of Vie ® (HD2A similar)
larger than the bolt diameter (per 2001 NDS, section 11.1.2). `� ��
• Standard washers are required between the base plate and anchor , U.S. Patent No. 4,665,672
` �
p Canada Patent No. 1,253,481
nut (HD15 only), and on stud bolt nuts against the wood. The
Load Transfer Plate is an integral part of the HDA Holdown and HD10A
no washer is required. See page 17 for BP /LBP Bearing Plates. (HD6A, HD8A For holdowns ;.per ASTM test
• See SSTB Anchor Bolts, Simpson's Anchoring Systems and and HD14A similar) standards, anchor bolt nuts should
Additional Anchorage Designs for anchorage options. The design
engineer may specify any alternate anchdrage calculated to resist be finger;tlght plus 1 /3 to 1 (2 turn
the tension load for a specific job. with'a wrench, with.consideration
• Locate on wood member to maintain a minimum distance of given to possible future wood
seven bolt diameters, distance is automatically maintained when shrinkage. Care should be taken
end of wood member is flush with the bottom of the holdown. to not over = torque the nut.
•
• Stud bolts should be snugly tightened. s
4
• To tie double 2x members together, the designer must
determine the fasteners required to bind members to act �� = -"
as one unit without splitting the wood. ,, ;:
• For additional information, request T- HD -01. a:
CODES: See page 10 for Code Listing Key Chart. &eisroE \ I' ' si
INSTALLED � `ti I I !
BETWEEN 'r' t�
BCLTNUTS r...-1 }^,.t _ 4 i
ANDWOCD i_.Y f ,Oil ,: i
G F 1
? 1 ft i` I. WASHER f M USTB E • ',' BP
INSTALLED +'Y,
(I''' ` h HERE i,. • ti t
j ' � Pressure - treated "w t • I; —�
t i , T3
I . � barrier may be 1 � ' Threaded ° �'�
z required. STANDOFF �; ` 1 Studs
r j PROVIDES +,`�+ / rt 1
t \� S�
END MINIMUM �� f:r 1 ` , O G J a t i c
6 _ , 'L Y ' , � -4 �, ' Rod � � C y..=. r • - , u'
+ r \a DISTANCE N �4 • '?,s,',",,.'1,. 3a' , 41 7 4 r t , Z
!! , FOR %' - � 4 _ - riN r 4 Q
l iphip
1 � = THROUGH S0 '� Z-ZX '�
` / BOLT ?"W� -.. . jam.....,: L3'J t`2
. v . • : . , : - ` Blocking o
0 .•.., Typical HD15 t 77'I�' BP's ma y
o
�*_/ Holdown Installation t ;� be required. ..
:•I: Check with o
• 1',_ your local e
?_ build,n
;, -,4'% code e "
Typical HD5A Holdown , I "�*,' `
Installation with SSTB anchor bolt. '1.'','",....i. '� 1 '" t''t (3' o
• -e „ � , <, f ' t` `� *. Typical HDSA
r+r '�� �”
Washers are not required at the base. i a,
i ;; ,� {, � � ie �, a�q,� f'�v"7�,.� Tie between Floors
= �x ! �� ` ;r w. * To achieve table loads, the
•
. • �.��, y j1 p! ,� S . x „r minimum bolt end distance }
.; • , °"'�"*� L.. ® fir c r wM is seven bolt diameters. This
` - .�G.i._4 _ ; � p , 0 of ar N+r r-� T �_ distance designed into •4 holdowns. Bolt end distance
� 0 l i a : i•l'f2 NYI'I �
HANGER NOT SHOWN :a: may be increased, provided the
FOR CLARITY "ad. anchor nut is not over - torqued,
which could split the stud
HD8A Installed in Pairs (Side View)
28
I
. HDA /HD
Stro � T1e' .. HOLDOWNS
• • •• •• • • • • • •
••• • • •• • • • •
Material Dimensions Fasteners • • • • • • • • • • • • • • • : • •
id) Model a Stud
No. Base Body HB' SB W H B SO CL Anchor M • • • ... • •
Ga Ga Dia
Dly Dia • • • • • • • • • •
•
HD2A 7 12 4 2 2% 8 294 • •
• • ••• • • • • • • •••
9(e Yz 3: B/e 1 X6 2
HD5A 3 10 53/4 3 33/4 9 3/46 3 9(6 y2 2 3/46 % 2
HD6A % 7 63/4 3% 3% 113/4 3 9(e 9(e 2 X6 % 2 '/e
%6 Y 3% 9(6 Xe 9(e X6 / 3 % ••• ••• • • •• ••
HD8A 7 6 3 3 14 2 > > • •
•
HD10A % 7 63( 3% 3y 1 8X6 3 3(6 9(6 2X6 '/6 4 % • • • ... • • • • • • • a
• HD14A % 3 7 4 3% 20%, 3% % 23f 1 4 1 • op. • • C
• HD15 % 3 7 4 3% 24% 4%, 3% 2% 1% 5 1 y
See notes below.
: Allowable Tension Loads (DF /SP) 133) ° Allowable Tension Loads (SPF/HF) (133) Holdown Holdown
. Deflection Deflection
Model Avg , Length Boltr `,t,., h > 1 , Length of Bolt at Highest at Highest Code
No. Ult `- , :, In Vertical Wood Member" `, ` ;' In Vertical Wood Member Allowable Allowable Rel.
,'' . . ., " , • ` '" ' ' - ∎A Design Design Load
i ."'
e":" " -ifs; ,':3- 3!fs;57 - {; 1% 2 2/ 3 31 5�fe Load Raised
HD2A 12150 1555 2055 2565 2775 2775 2760 1320 1740 2165 2570 2565 2550 0.058 0.077
- "-"'.)- HD5A 20767 1870 2485 3095 3705 4010 3980 1585 2110 2625 3130 3645 3680 0.067 0.117
HD6A 27333 2275' 2981 3685• '4405. ,5105:'5510 1870 2470 3065 3680 4280 5020 0.041 0.125
HD8A 28667 32 %.43e6 54,15 6465: , '7810 2710 3655 4530 5480 6350 7330 0.111 0.121 40,105
HD10A 28667 3945 '5540, 6935 8 :,9900 3275 4600 5745 7045 8160 9195 0.269 0.269
HD14A _ 38167 — — — — 11080 13380 — — — — 9495 12485 0.215 0.282
HD15 55333 — — — — — 15305 — — — — — 13810 0.082 0.082
1 Allowable loads have been increased 33% for earthquake or wind loading and 5. The designer must specify anchor bolt type, length and embedment. See SSTB
0 are governed by the stud bolt calculations. No further increase allowed; reduce Anchor Bolts (page 24) and Additional Anchor Designs (page 26).
where other loads govern. 6. See page 16 and 22 for anchor bolt retrofit.
2. HD15 requires a minimum 4x8 (in a 31/2' wide sheanvall) or a 6x6 nominal 7. Lag bolts will not develop the listed loads.
post. To ensure the tension load carrying capacity of the critical net section 8. See page 11 for testing and other important information.
meets the holdown capacity. 9. Deflection at Highest Allowable Design Load:
' 3 Use a minimum 4x6 nominal post for the H014A. Minimum post size is The deflection of a holdown measured between the anchor bolt and the strap
required to ensure the tension load carrying capacity of the critical net section portion of the holdown when loaded to the highest allowable load listed in
meets the holdown capacity. the catalog table. This movement is strictly due to the holdown deformation
4. HB is the required minimum distance from the end of the stud to the center of under a static load test conducted on a steel jig.
the first stud bolt hole. End distance may be increased as necessary for
installation.
• z Sources of Deflection at Hold Connections
0
U
I- A. Bolt slip can occur at holdown stud bolts. r-.. ' "`
o B. Increased bolt slip can occur if oversized holes are drilled through the "` 0
y stud for holdown stud bolts (oversized holes are when the hole diameter 00 ,;': •:./
z is greater than the bolt diameter plus %6' per 2001 NDS 11.1.2). r (.4 ;..e,,
0
▪ C. When a holdown is installed on only one side of the stud, an eccentricity O ),,L,"
N exists during loading which can cause more movement in the shearwall "� •; BEARING
g system. 0® PLATES
• D Unrestrained anchor bolt nuts can spin loose during cyclic loading; using ° , . 1 om
• steel nylon locking nuts or thread adhesive may prevent nut spin 0O
0. E. Movement can occur when nuts are not tightened enough. Retightening } .,� y; • STUD
bolts before covering wall may prevent this H , ,.� .' 1 0
F Deflection can occur in the holdown under load caused by stresses due • _'� ?
to earthquake or high wind. a °ar oh SILL
G Lateral displacement at the top of the wall rotates the stud around its . . PLATE
r. . o n .
base causing the holdown base plate to displace vertically
H Wood shrinkage can occur due to drying of the sill plate, rim joist, and /or ° x °
top plate, nuts may require retightening ° ° .— FOUNDATION
r I Uplift forces on the bolts can cause localized wood crushing at bolt / °
l bearing locations. Using larger bearing plates may prevent this HOLDOWN
J Wood at the end of the studs (sill plates, rim joists, etc) may crush ° ANCHOR
under normal dead and live loading; additional compressive forces due
to overturning during earthquake and high wind loads add to the
deflection
® ® and ® do not apply
to the PHD and HDQ.
• 29
by