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Ho!downs&Tension Ties SiMPSON
HDU/U I I L Holdowns R
A0 • This product Is preferable to similar connectors because of
0 a)easier installation,b)higher loads,c)lower Installed cost, bW—i fav;
,,, , or a combination of these features. 1 t
i` 64' ' HDU Holdowns are pre-deflected during the manufacturing j
1 ® ;
e process,virtually eliminating deflection under load due to material stretch.
.
a They use Simpson Strong-Tie®Strong-Drive®SDS screws which install ,;,,Holes,n o I) / 0
easily and provide reduced fastener slip.Using SDS screws results in a k�urpos� HDU \�
i greater net section,when compared to bolts,as no material is removed. not ms•• '' 11 H U.S.Patent
oE3 The HDU series of holdowns are designed to replace previous versions If' 6,112,495 1; 1 i a�`°,
on of the product such as PHD's as well as bolted holdowns.The HDU2,4 �lI
and 5 are direct replacements for the PI-102,5 and 6,respectively. /
DTT2Z
u_ . . -
For more information on holdown options,contact Simpson Strong-Tie. wo`"oa Post € ' waoia Minimum
size by o member
HDU SPECIAL FEATURES: Member Des finer
.o
•Pre-deflected body virtually eliminates deflection due Thidmess
to material stretch. o
•Uses SOS screws which install easily,reduce fastener slip,and studs/posta o a
provide a greater net section area of the post compared to bolts. � i'reservative heated
Threaded
barrier maybe
•SDS screws are supplied with the holdowns to ensure Roa ' %Iiii 'ligiop,
reyolred
ii
proper fasteners are used.
•No stud bolts to countersink at openings. ..✓
MATERIAL:See table :� ~ Vertical HOU
FINISH:HDU-Galvanized;_---:---- _,` -.. j � Ficor Installation
INSTALLATION: •Use all specified fasteners.See General Notes. An �$
•For use in vertical and horizontal applications.
2-2x
glBlocking ��.
To tie multiple 2x members together,the Designer must determine Typical •
the fasteners required to join the HDU Tie
members without splitting the wood. For holdowns,per ASTM test Between
See page 28 for SDS values. ! standards,anchor bolt nut should I Floors
•See SB and SSTB Anchor Bolts on be finger-tight plus Ya to 1/2 tum with
pages 36-40 for anchorage options. [ a hand wrench,with consideration °
•SDS screws install best with a ,1 given to possible future wood °-
low speed high torque drill with ' shrinkage.Care should be taken to Horizontal HDU
a3/8"hex head driver. not aver torque the nut.Impact i Offset Installation Hanger
CODES:See page 20 for Code Reference wrenches should not be used. net shown
Key Chart. (Plan View)
see footnote 7
- These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details.
I Dimensions i
Fasteners Minimum Allowable Tension Loads(lbs.)
Model (In.) _ Wood (160)'
Na. Ga Anchor i Member i Code
W H B C , SD Bolt Dia. SDS Thickness° Deflectionwableatd ° Ref,
i (in.) Screws (in) DFlSP SPF/HF +Allowable Load
—-- (tri.)
t
1
I HDU2-SDS2.5 ; 14 13 j 8'he i 31/4 1 1 a 1% , 6-SOS/'x2%' 3 3075 f 2215 0.088
">I HDU4-SDS2.5 I 14 I 3 11015/a` 31A L ° 14, i Vs 10-SDS'/°x2'h' 3 4565
HDU5-SDS2.5 14 1 3 , 13%, , 3% �1'/a 1'/ ,A., 1 14- ,. �,_ 4065 0.114
- ( SDS; x2iz' 3 5645 4065 0.115
3 5980 4305 0.084
HDU8-SDS2.5 10 3 16% 31/2 1% 11/2 % 20-SDS 1A x2'/z' 31/2 6970 5020 0.116 16,
41 7870 5665 0.113 F5
HDU11-SDS2.5 10 3 22'% 3'/z I l ya 1 iz ((' 1 30-SDS%'x2W i 51/2
9535 6865 0137
1 i 7Y 11175 1 8045 0.137
• ;, HDU14-SDS2.5 7 ( 3 125% 3'/z 1e/:e 19%3 1 136-SOS'A°x2'/z° I T/° I 0.177
'/s _ 0.177
1.Allowable loads have been increased for earthquake or wind load durations with 5.Tension values are valid for holdowns flush or raised off of sill plate.
no further increase allowed;reduce where other load durations govern.
2.The Designer must specify anchor bolt type,length and embedment.See SB and
SSTB Anchor Bolts(pages 36-40).
3.Structural composite lumber columns have sides that show either the wide face or the
edges of the lumber strands/veneers.Values in the tables reflect installation into the 7.Tabulated loads may be doubled when the HDU is installed on opposite sides of the
wide face.See technical bulletin T-SCLCOLUMN for values on the narrow face(edge) wood member provided either the post is large enough to prevent opposing holdown
(see page 215 for details). screw interference or the holdowns are offset to eliminate screw interferences.
4.Post design by Specifier."
8.Noted HDU14 allowable loads are based on a 5W wide post(6x6 min.). •
9.Requires heavy hex anchor nut to achieve tabulated loads(supplied with noir/own).
Gn
MULTIPLE MRE CTS S FOR
•
SIDE - LOADED BE S — b - 1 . 3
Verify adequacy of beam in uniform load tables prior to using values listed below. EXAMPLE
170OFb-13E 1W WEST FRASER—LVL 400 lbs. 533 tbs.
v
2- 2• 2•
Maximum Uniform
Load(PLF)Applied to
Either Outside Member
2-PLY LVL 3-PLY LVL 4-PLY LVL*
4
Connector Spacing Rows Nails On One Side Nails Both Sides Through Bolts
or Through Bolts or Through Bolts Only Joists Spaced at 16'ac.
12"o.c 2 Rows 305 229 Not Applicable Off.convert joist reactions to plf load on each side of
3 Rows 457 343 the beam by taking the joist reaction(lbs.)divided by
8d(2W) 2 Rows 610 458 the joist spacing(ft.).400 lbs/(16/12)=300 plf and
Common 6"o.c. NotApplicable
Nfire Nails 3 Rows 914 686 533 Ibs/(16/12)=400 pff.Check allowable load tables
2 Rows 915 687 to verify that 3 pieces can cavy the total load of 700
4"a.c. NotApplicable pff.The maximum load applied to either outside
3 Rows 1371 1029 member is 400 plf.For a 3-piece 1�/a`multiple
w A307 24"o.c. 2 Rows 320 240 215 assembly,2 rows of 8d(2W)common wire nails at
Through 12"o.c. 2 Rows 640 480 430 12"o.c.is good for only 229 plf.Therefore,use 2 rows
Bolts 6'o.c 2 Rows 1280 960 860 of ed(2W)common wire nails at 6'o.c.(good for
'4-ply beams should only be side-loaded when loads are applied to both sides of the member 458 plf).Alternate:2 rows of W bolts at 12"o.c
1. Nails to be located a minimum of 2'from the top and bottom of the member with a minimum 3. Verify adequacy of beam in uniform load tables(pages 43).
sparing of 2"between rows 4. Values listed are for 100%stress level.tnaease 15%for snow loaded roof conditions or 25%
•
2. Bolts are to be material conforming to ANSI/ASME Standard 818.2.1-1981.Bolt holes are to for non-snow roof conditions,where code allows.
be the same diameter as the bolt,and located 2"from the top and bottom of the member
Washers should be used under head and nut
1.3E(11A"wide pieces)
-Minimum of 2 rows of 8d(2W)nails at 12"o.c.for 91/2"through 117/3"beams
•Minimum of 3 rows of 8d(21h")nails at 12"a.c.for 14"and 16"
1700Fb 1. 3E LVL WHEN USED AS RIM BOARD
TABLE 1 WORKING STRESS DESIGN VALUES FOR 11/4"THICK,1700Fb-1.3E WEST FRASER—LVL AS RIM BOARD
Depth(in) Uniform Vertical Concentrated Vertical Lateral Load Lag Screw Vertical
Load Capacity(plf) Load Capacity(lbs.) Transfer Capacity(plf) Load Transfer(lbs.)
93 4500 2500 170 485
11.875 4000 2500 170 485
- 14 3500 2500 170 485
16 2750 2500 170 485
I. Values above may NOF be increased for duration of load. 3.No pr servative or fire retardant treatments permitted.
2. For use in dry service conditions only. 4.1he above values are as recommended by West Fraser
.Aum
1.RRimBo oto be pllan 24' cced at the end of joists where the joists are spaced no 4.Provide minimum 1-2W box nail each side of joist through the joist flange
into wall top plate.These nails do not touch the Rim Board.
2.Toe nail Rim Board to top wall plate with minimum 2W box nails at 6"o.c. 5.Provide minimum 2W box nails at 6"o.c.through the sheathingand into the
3.Install a minimum of 1-2'.4'box nail through the Rim Board into the joist top top of Rim Board. g
and bottom.
U
ALLOWABLE I LOADS (POUNDS PER LINEAL FOOT)
ROOF SNOW 115%-275OFb-1.7E
3W WIDTH
Span(ft) Condition 4W 51/2" 7W 8W 91/4' 9W 11W 11W 14" 16" 18"
U.(11240)
3 Tt(11180) 2328 3120 4586 5997 6735 7051 9650 10786 15898 23764 38624
BEARING 15/35 1.8/4.5 2.6/6.6 3.4/8.6 3.8/9.6 4.0110.1 5.5/13.8 6.2115.4 9.1/22.7 13.6/33.9 22.1 55.2
LL(U240) 1442
4 TI.(U180) 1642 2164 3072 3890 4298 4468 5786 6318 8440 11026 14474
BEARING 1.5/3.5 1.6/4.1 23/5.9 3.0/7.4 33/8.2 3.4/8.5 4.4/11.0 4.8/12.0 6.4116.1 8.4/21.0 11.0/27.6
a(U240) 738 1467
5 T1 0/180) 980 1618 2309 2878 3155 3269 4130 4466 5742 7174 8901
BEARING 15/3.5 15/3.9 2.2/5.5 2.7/6.9 3.017.5 3.1/7.8 3.9/9.8 4.3/10.6 5.5/13.7 6.8/17.1 8.5/211
U.(1/240) 427 849
6 TL(U1801 566 1122 1849 2283 2491 2577 3210 3452 4350 5315 6424
BEARING 1513.5 1.5/3.5 2.1/5.3 2.6163 2.8/7.1 2.9/7.4 - -- 3.7/9.2 - 3.9/9.9 - -5.0/12.4 6.1/15.2 - 7.3/18.4
LL(U240) 269 534 1224
7 TI.01180) 355 708 1389 1891 2058 2126 2624 2813 3500 4220 5024
BEARING 1.5/3.5 1.5/35 1.9/4.6 2.5/63 2.7/6.9 2.8/7.1 3.5/8.7 3.8/9.4 4.7/11.7 5.6/14.1 6.7/16.7
LL(1/240) 180 358 820 1381
8 TI.(1)180) 236 472 1062 1475 1684 1771 2219 2373 2927 3498 4124
BEARING 1.5/3.5 15/35 1.6/4.0 2.2/5.6 2.6/6.4 2.7/6.7 3.4/8.5 3.6/9.0 4.5/11.2 53/133 63/15.7
LL(U240) 127 251 576 970 1196 1296
9 TL(U180) 165 330 761 1164 1329 1398 1922 2052 2515 2987 3497
BEARING 15/3.5 1.5/35 1.5/35 2.0/5.0 2.3/5.7 2.4/6.0 33/8.2 35/8.8 43/10.8 5.1/12.8 6.0/15.0
LL 0/240) 183 420 707 872 945
10 1.(11180) 239 553 935 1075 1131 1558 1726 2204 2605 3034
BEARING 1.5/3.5 1.5/3.5 1.8/45 2.0/5.1 2.2/5.4 3.0/7.4 3.3/8.2 4.2/10.5 5.0/12.4 5.8/14.4
LL(1/240) 106 243 409 505 547 908 1068
12 11(1./180) 137 317 538 665 720 1079 1195 1633 2074 2399
BEARING 1.5/3.5 1.5/3.5 13/3.5 13/3.8 1.6/4.1 2.5/6.2 2.7/6.8 3.7/93 4.7111.9 55/13.7
U.(1)240) 153 258 318 344 572 672 1702
14 TL 0/180) 198 336 415 450 752 875 1196 1541 1927
BEARING 1.5/33 15/35 15/3.5 15/3.5 2.0/5.0 23/5.8 3.2/8.0 4.1/10.3 5.1/12.8
U.(11240) 173 213 231 383 450 738 1102
16 T1.(1)180) 222 276 299 501 590 913 1177 1472
BEARING 15/3.5 1.5/3.5 1.5/33 15/3.8 1.8/4.5 2.8/7.0 3.6/9.0 4.5/111
U.(U240) 121 150 162 269 316 518 774 1102
18 TL(U180) 154 191 207 349 411 679 927 1160
BEARING 1.5/3.5 1.5/3.5 15/3.5 15/3.5 1.5/35 23/5.8 3.2/7.9 4.019.9
LL(U240) 118 196 231 378 564 803
20 TL 0/180) 149 251 297 491 738 936
BEARING 1.513.5 13/3.5 1.5/35 1.9/4.7 2.8/7.0 3.6/8.9
U'(/240) 133 219 326 465
24 TL(U180) 167 279 421 604
BEARING 1.5/3.5 1.5/3.5 1.9/4.8 2.8/6.9
LL 01240) 138 206 293
28 TI.(U180) 171 260 374
BEARING 1.5/33 13/3.5 2.0/5.0
BEARING=Minimum End/Intermediate Bearing Length(inches)
1,
ILUtwLVL 2750Fb- 1 . 7E31/2 THICK
'HEADERS. BEAMS AND COLUMNS
DESIGN PROPERTIES
2750F6-1.7E 31/2`WEST FRASER—LVL ALLOWABLE DESIGN VALUES
Depth
Design Property
4%" 51k' 7111 8% 91/4' 91/2" 111/4" 11%" 14" 16" 18"
Moment(ftlbs.) 2862 4410 7431 10316 11774 12382 17041 18873 25756 33146 41405
Shear(lbs.) 3063 3850 5075 6038 6475 6650 7875 8313 9800 11200 12600
Moment of Inertia(inA4) 24 49 111 187 231 250 415 488 800 1195 1701
Weight(Ibs./in.ft.) 3.9 4.9 6.5 7.8 83 8.5 10.1 10.7 12.6 14.4 16.2
1. Lateral support of beam compression edge is required at intervals of 24"o/c or closer. 3. Values are based on 100%load duration.
2. lateral support of beam is required at bearing locatiorts 4. Some sizes may not be available in your region.Contact your local West Fraser dealer or
technical representative for availability.
2750Fb-1.7E 31/2'WEST FRASER"'LVL AVAILABLE SIZES
3W 4111' SW 7W 8W 9W 9W 11W 11W W 16' 18'
2750Fb-1,7E WEST FRASER—LVL ALLOWABLE DESIGN STRESSES
Modulus of Elasticity E = 1.7 x 101,6 psi
Flexural Stress Fb = 2750 psi
Horizontal Shear(mist) F5 = 300 psi
Compression Perpendicular to Grain(joist) Fcfperp} = 750 psi
Compression Parallel to Grain Fcrpara) = 2350 psi
t. Fb based on 12`depths.For depths,d,between 13/4'and 18'multiply by(I2/d)^(1/9).
2. Design stresses are based on 100%load duration.
3. Fc(perp)shall not be increased for duration of load.
� 2
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