22D-066 (5) Straps&Ties
- a
i
CODES:See page 13 for Code Reference Key Chart. 7W�ijis: C E 14 E
Oak J* These products are available with additional corrosion protection.Additional pr2 e'
this p age may also be available with this option,check with Simpson Strong Tie ` MAR �} ?015
End Distance ii
These roducts area roved for installation with the Strong-Drive SD j -"-Beam and Strap
Structural-Connector screw.See page 27 for more information. - .- -- - --
-Moms
Dimensions, Tension LoadB sionahle 8
Model Fasteners Loads Code
No. Ga (Total) (DF/SP) (SPF/HF) Ref.
8
W I L (160) (160)
LSTA9 1'A ' 9 8-10d 740 635
LSTA12 �� 1'/4 12 10-10d 925 795
- -- --——
LSTA15 ! 1'/4 1 15 1 12-10d 1110 950
LSTA18 1'/4 '�18 14-104 1235 T 1110
LSTA21 11/ 21 16 10d 1235 1235 Typical LSTA Installation
LSTA24 20 ' 1Y4 24 18 tOd 1235 1235
_ (Hanger not shown)
ST292 2'/,6 95/,6 121 6d 1265 i 1120 Bend strap one time only
� ST2122 2'/,e 3/6 16-164 1530 � - 150_5_
St T2115 3/4 1165/,6 10-16d 660 1 66_0
L8O 11A^16/6 20 164 1875
1640
ST2215 '2'/16'
31 0 22104 1640
14,L3,F2
LSTA36 1'/4 36 j 24-10d - 1640 1640
LST149 43/9 32-10dx1'/z 2975 2555
LSTI73 i 33/ 73 48-10dx1Yz 4205 —3830 Model Material Dim. Bolls Code
MST 18 1% 12 0104 940 810 i I N0' Gauge W LSQt Dia Ref.
i 18 ' Thickness I _ 1
Y 8 _.I — 2
----"
MSTA15 I 1/4 15 12-10tl 1130 t 970 ' PS218 2 18
MSTA18 1Y4 I 18 14-10d 1315 1130 PS418 7 ga 4 18 d /4 180
MSTA21 1'/a 2�16-1Od 1505 -1290_ PS720 j 65201 8 1 '/z
MSTA24 1'/4 j 24 18 104 1640 1455 1.PS strap design loads must be determined
MMSTA30 81'/4 !, 30 22-10d 2050 1820 by the Designer for each installation.Bolts
u1STA_36 1'/4 36 26 104 2050 2050 are installed both perpendicular and parallel
_ - to-grain.Hole diameter in the part may be
MSTA49 1'/4 ! 49 26-10d 2020 2020 `3_8 oversized to accommodate the HDG.
ST6215 2'/,6 165/,5 20-16d 2095 1900 14,IL14,L3,F2 Designer must determine if the oversize
` - - -- --
ST6224 0'/ 28%6 28-16d 2540 2540 14,L3,F2 1 creates an unacceptable installation.
9 8-16d 885 760
2 ST1
2 16 1/4 11/6 10-16d 1105 950 Pszieand Psaie Psvzo
--- — 18/8- 14-16d 1420 8 1330
MSTC28 134 r-�--
�, _18164 1420 1420 14,L3,F2 O O C O j
-—
'i -, 28'/4 36-164 sinkers 3455 2980 - � -- - 1 w y
FHTP37Z 3 40� '/852-16d sinkers _ 4745 4305 0 0 0 0 Q0
So 3 52'/4 6216tl sinkers 4745 4745
1850 1600 170 PS PS218 and PS418 j z'i° hv<1 y
3 7 20 104x1'/2 PS72o av4"3 65'/4 76 164 sinkers 5860 5860
14 3 773/ 76-16d sinkers 5860 5860 14,L3,F2 2'/,6 3313/6 40-16d 3845 3845
/6 fi 6 104 605 525 ��13/6 8 10-104 1010 8_ 880 F26
HRS12 13/6 12 14-1Od 1415 I 1230
MSTI26 2'/,6 26 28 104x1'/z 2745 2325 �
MST136 12 12'/,6 36 36-10dx1'/z 3800 3220_
MSTI48 2/6
r ' 8 5065 4290 14,L3,F2
MST160 2'/ 60 60-10dxl/
48 48104x1
--� --2 �-- '/2 5080 5080 170 J ,
MSTI72 �,2/, 72 104x1/z 5080 5080
HRS416Z_�3'/4 j 16 16_SDS'/4x1'/" 2835 1 2305
1.Loads Include a 601ro load duration increase on the fasteners for wind or earthquake loading.
2 10dx1'/"nails may be substituted where 16d sinkers or 10d are specified at 100%0f the table loads Typical PS720 installation
except where straps are installed over sheathing.
1 10d commons may be substituted where 16d sinkers are specified at 100%of table loads.
4.16d sinkers(0.148'dia.x 3'/a"long)or 10d commons may be substituted where 16d commons are
specified at 0.84 of the table loads.
5.Use half of the nails in each member being connected to achieve the listed loads.
6.Tension loads apply for uplift when installed vertically.
7.NAILS:16d-0.162 dia,x 3'/'long,16d Sinker=0.148"dia.x 3 A'long,10d=0.148 dia.x 3'long.
10dx1'/-0.148"dia.x 1/2' long.See page 22-23 for other nail sizes and information.
"3
cs near 4.12.3.5 89 Florence Rd /l'� Q / / 2-2-15
kmB 4.12.5.1
Materials Database 1517 Northampton •� 11:38an7
I of I
Member Data
OPPescription: Member Type: Beam Application:Floor
Top Lateral Bracing:Continuous
Bottom Lateral Bracing: 0.00
Standard Load: Moisture Condition:Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live,L/240 total
Dead Load: 10 PLF Deck Connection:Nailed Member Weight: 7.1 PLF
Filename:6 ft 5 in be
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PSF) Back 0' 0.00" 7' 5.00" 6' 0.00" 30 10 Live
Additional Uniform(PSF) Top 0' 0.00" 7' 5.00" 9' 6.00" 35 22 Snow
Additional Uniform PLF Top 0' 0.00" 7' 5.00" 30 80 Live
T
7 5 0
i
7 5 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate(425psi) N/A 1.939" 2885# -
2 7' 5.000" Wall SPF Plate(425 psi) N/A 1.939" 2885#
aximum Load Case Reactions
.ed for applying point loads(or line loads)to carrying members
Live Snow Dead
1 794# 1257# 1347#
2 794# 1257# 1347#
Design spans
7' 6.750"
Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
Minimum 1.94"bearing required at bearing#1
Minimum 1.94"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00'along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5454.# 9634.# 56% 3.71' Total Load D+0.75(L+S)
Shear 2424.# 5544.# 43% -0.06' Total Load D+0.75(L+S)
TL Deflection 0.2526" 0.3781" L/359 3.71' Total Load D+0.75(L+S)
LL Deflection 0.1347" 0.2521" L/673 3.71' Total Load 0.75 L+S
Control: TL Deflection
IDOL& Live=100% Snow=115% Roof=125% Wind=160%
All product names are trademarks of their respective owners Doug Hodgins
rk Miles Inc.
Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED.
"Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes pmduct Installation according to the manufacturer's
Specifications.
cs Beam 4.12 35 89 Florence Rd 2-2-1
kmBeamFnone 4.125.1
Materials atabase 1517 Northampton n[ r'D6 11:33am
1of1
Member Data I D. L-k°---- -
escription: ��7'�1 r Type:Beam Application:Floor
`i IIR 7��5 teral Bracing:Continuous
!11 ` ' B Lateral Bracing: 0.00
Standard Load: 1 goist re Condition:Dry Building Code: IBC/IRC
Live Load: 40 PLF 1.;4 7'7 =P- 0q ion Criteria: L/360 live,L/240 total
Dead Load: 10 PLF a ,3 olosoDeck onnection:Nailed Member Weight: 7.1 PLF
lename:Beam1
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PSF) Top 0' 0.00" 6' 5.00" 6' 0.00" 30 10 Live
Additional Uniform(PSF) Top or 0.00" 6' 5.00" 9' 6.00" 35 22 Snow
Additional Uniform PLF Top or 0.00" 6' 5.00" 30 80 Live
650
O p
6 5 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall SPF Plate(425psi) N/A 1.683" 2504# --
2 6' 5.000" Wall S P F Plate(425 si) N/A 1.683" 2504# --
4aximum Load Case Reactions
sed for applying point loads(or line loads)to earl members
Live Snow Dead
1 689# 1091# 1168#
2 689# 1091# 1168#
Design spans
6' 6.750"
Product: 1,3/4x7-1/4 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
Minimum 1.68"bearing required at bearing#1
Minimum 1.68"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes maximum unbraced length of 0.00'along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 4107.# 9634.# 42% 3.21' Total Load D+0.75(L+S)
Shear 2043.# 5544.# 36% 6.16' Total Load D+0.75(L+S)
TL Deflection 0.1432" 0.3281" U549 3.21' Total Load D+0.75(L+S)
LL Deflection 0.0764" 0.2188" U999+ 3.21' Total Load 0.75 L+S
Control: TL Deflection
Dill Live=100% Snow=115% Roof=125% Wind=160%
All product names are trademarks of their respective owners
Doug Hodgins
rk Miles Inc.
Copynght(q 2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED.
" is Passing defined as when the member,floor joi sL beam or girder shown on this drawing meets applicable design aitena for Loads,Load,ng Conditions,and Spans listed on this sheet.
The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product Installation according to the manufacturer s
s ecificatlons.