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• Simpson Strong-Tie
• Hafele
Simpson H10A Hurricane Tie G90
Galvanized
t.; Part #: H10A
F LE COPY
=!lIRtU By FIB' D INSP CI.ORS THAT
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PLA a APB PE IT
Specifications MUST BE KEPT OXOB OR
Working Load Limit: KJO INSPECTION WILL BE MADE
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RETROFITTING
SECTION 1704 be determined in accordance with Table 1704.1. Retrofitting
1 GENERAL.REQUIREMENTS AND MEANS OF shall be in accordance with Section 1705 for installation of 1
1 RETROFIT added studs where existing ones are too far apart; Section ,
1706 for the establishment of locations for retrofits and the
9 1704.1 General requirements. The strengthening scheme �
provided by this chapter requires the installation of lateral installation of retrofit studs that strengthen primary studs;
braces, retrofit studs,and other load path components to sup- Section 1707 for the installation of lateral braces that connect 1
1 plement existing framing. Figure 1704.1 shows the general ceiling and roof diaphragms via attic-framing members; Sec- 1
1 schematic arrangement of the various elements. Lateral tion 1708 for the two methods for the installation of straps 1
1 braces and retrofit studs shall be installed at each primary that connect the ends of retrofit studs to lateral braces; and 1
1 stud as specified in Sections 1706 and 1707.At each primary Section 1709 for connection of a gable end wall to the wall 1
stud subject to strengthening, the retrofit configuration shall below.
1
MAR 2 2 2017 I
PERMITTING 1
St. Lucie County, FL 1
1
1
1
4.LATERAL BRACES I
ATTACHED TO 1
1
2. INSERTION OF RETROFIT STUDSWITH STRAPS USING
PRIMARY STUDS L-STRAP OR U-STRAP 1
AS REQUIRED BY METHOD IN 1
SECTION 1705 ACCORDANCE WITH 1
SECTION 1708
3. RETROFIT STUD 1
FASTENED TO 5. GABLE END WALL 1
PRIMARY STUDS CONNECTED TO 1
1N ACCORDANCE WALL BELOW 1
1. LATERAL BRACES WITH IN ACCORDANCE WITH '
FASTENED TO ATTIC SECTON 1706 SECTION 1709 1
FRAMING MEMBERS 1
IN ACCORDANCE WITH
SECTION 1707 1
1
_ B
I
_ 1
1
1
1
THIS FIGURE SHOWS A TRUSS GABLE END USING THE L-BENT STRAP METHOD. 1
IN ORDER TO SHOW STRAPS,COMPRESSION BLOCKS ARE NOT SHOWN. 1
THE METHODOLOGY FOR A CONVENTIONALLY FRAMED GABLE END 1S SIMILAR. 1
NOT ALL DETAILS ARE SHOWN. C, ,
I
For SI: 1 inch=25.4 mm,1 foot=304.8 mm,1 mile per hour=0.447 m/s. r�"z7m LE FIGURE 1704.1
GENERAL MEANS OF GABLE END RETROFIT 1
e
FLORIDA BUILDING CODE—EXISTING BUILDING,5th EDITION(2014) 17.3
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5 dse products are available with additional corrosion protection.Additional products on These products are approved for installation with the Strong Drive
specified fasteners,See General Notes. N this page may also be available with this option check with Simpson Strong-lie for details. SD Connector screw.See page,27 for more information.
flanges--
yes facing inward _ ,
7I(rrtian drawing;number 1.
Fasteners OF/SP Al(owa6ie,Loads SPFJHF Aito a61a loads U
1 Mader Upii;ft wiib plift t$ith �Coda`'.
,land H6 ties are shipped in equal quantities of plo ; Ga ;To Rafter`s/ Ttri?[etas ;Tti Stu Upfift 1aferai,064) 8dxt Z Nails: tipfif{; Lateral ft60) 8dz1'/z,Hafis
ons right versions shown). `=J Trusa„ dg. . Rat
( ) (t64) Fa fiz
Nit replace solid blocking. r,_ u H1 18 6 Bdxi'h 4.8d 585 485 165 455 400 415 140 370 1,- 1611
un plated trusses(on the side opposite the truss c� r H2A 16 ' S 861'7z 2'8d)c1' 5=8dx1t/z 575 130 55 49S'i 130", 55
j through the truss prate from behind.This can a tti _ � H2ASS 16;_ ,.5 SS$D :2=.SS8D , ;5 SSW.
400 130. .. ":55 " -170
n)f of the truss and compromise truss performance �t H2,5A 18 5 8d 5 8d - 600 1:10 110. 675 535 110 i10 495 117,L5,LG,F
ilao connect shear blocking,use Bd nails. r e�s ._i- a H2.5ASS 18 5-SS8d 5 SSSd - 440 75 70 365 380 • 75. 70-. 310 170
qtn field bending up to a pitch of 6:12,use H10A N2 5T i8 5 8d 5;8d 545 135 145 425 545 135 145 425` 1P1,L18,F2
tenk installation, H3 18; 4 8d 4;8d. , - 455 ' :125 =::160. _ 415 320`;' 105':. 140 290,': ...: 117,L6,F16
C,(itic Reference Key Chart. H4 20 4 Sd A 8d 360 165 160 360 235 14D 135 235 117,L5.L6,F
H5 "_ 18.' 8d 4=8d.. 455 115 200 455',; 2fi5: 1Q0 t70 "2fi5:;
H6 16 8-8d 8 8d 950 82D
z H7Z 16 4 8d a ' 2 8dxi Yz 8 8d 985 GO 845 345 117,F16
H8 18 510dxf'4 510dx1'/a 745 75 630 565 75 51G L5,1_10,L18,F:
1h-`) t H10ASIo ed 18 s 9.lOdxifi 9-10dx1 6 855 590 285 780 5Q5, 285
m
�r* H10A 18 "9-tOdx1'fx 9=1Oifitl'h '1140' 59Q ;:285 1015. - 505 285 117,L6,L18,F2
'.m r �° HiOASS 18 : 9 SSN10 9-S$N10 -970 �565 170 835 - 485 _ 170
m HiOAR i8 9-10dx1'lz 9-tOdx1'r� 1050 .490 ;285 905. 4241,. 285 170
}
19H 3�8, Snt o 18::., 8$dx1'h $8dxfilz10 8 8d :1010 660 215 550 $70•' . 570; 1.85,= 4Z5: IPt,LiB,F25
H10
r H10A-2' i8` 9 iQdxl th 910dx1'h 'r 1245 O 260 10707.' 700"' 225 L1^c:F25
I 760 455 395 655 39Q;:;: 340:"= 1171.6.F16
^2y H11Z 18 6-16dz2'!z 6-16dx2Yz - 830 525 760 715 450 655 170
e 3} H14 i8�.1 i28dx1h 13-8d "1350' S15 285 1050 480 245
r ter- 2.12'8dx1/€.....75=8d 1Bhs" H4 ,. , r 1P1 L1B_F25
�.
9-10tlx1Yz 6=1Qdxi'�4 - 740 310 190 - 635 2fi5 160
C H3 �5P 16 9-101:1x1'li 61Qd - 890 310. 7J90 - 765 265
I.Loads have been increased for wind or earthquake loading with no Continuous Load Path,connections in the same area(1.e,truss to pplate corinectorand plateao stud
further increase allowed:reduce where other loads govern. connector)must be on the same side of the wall.See T-HTIEGDNPATH for more information..
m ;: 5. t 2.A11owable loads are for one anchor.A minimum rafter thickness of 2Yi 7.Southern Pine allowable uplift toads for H10A=1340 tbs.and for the H14-14651hs
o must;be used when framing anchors are used on each side of the joist and 8,Refer to Simpson Strong Tie°technical bulletin T7HTIEBEARING for allowable bearing
1 on the same side of the plate(axe tion•connectors installed such that enhancement loads.
; nails tin opposite side don't Interfere)). - 9,H10S can have the stud offset a maximum of 11 from rafter(center to center)for-a''reduced
3.Allowable DFlSP uplift load for:stud to bottom pplate instafiation(see detail uplift of 89014s.(DFISP)and 765 lbs. SPF).
15)is 3901bs.(H2,5A);265 lbs.{H2.5ASS);3601bs.(H4)and 3f0 lbs.(H8). 10,WSDS�aifstoplates are optional for up�iit but required for lateral loads.
314 r For 5PFIHF values multiply these values by 0,86. 11.Some load values for the stainless-steel connectors shown here are lower than those for ...
4.Allowable loads in the Ft direction are not intended to replace diaphragm the carbon-steel versions'.Ongoing test programs have shown this to also be the dase:with
. z boundry members or cross grain bending of the truss or rafter members. other stainless=steel connectors in the product fine that are installed with nazis:Visit-
In 8 5,When,eross grain bendfng or cross ggrain tension cannot be avoided in the anvw strott�/e.coMoarraslonfo>updated information.
4` memtzers,mechanical reinforcement fo resist such for
may be considered. 12.NAILS 16dx2lz-0.162'die.x 2h long tOd=0.148°die.x 3"iong,
6.Hurricane Ties are shown on the outside of the wait for clarity and assume a 10dx1 Yz=0.148'die.x i+Fi°tong,8d=0.131"die.x 2'/z'long,8dx1 Yz=0.13i°d'+a.x 11,"long,
minirrLum overhang of 3Yz".Installation an the inside of the wall is acceptable See ppagge 22-23 for other nail sizes and information.
i x (see General lnstru oil
ons For the instaNernotes u on page'17).For uplift 13. CREWS:Strong-Orive"�SD#9x1'1z"(m ode l SD9112)=O.t31"did.x 1'/"long(for the
models marked with the orange flag only),Full table loads apply.
f1 Ft y a Y
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