Loading...
HomeMy WebLinkAboutDRAWINGSsm 1-3 I .... ...... ..... ....... sir �15 vlt .... . ...... Simpson HST3 Heavy Strap Tie 12/23/18, 2:3 x— ► 2. Call 800-226-2467 • . Same day service to Charlotte, Sarasota & Manatee Counties* login I View cart c e kc Monday - Friday; 7:00 am - 5:00 pm EST x0tsc��carwr—s;�s•sswu+aw+r- cNItems: 0 1 Subtotal: ¢ _�,�- rrirsraw a der cn r ^t� Construction Suomjy > Simpson Strong -Tie > Simpson HST3 Heavy Strap Tie Blades Simpson HST3 Heavy Strap Tie Catalogs and Videos MSRP: Q8139 Caulking and EooPrice: $32.18 Drill Bits You Save: $6.81 (17 %) Electrical Clips Clamps Item Number: HST3 Fasteners/Anchors Miscellaneous Items Manufacturer: Simpson Strong -tie Nails and Staples N----L uanti i _"/a W Q ty°1 � /1sldto Cut Screws Simpson Nail ' t W Add to a new shopping list r y ChartL5pecifiotionsI- _____-._ Simpson Strong -Tie V. 2tk 1492 and HSTS HST2 HST5 Anchor Bolts Recommeno y!h ,3•foiS'fa Architectural Products - -- and HST6 HST3 HST6 B JLBP Bearing Plate Email this page to a friend Washers Prick Ties Clips and Angles i Epid-Formed Steel cage Bits Simpson HST3 Heavy Strap Tie Drag Strut Connector Straps are designed to bansfer tension loads in a wide variety of applications. PS—HDG; HST3 and HST6—Simpson Strong -Tie gray paint; all others --galvanized. Some products are available in stain) Embedded Truss Anchors steel or ZMAX coating; see Contusion Information. EpM MST - Splitting may be a problem with Installations on lumber smaller than 3 1/2"; either fill every nail hole with 10dx1 Gas Powder Actuated 1/2" nails or fill every -other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of Girder Tiedowns fasteners used. Gazebo Connectors HM9grs Heavy Tie Downs Ledger Connector Svstem ■ LTH7A, TH A, TH]U Truss Hip/Jack Hangers Masonry Products . ■ ■ Nails Eg/HPA Purlin Anc ors PosstMolumn Cams Bas PSCLJPSCA ■ PI pad Panel Sheathing Clips Quick Drive Screws and Easteners / SD Strong Drive Screws oWilileTensianlpads (SPRAF) 9a Bolts Mailsqty^, pca k5310 NIX {160) MST27 2% 27 30-16d 4 Y. 2165 3200 2000MST37 12 2'/e 37% 4246d 6 % 3025 4480 2005 MST46 2Y, 48 50-16d 8 b 3675 5190 3410 ITS6 '68-16d 10'' ' }2r .6475 4175 AlST72 10/ac0. 21tis. 72 : ' 68-16d , 0-- 'h 6t31% ' �, ; 6475 4175 ;�f?I&% HST2 _ 234 21% — 6 % — 5220 — _ 4835 HST5 ' 5 21A — 12 % — 10650 — 9870 W-WIR5 7 6660 i9320 1. Loads indude a 60% load duration increase on the fasteners for wind or earthquake loading 2. 10d commons may be substituted where 16d sinkers are specified at 100% of the table loads. 3. 16d sinkers (0.148" dia. x 3 1/4" long) or 10d commons maybe substituted where 16d commons are specified a 0.84 of the table loads.- 4. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST— 21/ littp://tcsportcharlotte.com/Simpson-HST3-Heavy-Strap-Tie.aspx Page 1 r-:1- I- ... I >,-._. _.. �i�1�I+'a�ter Arehitect FoFf�ierce,.F.loritla. _, _�Yje+tc7gmuiLcnm.::_ 7niiiik�'Acnid�ia6i t ii8$l7 ri jam MIN ........ . . jJoqn It FWer' - 4 rchiteO i Till '\ 2017 Florida Building Code - Residential, Sixth Edition (First Printing:)UI 2017) I. Reserved. .. ...... _. ..._. .... _ .. _.. _ ... m. Reserved. TABLE R301.2(2) COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE IS (ASD) (psf)a, b, e, d, e, f EFFECTIVE ULTIMATE DESIGN WIND SPEED, VOLT (mph) ZONE VOND AREA (teet2) 110 115 120 130 140 1fi0 160 170 180 1 10 10.0113 0 10.0 -14.0 10.0 15 0 10.0 -18.0 10.0 -21.0 9.9 -24.0 112 -27.0 - 12.6 -31.0 14 2 35. 1 20 _ 10.0 12 0 _ .. 70 0 ....... 13 0 10 0 15 0 10.0 -17.0 10.0 -20.0 92 -23.0 10.6 -26.0 11.9 -30.0 13.3 .34. 1 . ... _. 50 . 10.01 12.0 10.0 ...._. -13.0 ..._. 10.0 -14.0 10.0 17.0 10.0 -19.0 8.5 -22.0 10.0 -26.0 10.8 -29.0 122 ,-32. 1 100 10.0 11 0 10.0 13 0 10.0 -14.0 10.0 -16.0 10.0 -19.0 7.8 -22.0 10.0 -26.0 10.0 -28.0 11.3 32. 1 2 10 10 '0 t 21 10 100 -23.0 10,0 -26.0 10.0 30.0 10.9 -35.0 9.9 -40.0 112 -46.0 12.6 -52 0 142 58. 2 20 1 D.01 19 0 -21.0 10.0 -23.0 10.0 -27.0 10.0 -31.0 9.2 -36.0 10.6 -41.0 11.9 -46.0 13.3 52. Root 0 to 7 degrees I-.... ..., 2 .. - 50 110.01-16:0 710.0 10.0 __ -18.0 ....__.._._. 10.0 -19.0 ___ .._..__.__._ 10.0 -23.0 10.0 _-__ -26.0 8.5 _._.. -30.0 10.0 �_. -34.0 _.._ 10.8 ....__ -39.0 ___ 122 .... -44. 2 100 ' 10.0 14 0 10.0 15 0 10.0 -16.0 10.0 -19.0 10.0 -22.0 7.8 -26.0 10.0 -30.0 10.0 -33.0 11.3 -37. i 3 I 10 (10.01 -33.0 10.0 36 0 j 10.0 -39.0 10.0 -46.0 10.0 53.0 9.9 -61.0 112 -69.0 12.6 -78.0 142 -88. I 3 20 110.0 t 2r 0 10.0 -29.0 10.0 -32.0 10.0 -38.0 10.0 -44.0 92 -50.0 10.6 -57 0 11.9 -65 0 13.3 73. 3 50 l 10.0 19 0 10.0 21 0 10 0 23 0 10.0 -27.0 10.0 -32.0 8b -36.0 10.0 -41 0 10.8 -47 0 122 53. I - -. I \ 3 100 j 10.0 -14.0 10.0 15 0 10.0 -16.0 10.0 _ -19.0 10.0 -22.0 7.8 -26.0 _. 10.0 -30.0 ._ 10.0 . -33.0 1 Y 31(-37_ 1 10 7 110-0 11.0 10.0 j 13 0 1 10.0 ! -14.0 10.5 16.0 122 -19.0 14.0 -22.0 15.9 -25 0 17.9 -28.0 20.2 t 32. 1 20 1100{{110 10.0i 120 100 130 100 160 111 -18.0 12.8 -21.0 14.6 -240 164 270 184 37. 1 FO 10.01 110 10.0 120 100 130 100 150 100 -18.0 11.1 -20.0 12.7 -230 143 -260 160 29. .. 1 .... _. .... 100 .... 10.0 -10.0 .... 10.0 ..___. -11.0 10.0 ____ -12.0 .__._ 10.0 _.._. -15.0 _-. 10.0 _ -17.0 ___ 9.9 __ -20.0 _ 112 _._, -22.0 .._ 12.6 -25.0 142 -29. i 2 10 100 -20.0 10.0 -22.0 10.0 -24.0 10.5 -29.0 122 -33.0 14.0 -38.0 15.9 -44.0 17.9 -49.0 202 -55. 2 20 10.0 -19.0 10.0 -20.0 10.0 -22.0 10.0 26.0 11A -31.0 12.8 35.0 14.5 -40.0 16.4 -45.0 18.4 -51. oof > 7 to 27 degrees 1 2 50 ! 10.0 16 0 10.0 -18.0 10.0 -20.0 10.0 -23.0 10.0 -27.0 11A -31.0 12.7 -35.0 14.3 -40.0 16 0 -45. 2 100 11&0I 15 0 10.0 -16.0 10.0 -18.0 10.0 -21.0 10.0 -24.0 9.9 -28.0 112 -32.0 12.6 -36 0 14.2 i 40. 3 10 10.01 30.0 10.0 -33.0 10.0 36.0 10.5 -43.0 122 -0.0 14.0 57.0 16.9 7.0 17.9 -73.0 202 -82. -40.D 11.1 -46.0 12.8 -53.0 14.5 -60.0 16.4 -68 0 18 d 77. 3 20 10.0 78 0 10.0 -31.0 1 O.0 -3 _ 0 '10­0 3 50 26 0 10.0 -28.0 10.0 -31.0 10.0 36 0 10.0 -42.0 11.1 -48.0 12-7 -55 0 14 3 -62 0 i6 0 -69. 3 1 1 100 10 20 110.01 i 10.0 24.0 + 11.9' 13 0 120 ( 10.0 13A 2.7i -26.0 -14.0 130�13.8M 10.0 14.2 -28.0 i 15 0 140 10 0 1617 162] 33.0 -75.0 170�186 10.0 19A -39.0 -21.0 -20D 9.9 222 21.6 -44.0 -24.0 -230 112 25.3 245 51 0 -27.0 12.6 28.5 277 57 0 51 0 290 14 2 32 0 311i I -64. 33. _- 1. II 1 7 50 1 U0 i11.6t 111.2j110 10.9 10 0 12.2120�133j 11.9 11 0 12.9 130 12.0 150 15_1 160 15 0 161 116 1B0 17 0 208 20.2 -210 -20.0 236 22.9 _260 -240 -22.0 267 25.9 270 -25 0 299� 29 0 30: 29. 2 10 � 771.9(-15.0 ......i 13.1 _ -16.0�141 -18.0It16.7yI-21.0I19.4 _ ._�___._�_ ' -24.0 _ 222 -28.0 25.3 -32.0 28.5 -36.0 32.0 Roof > 27 to 45 degrees j 2 I 20 !11.61-14.0 11�7 160i13.RI16.1 200 168 -23.0 21.6 -270 24.6 -300 277 -340 311IS9. 2 ? 50 �41.2 130�12.2� 181 220 208 -250 236 -290 267 -32.0299I 35. I. 2 100 10.9t i30 176 210 202 -240 229 270�259_ 310 290I Sir I } 3 10 j 1 19 -75.0 13.1 1-16.0 142 -18.0 116.7 21 0 j 9.d -24.0 22.2 -28.0 25-3 -32.0 28.5 0 I32.0 j -4D. 20 11 i�6! 14.0112.7) iG 0!i28' 770j16 21 ZO.Di18.8 23.0 2L6�-2r0 246i-30.0 27.7 _-36 -340 3717-39 2017 Florida Building Code - Residential, Sixth Edition (First Printing: Jul 2017) 00 5 70 131� 170 743� Y90 155 2U0 78�240 212 -28.0 24.3-320277 -3]0 912 -410 3$D 46.! 5 20 125 160 736 170 748 190 174 220 202 -26.0 232 300 264 -340 297 390 334 -03.: 5 50 11.7 � 14.0 12.8 76.0 13.9 17.0 16.3 20.0 19.0 -23.0 27.7 -27.0 24.7 31.0 27.9 35.0 31.3 39.t 5 100 111 1 73 0 72.1 14 0 13.2 16 0 75, 51.19D 18.0 -22.0 20.6 -25.0 23.5 28_0 26.5 -32 0 29 B -36.• 5 500 10.0 10.0 10.6 11.0 11.6 12.0 73.6-{Jii 15.0 15.8 -17.0 18.1 -20.0 20.6 -22,0 232 -25.0 26.1 -29.i For SI: 1 foot = 304.8 min, 1 square foot = 0.0929 m!, 1 mile per hour = 0.447 Ms, 1 pound per square foot = 0.0479 kPa a. The effective wind area shall be equal to the span length multiplied by an effective width- This width shall be permitted to be not less than one-third Me span iergb For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener b. For effective areas between those given, the load shall be interpolated or the load associated with the lower effective area shalt be used. c. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient In Table R301.2(3). d. See Figure R301.217) for location of zones. e. Plus and minus signs signify pressures acting toward and away from the building surfaces. 1. Table values have been multiplied by 0.6 to convert component and cladding pressures to ASO. TABLE R3612(3) HEIGHT AND EXPOSURE ADJUSTMENT COEFFICIENTS FOR TABLE R301.2(2) MEAN ROOF HEIGHT+, I _ .. _.. .,. .EXPOSURE B______ C V.- __ D 1.00^ 1.Do 1.00 ., 1.21 1.29 f 1.35 1.47 1.55 1.61 15 Q -/� F. 2�.. 1. 25 ILOp 15.9 V 30 �y �'�ii% r 51 p 1 1.00- 1.40 -----. 1.66 ..__.. ". 1.05� 1.45 170 40 1.09 1.49 174 45 50 1.12 1.16 1.53 1.56 1.78 1.81 55 1.19 159 1.84 60 1.22 1.62 1.87 TABLE R3012(4) 1.2.3 �$ NOMINAL (ASD) GARAGE DOOR WIND LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (PSF) Door Size ULTIMATE DESIGN WIND SPEED (V,n) DETERMINED IN ACCORDANCE WITH SECTION R301.7.1 (MPH-3 SECOND GUST) 100 mph 110mph 120 mph 130 mph 140mph 15D mph 160 mph 170 mph 180 mph 190 mph 200 mph !16 EH9h1 6.1 -18.2 +18.5 -20.9 +21.3 -24.1 24.3 -275 +27.6 -312 +30.6 -34.6 +342 -38.6 +38.0 -43A 2:00=9: 15.5 -17.2 +1'7.7 -19.7 +20.4 -22.7 +23.3 -26.0 +26.4 -28.4 +29.3 32.6 +32.7 36,5 +36.4 -0O.f 78 mph 85 mph 93 mph 101 mph 108 mph 116 mph 124 mph 132 mph 139 mph 147 mph 155 mph Nominal Design Wind Speed (Vysd) converted from Vun per Section R301.2.1.3 For SI: 1 foot = 304.8 ham. 1 mile per hour = 1 609 km,'h. 1 pst = 47.88 N/m'. 1. For door sizes or wind speeds between these given above the load may be interpolated, otherwise use the load associated with the lower door size. 2. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table R301.2(3)., 1. Plus and minus signs signify pressures actingtoward and away from the building surfaces. ) Negative pressures assume dour has 2 feet of wldih in building's end zone. 5. Table values include the 0.6 load reduction facror. Z 4.3 PS F i i ,at The Concrete S:..ri :t.3,,on foe Befter Building 8 X 8 X 15 Header s k i r' 8 X 8 x 18 Header' 12 x 8 x 16 Header" �0. ) 8 x 8 x 16 Header 12 x 8 x 18 Header x � 1^ 12 x 8 x 16 Header 20 www.ftzzano.com Mz� 8xSX116meadw 12'x 8 x 18 Header'