Design of I-Beam to Box-Column Connections Stiffened Externally.pdf
Connections I V2.1.0
72
This spreadsheet is free software; you can redistribute it under the terms of the GNU Ge as published by the Free Software Foundation; either version 2 of the License, or any lat This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRA implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. General Public License for more details. You should have received a copy of the GNU General Public License along with this prog the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-130 This spreadsheet is free software; you can redistribute it under the terms of the GNU Gene as published by the Free Software Foundation; either version 2 of the License, or any late This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRAN implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. S General Public License for more details. You should have received a copy of the GNU General Public License along with this progr the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-1307 This workbook comes "as is" with no implied warranties or express guarantees. The user responsiblity for the use of this workbook, modifications and output. The User further agre accuracy of all output and to satisfy themselves that the results meet or exceed their expe and performance. This workbook is not intended to be used by non-professionals. The user is expected to h knowledge and skills necessary to verify the accuracy of the output and to interpret the co the science that the spreadsheets interpret. This spreadsheet is based on applications of the AISC Specifications and Design require AISC Steel Construction Manual. There are no guarantees or express warranties implied of these spreadsheets. The user agrees to hold harmless all persons involved in the creation of the software. TH AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS This workbook comes "as is" with no implied warranties or express guarantees. The user a responsiblity for the use of this workbook, modifications and output. The User further agree accuracy of all output and to satisfy themselves that the results meet or exceed their expec and performance. This workbook is not intended to be used by non-professionals. The user is expected to ha knowledge and skills necessary to verify the accuracy of the output and to interpret the cod the science that the spreadsheets interpret. This spreadsheet is based on applications of the AISC Specifications and Design requirem AISC Steel Construction Manual. There are no guarantees or express warranties implied in of these spreadsheets. The user agrees to hold harmless all persons involved in the creation of the software. THE AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS A
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Transcript of Connections I V2.1.0
This spreadsheet is free software; you can redistribute it under the terms of the GNU General Public License as published by the Free Software Foundation; either version 2 of the License, or any later version.
This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRANTY; without even the implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. See the GNU General Public License for more details.
You should have received a copy of the GNU General Public License along with this program; if not, write to the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-1307 USA
This spreadsheet is free software; you can redistribute it under the terms of the GNU General Public License as published by the Free Software Foundation; either version 2 of the License, or any later version.
This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRANTY; without even the implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. See the GNU General Public License for more details.
You should have received a copy of the GNU General Public License along with this program; if not, write to the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-1307 USA
This workbook comes "as is" with no implied warranties or express guarantees. The user assumes all responsiblity for the use of this workbook, modifications and output. The User further agrees to verify the accuracy of all output and to satisfy themselves that the results meet or exceed their expectation of accuracy and performance.
This workbook is not intended to be used by non-professionals. The user is expected to have the basic knowledge and skills necessary to verify the accuracy of the output and to interpret the codes and principles of the science that the spreadsheets interpret.
This spreadsheet is based on applications of the AISC Specifications and Design requirements listed in the AISC Steel Construction Manual. There are no guarantees or express warranties implied in the use or output of these spreadsheets.
The user agrees to hold harmless all persons involved in the creation of the software. THE DOWNLOAD AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS AND CONDITIONS.
This workbook comes "as is" with no implied warranties or express guarantees. The user assumes all responsiblity for the use of this workbook, modifications and output. The User further agrees to verify the accuracy of all output and to satisfy themselves that the results meet or exceed their expectation of accuracy and performance.
This workbook is not intended to be used by non-professionals. The user is expected to have the basic knowledge and skills necessary to verify the accuracy of the output and to interpret the codes and principles of the science that the spreadsheets interpret.
This spreadsheet is based on applications of the AISC Specifications and Design requirements listed in the AISC Steel Construction Manual. There are no guarantees or express warranties implied in the use or output of these spreadsheets.
The user agrees to hold harmless all persons involved in the creation of the software. THE DOWNLOAD AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS AND CONDITIONS.
This spreadsheet is free software; you can redistribute it under the terms of the GNU General Public License as published by the Free Software Foundation; either version 2 of the License, or any later version.
This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRANTY; without even the implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. See the GNU General Public License for more details.
You should have received a copy of the GNU General Public License along with this program; if not, write to the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-1307 USA
This spreadsheet is free software; you can redistribute it under the terms of the GNU General Public License as published by the Free Software Foundation; either version 2 of the License, or any later version.
This program is distributed in the hope that it will be useful, but WITHOUT ANY WARRANTY; without even the implied warranty of MERCHANTABILITY or FITNESS FOR A PARTICULAR PURPOSE. See the GNU General Public License for more details.
You should have received a copy of the GNU General Public License along with this program; if not, write to the Free Software Foundation, Inc., 59 Temple Place, Suite 330, Boston, MA 02111-1307 USA
This workbook comes "as is" with no implied warranties or express guarantees. The user assumes all responsiblity for the use of this workbook, modifications and output. The User further agrees to verify the accuracy of all output and to satisfy themselves that the results meet or exceed their expectation of accuracy and performance.
This workbook is not intended to be used by non-professionals. The user is expected to have the basic knowledge and skills necessary to verify the accuracy of the output and to interpret the codes and principles of the science that the spreadsheets interpret.
This spreadsheet is based on applications of the AISC Specifications and Design requirements listed in the AISC Steel Construction Manual. There are no guarantees or express warranties implied in the use or output of these spreadsheets.
The user agrees to hold harmless all persons involved in the creation of the software. THE DOWNLOAD AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS AND CONDITIONS.
This workbook comes "as is" with no implied warranties or express guarantees. The user assumes all responsiblity for the use of this workbook, modifications and output. The User further agrees to verify the accuracy of all output and to satisfy themselves that the results meet or exceed their expectation of accuracy and performance.
This workbook is not intended to be used by non-professionals. The user is expected to have the basic knowledge and skills necessary to verify the accuracy of the output and to interpret the codes and principles of the science that the spreadsheets interpret.
This spreadsheet is based on applications of the AISC Specifications and Design requirements listed in the AISC Steel Construction Manual. There are no guarantees or express warranties implied in the use or output of these spreadsheets.
The user agrees to hold harmless all persons involved in the creation of the software. THE DOWNLOAD AND/OR USE OF THE SOFTWARE IS AN IMPLIED ACCEPTANCE OF THESE TERMS AND CONDITIONS.
This Workbook does not take the place of the AISC Manual of Steel Construction.If you are going to use this workbook, BUY THE MANUAL.
the input and output of the spreadsheets.
To report coding errors:Send email to Steel-Link
Version 2.1.0Updated to Version 14.1 Shapes Database
Every user of this workbook should use the latest Manual of SteelConstruction design examples to verify that the user understands
This workbook requires proper installation of the file AISC_SEARCH.DLL available from the American Institute of Steel Construction. An automated installation program that copies and registers the needed dll's is available from AISC.
This workbook requires proper installation of the file AISC_SEARCH.DLL available from the American Institute of Steel Construction. An automated installation program that copies and registers the needed dll's is available from AISC.
To use this workbook, open the Connections I Figures.PDF file and determine the connection type to be analyzed. Then click on the appropriate tab at the bottom of the screen that with the same tab noted in the Connections I Figures.PDF. Enter data in the shaded cells in the format as noted. Each individual spreadsheet will determine if the connection is adequate for the applied load. For connections that are not adequate, some error will be noted along with a brief explanation as to what needs to be changed. Other errors such as not using the correct number of bolts are assumed to be intuitive (i.e., increase the number of bolts).
Each spreadsheet is set to print the results to your default printer. Just click the print icon on the menu bar.
To use this workbook, open the Connections I Figures.PDF file and determine the connection type to be analyzed. Then click on the appropriate tab at the bottom of the screen that with the same tab noted in the Connections I Figures.PDF. Enter data in the shaded cells in the format as noted. Each individual spreadsheet will determine if the connection is adequate for the applied load. For connections that are not adequate, some error will be noted along with a brief explanation as to what needs to be changed. Other errors such as not using the correct number of bolts are assumed to be intuitive (i.e., increase the number of bolts).
Each spreadsheet is set to print the results to your default printer. Just click the print icon on the menu bar.
Bolt Lengths are calculated in accordance with the 1996 AISC Engineering Journal paper Specifying Bolt Length for High-Strength Bolts by Charlie Carter. All calculated lengths are rounded up to the next highest 1/4 inch increment.
Bolt Lengths are calculated in accordance with the 1996 AISC Engineering Journal paper Specifying Bolt Length for High-Strength Bolts by Charlie Carter. All calculated lengths are rounded up to the next highest 1/4 inch increment.
This Workbook does not take the place of the AISC Manual of Steel Construction.If you are going to use this workbook, BUY THE MANUAL.
the input and output of the spreadsheets.
Minimum Bolt Lengths 3/ 4 2 7/ 8 2 1/ 41 2 1/ 2
1 1/ 8 3 1 1/ 4 3
Version 2.1.0Updated to Version 14.1 Shapes Database
Every user of this workbook should use the latest Manual of Steel design examples to verify that the user understands
This workbook requires proper installation of the file AISC_SEARCH.DLL available from the American Institute of Steel Construction. An automated installation program that copies and registers the needed dll's is available from AISC.
This workbook requires proper installation of the file AISC_SEARCH.DLL available from the American Institute of Steel Construction. An automated installation program that copies and registers the needed dll's is available from AISC.
To use this workbook, open the Connections I Figures.PDF file and determine the connection type to be analyzed. Then click on the appropriate tab at the bottom of the screen that with the same tab noted in the Connections I Figures.PDF. Enter data in the shaded cells in the format as noted. Each individual spreadsheet will determine if the connection is adequate for the applied load. For connections that are not adequate, some error will be noted along with a brief explanation as to what needs to be changed. Other errors such as not using the correct number of bolts are assumed to be intuitive (i.e., increase the number of bolts).
Each spreadsheet is set to print the results to your default printer. Just click the print icon on the menu bar.
To use this workbook, open the Connections I Figures.PDF file and determine the connection type to be analyzed. Then click on the appropriate tab at the bottom of the screen that with the same tab noted in the Connections I Figures.PDF. Enter data in the shaded cells in the format as noted. Each individual spreadsheet will determine if the connection is adequate for the applied load. For connections that are not adequate, some error will be noted along with a brief explanation as to what needs to be changed. Other errors such as not using the correct number of bolts are assumed to be intuitive (i.e., increase the number of bolts).
Each spreadsheet is set to print the results to your default printer. Just click the print icon on the menu bar.
Bolt Lengths are calculated in accordance with the 1996 AISC Engineering Journal paper Specifying Bolt Length for High-Strength Bolts by Charlie Carter. All calculated lengths are rounded up to the next highest 1/4 inch increment.
Bolt Lengths are calculated in accordance with the 1996 AISC Engineering Journal paper Specifying Bolt Length for High-Strength Bolts by Charlie Carter. All calculated lengths are rounded up to the next highest 1/4 inch increment.
These are the minimum bolt lengths that most large erectors use. They are listed here and referred to all the bolt length calculations.
If you have any preferences that differ from these lengths, change these cells. Just enter the bolt length in decimal inches.
These are the minimum bolt lengths that most large erectors use. They are listed here and referred to all the bolt length calculations.
If you have any preferences that differ from these lengths, change these cells. Just enter the bolt length in decimal inches.
These are the minimum bolt lengths that most large erectors use. They are listed here and referred to all the bolt length calculations.
If you have any preferences that differ from these lengths, change these cells. Just enter the bolt length in decimal inches.
These are the minimum bolt lengths that most large erectors use. They are listed here and referred to all the bolt length calculations.
If you have any preferences that differ from these lengths, change these cells. Just enter the bolt length in decimal inches.
AISC_SEARCH.DLL
AISC EDIType Manual Nomenclature Shapes Database V14.1
MetricBeam W18x35 W18x35 Type
EDI_Std_NomenclatureAngle L4x3-1/2x1/4 L4x3-1/2x1/4 AISC_Manual_Label
T_FHSS HSS8x8x1/4 HSS8x8x.250 W
Ad
Hth
OD
BbID
t
xy
b/t
D/t
ddet
bf
bfdet
tw
twdet
twdet
/2t
f
tfdet
tnom
tdes
kdes
kdet
k1
eo
xp
yp
bf/2t
f
b/tdes
h/tw
h/tdes
Ix
J
C
Htan(α)
Zx
Sx
rx
Iy
Zy
Sy
ry
Iz
rz
Sz
Cw
Wno
Sw1
Sw2
Sw3
Qf
Qw
ro
Qs
Iw
zA
zB
zC
wA
wB
wC
SwA
SwB
SwC
SzA
SzB
SzC
rts
ho
PA
PB
AISC_SEARCH.DLL
Enter Test Here HSS4-1/2x4-1/2x.250 Using EDI Nomenclature
Shapes Database V14.1
METRIC #VALUE! --TYPE #VALUE! --
EDI_STD #VALUE! --AISC_MAN #VALUE! --
T_F #VALUE! --W #VALUE! plfA #VALUE!D #VALUE! in
DDET #VALUE! inHT #VALUE! inH1 #VALUE! inOD #VALUE! inBF #VALUE! in
BFDET #VALUE! inB #VALUE! in
B1 #VALUE! inID #VALUE! in
TW #VALUE! in
TWDET #VALUE! in
TWDET_2 #VALUE! in
TF #VALUE! in
TFDET #VALUE! inT #VALUE! in
TNOM #VALUE! in
TDES #VALUE! in
KDES #VALUE! in
KDET #VALUE! in
K1 #VALUE! inX #VALUE! inY #VALUE! in
EO #VALUE! in
XP #VALUE! in
YP #VALUE! in
BF_2TF #VALUE! --B_T #VALUE! --
B_TDES #VALUE! --
H_TW #VALUE! --
HT_TDES #VALUE! --D_T #VALUE! --
IX #VALUE!
in2
in4
ZX #VALUE!
SX #VALUE!
RX #VALUE! in
IY #VALUE!
ZY #VALUE!
SY #VALUE!
RY #VALUE! in
IZ #VALUE!
RZ #VALUE! in
SZ #VALUE!
J #VALUE!
CW #VALUE!
C #VALUE!
WNO #VALUE!
SW1 #VALUE!
SW2 #VALUE!
SW3 #VALUE!
QF #VALUE!
QW #VALUE!
RO #VALUE! inH #VALUE! --
TAN_ALPHA #VALUE! --QS #VALUE! --
IW #VALUE!
ZA #VALUE!
ZB #VALUE!
ZC #VALUE!
WA #VALUE!
WB #VALUE!
WC #VALUE!
SWA #VALUE!
SWB #VALUE!
SWC #VALUE!
SZA #VALUE!
SZB #VALUE!
SZC #VALUE!
RTS #VALUE! in
HO #VALUE! in
PA #VALUE! in
PB #VALUE! in
in3
in3
in4
in3
in3
in4
in3
in4
in6
in3
in2
in4
in4
in4
in3
in3
in4
in4
in4
in4
in4
in4
in4
Design ASD WF W44X335 WT WT22X167.5 HSSLRFD W44X290 WT22X145
W44X262 WT22X131W44X230 WT22X115
Bolts 3/4 W40X593 WT20X296.57/8 W40X503 WT20X251.51 W40X431 WT20X215.5
1 1/8 W40X397 WT20X198.51 1/4 W40X372 WT20X186
W40X362 WT20X181Holes STD W40X324 WT20X162
SSLT W40X297 WT20X148.5W40X277 WT20X138.5
Plate 3/16 W40X249 WT20X124.51/4 W40X215 WT20X107.5
5/16 W40X199 WT20X99.53/8 W40X392 WT20X196
7/16 W40X331 WT20X165.5
1/2 W40X327 WT20X163.55/8 W40X294 WT20X1473/4 W40X278 WT20X139
W40X264 WT20X132
a 2 1/2 W40X235 WT20X117.5
3 W40X211 WT20X105.5
3 1/2 W40X183 WT20X91.5
W40X167 WT20X83.5
BorC B W40X149 WT20X74.5C W36X652 WT18X326
W36X529 WT18X264.5
ForW W36X487 WT18X243.5
F W36X441 WT18X220.5
W W36X395 WT18X197.5
W36X361 WT18X180.5W36X330 WT18X165W36X302 WT18X151
W36X282 WT18X141
W36X262 WT18X131
W36X247 WT18X123.5
W36X231 WT18X115.5Setback 1/4 W36X256 WT18X128
3/8 W36X232 WT18X116
1/2 W36X210 WT18X105
5/8 W36X194 WT18X973/4 W36X182 WT18X91
7/8 W36X170 WT18X85
1 W36X160 WT18X80
W36X150 WT18X75
Shelf 0 W36X135 WT18X67.5
1/4 W33X387 WT16.5X193.5
3/8 W33X354 WT16.5X177
1/2 W33X318 WT16.5X159
5/8 W33X291 WT16.5X145.5
3/4 W33X263 WT16.5X131.5
7/8 W33X241 WT16.5X120.5
W33X221 WT16.5X110.5
W33X201 WT16.5X100.5
W33X169 WT16.5X84.5
No_Bolts 2 W33X152 WT16.5X76
3 W33X141 WT16.5X70.5
4 W33X130 WT16.5X65
5 W33X118 WT16.5X59
6 W30X391 WT15X195.5
7 W30X357 WT15X178.5
8 W30X326 WT15X163
9 W30X292 WT15X14610 W30X261 WT15X130.511 W30X235 WT15X117.5
12 W30X211 WT15X105.5
W30X191 WT15X95.5
End Unstiffened W30X173 WT15X86.5
Stiffened W30X148 WT15X74
W30X132 WT15X66
Boltsrow 2 W30X124 WT15X62
3 W30X116 WT15X58
W30X108 WT15X54
W30X99 WT15X49.5
ForB B W30X90 WT15X45
F W27X539 WT13.5X269.5
W27X368 WT13.5X184
Boltcol 1 W27X336 WT13.5X168
2 W27X307 WT13.5X153.5
W27X281 WT13.5X140.5
W27X258 WT13.5X129
W27X235 WT13.5X117.5
NorX N W27X217 WT13.5X108.5X W27X194 WT13.5X97
W27X178 WT13.5X89 HSS12X3-1/2X5/16Bolttype A W27X161 WT13.5X80.5
B W27X146 WT13.5X73W27X129 WT13.5X64.5
YesorNo Yes W27X114 WT13.5X57
No W27X102 WT13.5X51W27X94 WT13.5X47
Holes1 STD W27X84 WT13.5X42SSLT W24X370 WT12X185LSLT W24X335 WT12X167.5
W24X306 WT12X153W24X279 WT12X139.5W24X250 WT12X125W24X229 WT12X114.5W24X207 WT12X103.5W24X192 WT12X96W24X176 WT12X88
Welds 1/8 W24X162 WT12X813/16 W24X146 WT12X731/4 W24X131 WT12X65.5
5/16 W24X117 WT12X58.53/8 W24X104 WT12X52
7/16 W24X103 WT12X51.51/2 W24X94 WT12X47
9/16 W24X84 WT12X425/8 W24X76 WT12X38
11/16 W24X68 WT12X343/4 W24X62 WT12X31
13/16 W24X55 WT12X27.57/8 W21X201 WT10.5X100.5
15/16 W21X182 WT10.5X911 W21X166 WT10.5X83
W21X147 WT10.5X73.5W21X132 WT10.5X66W21X122 WT10.5X61W21X111 WT10.5X55.5W21X101 WT10.5X50.5W21X93 WT10.5X46.5W21X83 WT10.5X41.5 HSS10X3-1/2X5/16W21X73 WT10.5X36.5W21X68 WT10.5X34 HSS10X3-1/2X3/16W21X62 WT10.5X31W21X55 WT10.5X27.5W21X48 WT10.5X24W21X57 WT10.5X28.5W21X50 WT10.5X25W21X44 WT10.5X22W18X311 WT9X155.5W18X283 WT9X141.5W18X258 WT9X129W18X234 WT9X117W18X211 WT9X105.5W18X192 WT9X96W18X175 WT9X87.5W18X158 WT9X79W18X143 WT9X71.5
W18X130 WT9X65W18X119 WT9X59.5W18X106 WT9X53W18X97 WT9X48.5W18X86 WT9X43W18X76 WT9X38W18X71 WT9X35.5W18X65 WT9X32.5W18X60 WT9X30W18X55 WT9X27.5W18X50 WT9X25W18X46 WT9X23W18X40 WT9X20W18X35 WT9X17.5
W16X100 WT8X50W16X89 WT8X44.5W16X77 WT8X38.5W16X67 WT8X33.5W16X57 WT8X28.5W16X50 WT8X25W16X45 WT8X22.5W16X40 WT8X20W16X36 WT8X18W16X31 WT8X15.5W16X26 WT8X13
W14X730 WT7X365W14X665 WT7X332.5W14X605 WT7X302.5W14X550 WT7X275W14X500 WT7X250W14X455 WT7X227.5W14X426 WT7X213W14X398 WT7X199W14X370 WT7X185W14X342 WT7X171W14X311 WT7X155.5W14X283 WT7X141.5W14X257 WT7X128.5W14X233 WT7X116.5W14X211 WT7X105.5W14X193 WT7X96.5W14X176 WT7X88W14X159 WT7X79.5W14X145 WT7X72.5W14X132 WT7X66W14X120 WT7X60W14X109 WT7X54.5W14X99 WT7X49.5W14X90 WT7X45W14X82 WT7X41W14X74 WT7X37
W14X68 WT7X34W14X61 WT7X30.5W14X53 WT7X26.5W14X48 WT7X24W14X43 WT7X21.5W14X38 WT7X19W14X34 WT7X17W14X30 WT7X15W14X26 WT7X13W14X22 WT7X11
W12X336 WT6X168W12X305 WT6X152.5W12X279 WT6X139.5W12X252 WT6X126W12X230 WT6X115W12X210 WT6X105W12X190 WT6X95W12X170 WT6X85W12X152 WT6X76W12X136 WT6X68W12X120 WT6X60W12X106 WT6X53W12X96 WT6X48W12X87 WT6X43.5W12X79 WT6X39.5W12X72 WT6X36W12X65 WT6X32.5W12X58 WT6X29W12X53 WT6X26.5W12X50 WT6X25W12X45 WT6X22.5W12X40 WT6X20W12X35 WT6X17.5W12X30 WT6X15W12X26 WT6X13W12X22 WT6X11W12X19 WT6X9.5W12X16 WT6X8W12X14 WT6X7W10X112 WT5X56W10X100 WT5X50W10X88 WT5X44W10X77 WT5X38.5W10X68 WT5X34W10X60 WT5X30W10X54 WT5X27W10X49 WT5X24.5W10X45 WT5X22.5W10X39 WT5X19.5W10X33 WT5X16.5W10X30 WT5X15
W10X26 WT5X13W10X22 WT5X11W10X19 WT5X9.5W10X17 WT5X8.5W10X15 WT5X7.5W10X12 WT5X6W8X67 WT4X33.5W8X58 WT4X29 HSS5-1/2X5-1/2X3/8W8X48 WT4X24 HSS5-1/2X5-1/2X5/16W8X40 WT4X20 HSS5-1/2X5-1/2X1/4W8X35 WT4X17.5 HSS5-1/2X5-1/2X3/16W8X31 WT4X15.5 HSS5-1/2X5-1/2X1/8W8X28 WT4X14W8X24 WT4X12W8X21 WT4X10.5W8X18 WT4X9W8X15 WT4X7.5W8X13 WT4X6.5W8X10 WT4X5W6X25 WT3X12.5W6X20 WT3X10W6X15 WT3X7.5W6X16 WT3X8W6X12 WT3X6W6X9 WT3X4.5
W6X8.5 WT3X4.25W5X19 WT2.5X9.5W5X16 WT2.5X8W4X13 WT2X6.5
HSS4-1/2X4-1/2X1/2HSS4-1/2X4-1/2X3/8
HSS4-1/2X4-1/2X5/16HSS4-1/2X4-1/2X1/4
HSS4-1/2X4-1/2X3/16HSS4-1/2X4-1/2X1/8
HSS3-1/2X3-1/2X3/8HSS3-1/2X3-1/2X5/16HSS3-1/2X3-1/2X1/4
HSS3-1/2X3-1/2X3/16HSS3-1/2X3-1/2X1/8HSS3-1/2X2-1/2X3/8
HSS3-1/2X2-1/2X5/16HSS3-1/2X2-1/2X1/4
HSS3-1/2X2-1/2X3/16HSS3-1/2X2-1/2X1/8
HSS3-1/2X1-1/2X1/4HSS3-1/2X1-1/2X3/16HSS3-1/2X1-1/2X1/8
HSS2-1/2X2-1/2X5/16HSS2-1/2X2-1/2X1/4
HSS2-1/2X2-1/2X3/16
HSS2-1/2X2-1/2X1/8
HSS2-1/2X1-1/2X1/4HSS2-1/2X1-1/2X3/16HSS2-1/2X1-1/2X1/8
HSS2-1/4X2-1/4X1/4HSS2-1/4X2-1/4X3/16HSS2-1/4X2-1/4X1/8
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HSS20X4X5/16 HSS20X4X.313 L8X6X5/8
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HSS3X1X3/16 HSS3X1X.188HSS3X1X1/8 HSS3X1X.125
HSS2-1/2X2-1/2X5/16HSS2-1/2X2-1/2X.313HSS2-1/2X2-1/2X1/4HSS2-1/2X2-1/2X.250
HSS2-1/2X2-1/2X3/16HSS2-1/2X2-1/2X.188
HSS2-1/2X2-1/2X1/8HSS2-1/2X2-1/2X.125HSS2-1/2X2X1/4 HSS2-1/2X2X.250
HSS2-1/2X2X3/16 HSS2-1/2X2X.188HSS2-1/2X2X1/8 HSS2-1/2X2X.125
HSS2-1/2X1-1/2X1/4HSS2-1/2X1-1/2X.250HSS2-1/2X1-1/2X3/16HSS2-1/2X1-1/2X.188HSS2-1/2X1-1/2X1/8HSS2-1/2X1-1/2X.125
HSS2-1/2X1X3/16 HSS2-1/2X1X.188HSS2-1/2X1X1/8 HSS2-1/2X1X.125
HSS2-1/4X2-1/4X1/4HSS2-1/4X2-1/4X.250HSS2-1/4X2-1/4X3/16HSS2-1/4X2-1/4X.188HSS2-1/4X2-1/4X1/8HSS2-1/4X2-1/4X.125
HSS2-1/4X2X3/16 HSS2-1/4X2X.188HSS2-1/4X2X1/8 HSS2-1/4X2X.125
HSS2X2X1/4 HSS2X2X.250HSS2X2X3/16 HSS2X2X.188HSS2X2X1/8 HSS2X2X.125
HSS2X1-1/2X3/16 HSS2X1-1/2X.188HSS2X1-1/2X1/8 HSS2X1-1/2X.125
HSS2X1X3/16 HSS2X1X.188HSS2X1X1/8 HSS2X1X.125HSS20X0.500 HSS20X.500HSS20X0.375 HSS20X.375HSS18X0.500 HSS18X.500HSS18X0.375 HSS18X.375HSS16X0.625 HSS16X.625HSS16X0.500 HSS16X.500HSS16X0.438 HSS16X.438HSS16X0.375 HSS16X.375HSS16X0.312 HSS16X.312HSS16X0.250 HSS16X.250HSS14X0.625 HSS14X.625HSS14X0.500 HSS14X.500HSS14X0.375 HSS14X.375HSS14X0.312 HSS14X.312HSS14X0.250 HSS14X.250
HSS12.750X0.500 HSS12.75X.500HSS12.750X0.375 HSS12.75X.375HSS12.750X0.250 HSS12.75X.250HSS10.750X0.500 HSS10.75X.500HSS10.750X0.375 HSS10.75X.375HSS10.750X0.250 HSS10.75X.250
HSS10X0.625 HSS10X.625HSS10X0.500 HSS10X.500HSS10X0.375 HSS10X.375HSS10X0.312 HSS10X.312HSS10X0.250 HSS10X.250HSS10X0.188 HSS10X.188
HSS9.625X0.500 HSS9.625X.500HSS9.625X0.375 HSS9.625X.375HSS9.625X0.312 HSS9.625X.312
HSS9.625X0.250 HSS9.625X.250HSS9.625X0.188 HSS9.625X.188HSS8.625X0.625 HSS8.625X.625HSS8.625X0.500 HSS8.625X.500HSS8.625X0.375 HSS8.625X.375HSS8.625X0.322 HSS8.625X.322HSS8.625X0.250 HSS8.625X.250HSS8.625X0.188 HSS8.625X.188HSS7.625X0.375 HSS7.625X.375HSS7.625X0.328 HSS7.625X.328HSS7.500X0.500 HSS7.5X.500HSS7.500X0.375 HSS7.5X.375HSS7.500X0.312 HSS7.5X.312HSS7.500X0.250 HSS7.5X.250HSS7.500X0.188 HSS7.5X.188
HSS7X0.500 HSS7X.500HSS7X0.375 HSS7X.375HSS7X0.312 HSS7X.312HSS7X0.250 HSS7X.250HSS7X0.188 HSS7X.188HSS7X0.125 HSS7X.125
HSS6.875X0.500 HSS6.875X.500HSS6.875X0.375 HSS6.875X.375HSS6.875X0.312 HSS6.875X.312HSS6.875X0.250 HSS6.875X.250HSS6.875X0.188 HSS6.875X.188HSS6.625X0.500 HSS6.625X.500HSS6.625X0.432 HSS6.625X.432HSS6.625X0.375 HSS6.625X.375HSS6.625X0.312 HSS6.625X.312HSS6.625X0.280 HSS6.625X.280HSS6.625X0.250 HSS6.625X.250HSS6.625X0.188 HSS6.625X.188HSS6.625X0.125 HSS6.625X.125
HSS6X0.500 HSS6X.500HSS6X0.375 HSS6X.375HSS6X0.312 HSS6X.312HSS6X0.280 HSS6X.280HSS6X0.250 HSS6X.250HSS6X0.188 HSS6X.188HSS6X0.125 HSS6X.125
HSS5.563X0.500 HSS5.563X.500HSS5.563X0.375 HSS5.563X.375HSS5.563X0.258 HSS5.563X.258HSS5.563X0.188 HSS5.563X.188HSS5.563X0.134 HSS5.563X.134HSS5.500X0.500 HSS5.5X.500HSS5.500X0.375 HSS5.5X.375HSS5.500X0.258 HSS5.5X.258
HSS5X0.500 HSS5X.500HSS5X0.375 HSS5X.375
HSS5X0.312 HSS5X.312HSS5X0.258 HSS5X.258HSS5X0.250 HSS5X.250HSS5X0.188 HSS5X.188HSS5X0.125 HSS5X.125
HSS4.500X0.375 HSS4.5X.375HSS4.500X0.337 HSS4.5X.337HSS4.500X0.237 HSS4.5X.237HSS4.500X0.188 HSS4.5X.188HSS4.500X0.125 HSS4.5X.125
HSS4X0.313 HSS4X.313HSS4X0.250 HSS4X.250HSS4X0.237 HSS4X.237HSS4X0.226 HSS4X.226HSS4X0.220 HSS4X.220HSS4X0.188 HSS4X.188HSS4X0.125 HSS4X.125
HSS3.500X0.313 HSS3.5X.313HSS3.500X0.300 HSS3.5X.300HSS3.500X0.250 HSS3.5X.250HSS3.500X0.216 HSS3.5X.216HSS3.500X0.203 HSS3.5X.203HSS3.500X0.188 HSS3.5X.188HSS3.500X0.125 HSS3.5X.125
HSS3X0.250 HSS3X.250HSS3X0.216 HSS3X.216HSS3X0.203 HSS3X.203HSS3X0.188 HSS3X.188HSS3X0.152 HSS3X.152HSS3X0.134 HSS3X.134HSS3X0.125 HSS3X.125
HSS2.875X0.250 HSS2.875X.250HSS2.875X0.203 HSS2.875X.203HSS2.875X0.188 HSS2.875X.188HSS2.875X0.125 HSS2.875X.125HSS2.500X0.250 HSS2.5X.250HSS2.500X0.188 HSS2.5X.188HSS2.500X0.125 HSS2.5X.125HSS2.375X0.250 HSS2.375X.250HSS2.375X0.218 HSS2.375X.218HSS2.375X0.188 HSS2.375X.188HSS2.375X0.154 HSS2.375X.154HSS2.375X0.125 HSS2.375X.125HSS1.900X0.188 HSS1.9X.188HSS1.900X0.145 HSS1.9X.145HSS1.900X0.120 HSS1.9X.120HSS1.660X0.140 HSS1.66X.140
Pipe12STD Pipe12SCH40Pipe10STD Pipe10SCH40Pipe8STD Pipe8SCH40Pipe6STD Pipe6SCH40
Pipe5STD Pipe5SCH40Pipe4STD Pipe4SCH40
Pipe3-1/2STD Pipe3-1/2SCH40Pipe3STD Pipe3SCH40
Pipe2-1/2STD Pipe2-1/2SCH40Pipe2STD Pipe2SCH40
Pipe1-1/2STD Pipe1-1/2SCH40Pipe1-1/4STD Pipe1-1/4SCH40
Pipe1STD Pipe1SCH40Pipe3/4STD Pipe3/4SCH40Pipe1/2STD Pipe1/2SCH40Pipe12XS Pipe12XSPipe10XS Pipe10SCH80Pipe8XS Pipe8SCH80Pipe6XS Pipe6SCH80Pipe5XS Pipe5SCH80Pipe4XS Pipe4SCH80
Pipe3-1/2XS Pipe3-1/2SCH80Pipe3XS Pipe3SCH80
Pipe2-1/2XS Pipe2-1/2SCH80Pipe2XS Pipe2SCH80
Pipe1-1/2XS Pipe1-1/2SCH80Pipe1-1/4XS Pipe1-1/4SCH80
Pipe1XS Pipe1SCH80Pipe3/4XS Pipe3/4SCH80Pipe1/2XS Pipe1/2SCH80Pipe8XXS Pipe8XXSPipe6XXS Pipe6XXSPipe5XXS Pipe5XXSPipe4XXS Pipe4XXSPipe3XXS Pipe3XXS
Pipe2-1/2XXS Pipe2-1/2XXSPipe2XXS Pipe2XXS
10-Jul-14 Version 2.1.0 Connections IVersion 2.1.0 Tab: WT on HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Tee SectionBased on 2010 Specification for Structural Steel Buildings
Column Size: HSS8X8X1/4 tnom #VALUE!Column Fy: 46.00 ksi b #VALUE! ht #VALUE! #VALUE!Column Fu: 58.00 ksi tdes #VALUE! #VALUE!
Beam Size: W16X50 WT Size: WT5X24.5Beam Fy: 50.00 ksi Tee Fy: 50.00 ksiBeam Fu: 65.00 ksi Tee Fu: 65.00 ksi
d #VALUE! d #VALUE! kdet #VALUE!tw #VALUE! tw #VALUE!
bf #VALUE! bf #VALUE! #VALUE!
tf #VALUE! tf #VALUE!T #VALUE! kdet #VALUE! K1 #VALUE!
Factored Reaction: 37.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 37.00 k
Bolt Size: 3/4 a: 3.00 in LRFD DesignBolt Group: A N or X? N Shear Per Bolt Bolt Length = #VALUE!Bolt Pitch s: 3.00 in g: #VALUE! #VALUE! Shank Length = #VALUE!
#VALUE!Max WT stem Thickness = #VALUE! #VALUE!
1.25 in #VALUE! 1.50 in #VALUE!
#VALUE! #VALUE!
C req'd = #VALUE! #VALUE! Min Tee L= #VALUE! #VALUE!
#VALUE!
Number of Bolts: 4 Bolts C = 2.81 #VALUE!
Tee Length = 11.50 in #VALUE!Controlling
LRFD Design Strengths StrengthBolt Shear Strength #VALUE! #VALUE!
Tee Stem #VALUE! Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! 10.25
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Flexural Yield Strength #VALUE! #VALUE! #VALUE!
Flexural Rupture Strength #VALUE! #VALUE! Edge = #VALUE!
LTB Flexural Strength #VALUE! #VALUE! Bearing = #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
#VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
#VALUE!### Try Weld D = 4
#VALUE! #VALUE! Min Weld D = #VALUE! #VALUE!
#VALUE! #VALUE! Dmin = #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! Weld D for load = 1.16
#VALUE! #VALUE! #VALUE! Weld Strength = 128.00 k OK
#VALUE! #VALUE!with 4 - 3/4 Group A -N Bolts #VALUE! #VALUE!
Leh
=
WT Lev
: Beam Leh
:
Tee Leh
:
Beam Web tw>WT t
w?
L =
Ls =
Lt =
(Deff
)max
(Deff
)max
Enter either a Stated Beam Reaction or the Beam Span.
Use the delete key to erase the unused space.
Enter either a Stated Beam Reaction or the Beam Span.
Use the delete key to erase the unused space.
This test ensures that any bolt hole deformation will occur in the WT stem and not in the beam web. This is not an AISC requirement.
This test ensures that any bolt hole deformation will occur in the WT stem and not in the beam web. This is not an AISC requirement.
10-Jul-14 Version 2.1.0 Connections IVersion 2.1.0 Tab: Single Plate to HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Column Size: HSS6X6X3/8 tnom #VALUE! b #VALUE!
46.00 ksi tdes #VALUE! ht #VALUE!
58.00 ksi b_tdes #VALUE! ht_tdes #VALUE!
#VALUE!
Connection Face Width b/t: #VALUE!
Spec K1.2, Check column wall thickness: (b/t)max = 35.15 #VALUE!
Beam Size: W18X35 Plate Thickness 5/16 #VALUE!
Beam Fy: 50.00 ksi 36.00 ksi
Beam Fu: 65.00 ksi 58.00 ksi
d #VALUE! 1.50 in #VALUE!
tw #VALUE! 1.25 in #VALUE!
bf #VALUE! #VALUE! #VALUE!
tf #VALUE! Max Plate Thickness: #VALUE!
T #VALUE!
kdet #VALUE! 1.75 in #VALUE!
Factored Reaction: 39.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 39.00 k
Bolt Size: 3/4 a: 3.00 inBolt Group: A Bolt Pitch s: 3.00 in LRFD Design Bolt Length = #VALUE!
Bolt Hole Type: STD N or X? N Shear Per Bolt Shank Length = #VALUE!g: #VALUE! #VALUE! #VALUE!
Number of Bolts: 3 Bolts
8.5 Rotational Ductility: #VALUE!
Local Buckling Check 0.25 #VALUE!
#VALUE! Bolt C = #VALUE!
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Plate 7.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
#VALUE!Beam Web
Shear Yield Strength #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
Weld (70ksi electrodes) #VALUE!Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!with (3) - 3/4 Group A - N Bolts
Column Fy:
Column Fu:
Plate Fy:
Plate Fu:
Plate Leh
:
Plate Lev
:
Punching Shear tpmax
:
Beam Leh
:
Plate Length Lp =
eb =
L =L
s =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Thru Plate to HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Thru Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Column Size: HSS6X4X1/8 tnom #VALUE! b #VALUE!Column Fy: 46.00 ksi tdes #VALUE! ht #VALUE!Column Fu: 58.00 ksi b_tdes #VALUE! ht_tdes #VALUE!
#VALUE! 4.00 in #VALUE! #VALUE!
Connection Face Width b/t: #VALUE!
Spec K1.2A, Check column wall thickness: (b/t)max = 35.15 #VALUE!
Beam Size: W18X35 Plate Thickness 1/4 #VALUE!
Beam Fy: 50.00 ksi 36.00 ksi
Beam Fu: 65.00 ksi 58.00 ksi
d #VALUE! 1.50 in #VALUE!
tw #VALUE! 1.25 in #VALUE!
bf #VALUE! Max Plate Thickness: #VALUE!
tf #VALUE! 1.50 in #VALUE!
T #VALUE! kdet #VALUE!
Factored Reaction: 19.80 k Beam Cap. Multiplier 0.50 Vf = 34.65 kBeam Span: Reaction Ru = 19.80 k
Bolt Size: 3/4 a: 3 LRFD DesignBolt Group: A Bolt Pitch s: 3.00 in Shear Per Bolt Bolt Length = #VALUE!
Bolt Hole Type: STD N or X? N #VALUE! Shank Length = #VALUE!g: #VALUE! #VALUE!
Number of Bolts: 3 Bolts
8.5
#VALUE!Local Buckling Check 0.25 #VALUE!
#VALUE! Bolt C = #VALUE!
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Plate L = 7.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web HSS
Shear Yield Strength #VALUE! #VALUE! Shear Yielding at Connection #VALUE! #VALUE!
Beam Web Brg Strength #VALUE! #VALUE! Shear Rupture at Connection #VALUE! #VALUE!
Weld (70ksi electrodes)Design Weld Force 34.65 k Weld Size: 3/16 Fillet
Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE! Use 3/16 Fillet Weld
with (3) - 3/4 Group A -N Bolts Each side of plate
Plate Fy:
Plate Fu:
Plate Leh
:
Plate Lev
:
Beam Leh
:
Plate Length Lp =
eb =
Ls =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Note: Since the capacity of the connection depends on the weld on the bolt side of the connection, conservatively design all double sided connections as single sided
Note: Since the capacity of the connection depends on the weld on the bolt side of the connection, conservatively design all double sided connections as single sided
10-Jul-14 Version 2.1.0 Connections ITab: Single Plate to W Flg
Analysis Method: LRFD Beam Location:
Beam to W Column Flange with Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Column Size: W14X90 tf #VALUE!Column Fy: 50.00 ksiColumn Fu: 65.00 ksi
Beam Size: W16X50 Plate Thickness: 1/4 #VALUE!Beam Fy: 50.00 ksi Plate Fy: 36.00 ksiBeam Fu: 65.00 ksi Plate Fu: 58.00 ksi
d #VALUE! 1.50 in #VALUE!
tw #VALUE! 1.25 in #VALUE!
bf #VALUE! Max Plate or Web TK: #VALUE! #VALUE!tf #VALUE!
T #VALUE! 1.50 in #VALUE!
k1 #VALUE!kdet #VALUE!
Factored Reaction: 49.60 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 49.60 k
Min a = 2.00 in
Bolt Size: 3/4 a: 3 Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in #VALUE! LRFD Design Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N Shear Per Bolt #VALUE!g: #VALUE! #VALUE!
Number of Bolts: 4 Bolts
11.50 in Rotational Ductility: #VALUE!
Local Buckling Check 0.25 in #VALUE!
#VALUE! C = #VALUE!
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Plate L = 10.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!with (4) - 3/4 Group A -N Bolts
Plate Leh
:
Plate Lev
:
Beam Leh
:
(Beam Leh
+ 0.5)
Plate Length Lp =
eb =
Ls =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Conventional Configuration Single- Plate Shear Connection
Conventional Configuration Single- Plate Shear Connection
10-Jul-14 Connections ITab: Axial Load on SPSC
Analysis Method: LRFD Beam Location: 0
Axial Load CheckBeam to W Column Flange with Single Plate Shear Connection
Based on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 d #VALUE! bf #VALUE! k1 #VALUE!Fy: 50.00 ksi tw #VALUE! tf #VALUE!
Fu: 65.00 ksi kdet #VALUE! T #VALUE! 1/2 flange = #VALUE!
Beam Size: W16X50 d #VALUE! bf #VALUE! 1.50 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 1/4 Vertical Bolt Pitch s: 3 Maximum Plate Thickness = #VALUE!
1.50 in
1.25 in Total Vertical Load = 49.60 k #VALUE!
36.00 ksi
58.00 ksi Combined Load = 59.03 k Load Angle = 32.83 deg
3.00 in
Factored Vertical Reaction: 49.60 k 4 Rows and 1 Columns of Bolts C = 7.120
Factored Brace Vertical Reaction: Group A -N
Factored Horiz Reaction: 32.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
PlateYielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE! Von-Mises reduction
Flexural Yield Capacity = #VALUE! #VALUE!Flexural Rupture Capacity = #VALUE! #VALUE!
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!Buckling K = 1.2 Kl/r = #VALUE!
#VALUE! Capacity = #VALUE! #VALUE!
Block Shear L-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
C-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
BeamBearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Block Shear Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Tensile Yield #VALUE! Capacity = #VALUE! #VALUE!
Tensile Rupture Net Area = #VALUE! #VALUE! Capacity = #VALUE! #VALUE!
#VALUE!
Weld (70ksi electrodes)
32.83 Weld L = 11.50 aL = 3.00 a = 0.261
Table 8-4 C = 3.364 Capacity = #VALUE! #VALUE!
#VALUE!#VALUE!
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
ex =
Fcr =
Fcr =
A = d*tw =
0.85 Ag =
Ae =
Weld =
Note: Additional bolt columns shown on this calculation override the single bolt column shown on the vertical load calculation.
Note: Additional bolt columns shown on this calculation override the single bolt column shown on the vertical load calculation.
10-Jul-14 Version 2.1.0 Connections ITab: Extended Single Plate
Analysis Method: LRFD Beam Location:
Beam to Supporting Member with Extended Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 d #VALUE! bf #VALUE!Fy: 50.00 ksi tw #VALUE! tf #VALUE!
Fu: 65.00 ksi kdet #VALUE! T #VALUE! 1/2 flange = #VALUE!
Beam Size: W16X36 d #VALUE! bf #VALUE! 1.50 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 1/2 #VALUE! Max. Plate Thickness: #VALUE! #VALUE!
1.25 in #VALUE!
1.50 in #VALUE!
36.00 ksi
58.00 ksi
Factored Reaction: 36.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 36.00 k
Min x = 2.00 in
Bolt Size: 3/4 x: 1.97 in Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in LRFD Design Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N Shear Per Bolt #VALUE!g = #VALUE! #VALUE! #VALUE!
Number of Rows of Bolts: 4 RowsNumber of bolt columns: 2
#VALUE!
12.00 in a: #VALUE! e: #VALUE! Plate Width = #VALUE!
Column CL to first Bolt Col = #VALUE!Centroid of Bolt Group #VALUE!
C = #VALUE!Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Plate Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! L = 10.50
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Bearing = #VALUE!
Flexural Yield Strength #VALUE! #VALUE! Edge = #VALUE!
Flexural Rupture Strength #VALUE! #VALUE! Plate Buckling Strength #VALUE! #VALUE! Shear Yielding, Shear Buckling, Flexural
Yielding Limit States = #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Conn LTB = #VALUE! #VALUE!
Beam Web Brg Strength #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld size D: #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! For welds on one side of web only
Weld Strength #VALUE! #VALUE! For welds on both sides of web only
#VALUE!and 4 Rows & 2 Columns 3/4 Group A -N Bolts
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
(Beam Leh
+ 0.5)
Plate Lp =
Ls =
Lt =
Enter either a Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Reaction or a Beam Span. Use the delete key to erase
the unused space.
Extended Configuration Single- Plate Shear Connection
Extended Configuration Single- Plate Shear Connection
Increase the x-dimension above to get a standard plate width
Increase the x-dimension above to get a standard plate width
This analysis assumes the beam is braced by a deck fastened to the beam at intervals less than Lp of the beam.
This analysis assumes the beam is braced by a deck fastened to the beam at intervals less than Lp of the beam.
10-Jul-14 Connections ITab: Extended Single Plate
Analysis Method: LRFD Beam Location: 0
Axial Load CheckBeam to Supporting Member with Extended Single Plate Shear Connection
Based on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 d #VALUE! bf #VALUE! k1 #VALUE!Fy: 50.00 ksi tw #VALUE! tf #VALUE!
Fu: 65.00 ksi kdet #VALUE! T #VALUE! 1/2 flange = #VALUE!
Beam Size: W16X36 d #VALUE! bf #VALUE! 1.50 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 1/2 Bolt Pitch s: 3
1.25 in Increase Plate Length? No
1.50 in Total Vertical Load = 36.00 k #VALUE!
36.00 ksi
58.00 ksi Combined Load = 38.63 k Load Angle = 21.25 deg
#VALUE!
Factored Vertical Reaction: 36.00 k 4 Rows and 2 Columns of Bolts C = #VALUE!
Factored Brace Vertical Reaction: Group A -N
Factored Horiz Reaction: 14.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
PlateYielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE!
Flexural Yield Capacity = #VALUE! #VALUE!Flexural Rupture Capacity = #VALUE! #VALUE!
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!Buckling K = 1.2 Kl/r = #VALUE!
#VALUE! Capacity = #VALUE! #VALUE!
Block Shear L-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
C-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE!
Axial Bending Compression Load Capacity = #VALUE! #VALUE!
Combined Normal Forces Axial Comp = #VALUE! Moment x = #VALUE! Combined = #VALUE! #VALUE!Axial Tens = #VALUE!
Shear = #VALUE! Interaction = #VALUE! #VALUE!
BeamBearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Block Shear Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Weld (70ksi electrodes)
21.25 Weld L = 12.00 aL = #VALUE! a = #VALUE!
Table 8-4 C = #VALUE! Capacity = #VALUE! #VALUE!
Stabilizer Plates Stabilizer Plate Fy = 50.00 ksi
Lst = #VALUE! Wst = #VALUE! Use Wst = 12.00 in
Plate Moment = #VALUE! Plate Tk = #VALUE! Use Plate TK = 1.00 in
0.29 ksi #VALUE! Interaction = #VALUE! #VALUE!
Fillet Weld W2 = 5/16 Capacity = #VALUE! #VALUE!
Fillet Weld W3 = 1/4 Capacity = #VALUE! #VALUE!
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
Vertical Load Eccentricity ex =
Fcr =
Fcr =
Axial Load Eccentricity ey =
Weld =
fv = f
b =
10-Jul-14 Version 2.1.0 Connections ITab:Single Plate (EX)
Analysis Method: LRFD Beam Location:
Beam to Supporting Member with Single Plate Shear Connection (EX)Based on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 d #VALUE! bf #VALUE!Fy: 50.00 ksi tw #VALUE! tf #VALUE!
Fu: 65.00 ksi kdet #VALUE! T #VALUE! 1/2 flange = #VALUE!
Beam Size: W24X62 d #VALUE! bf #VALUE! 1.75 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE! #VALUE!
Plate Thickness: 5/16 #VALUE! Max. Plate Thickness: #VALUE! #VALUE!
1.50 in #VALUE!
1.50 in #VALUE!
36.00 ksi
58.00 ksi
Factored Reaction: 95.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 95.00 k
Min a = 2.25 in
Bolt Size: 3/4 a: 3.00 in Shear Per Bolt Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N g: #VALUE! #VALUE!#VALUE!
Number of Rows of Bolts: 7 Rows Number of bolt columns: 1#VALUE!
21.00 in a: 3.00 in e: 3
Centroid of Bolt Group 3.00 in C = 6.06
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Shear Plate Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! L = 19.50 Table 9-3a #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Table 9-3b 315.90 k/in
Block Shear Strength #VALUE! #VALUE! #VALUE! Table 9-3c #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Flexural Yield Strength #VALUE! #VALUE! Bearing = #VALUE!
Flexural Rupture Strength #VALUE! #VALUE! Plate Buckling Strength #VALUE! #VALUE! Shear Yielding, Shear Buckling, Flexural
Yielding Limit States = #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Beam Web Brg Strength #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld size D: #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!and 7 Rows & 1 Columns 3/4 Group A -N Bolts
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
(Beam Leh
+ 0.5)
Plate Lp =
Ls =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
This is a special case: Standard Single-Plate Shear Connection calculated using the Extended Configuration requirements.
This is a special case: Standard Single-Plate Shear Connection calculated using the Extended Configuration requirements.
10-Jul-14 Connections ITab: Single Plate (EX)
Analysis Method: LRFD Beam Location: 0
Axial Load CheckBeam to Supporting Member with Single Plate (EX) Shear Connection
Based on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 d #VALUE! bf #VALUE! k1 #VALUE!Fy: 50.00 ksi tw #VALUE! tf #VALUE!
Fu: 65.00 ksi kdet #VALUE! T #VALUE! 1/2 flange = #VALUE!
Beam Size: W24X62 d #VALUE! bf #VALUE! 1.75 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 5/16 Bolt Pitch s: 3
1.50 in Increase Plate Length? No
1.50 in Total Vertical Load = 95.00 k #VALUE!
36.00 ksi
58.00 ksi Combined Load = 162.63 k Load Angle = 54.26 deg
3.00 in
Factored Vertical Reaction: 95.00 k 7 Rows and 1 Columns of Bolts C = 13.000
Factored Brace Vertical Reaction: Group A -N
Factored Horiz Reaction: 132.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
PlateYielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE!
Flexural Yield Capacity = #VALUE! #VALUE!Flexural Rupture Capacity = #VALUE! #VALUE!
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!Buckling K = 1.2 Kl/r = #VALUE!
#VALUE! Capacity = #VALUE! #VALUE!
Block Shear L-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
C-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE!
Axial Bending Compression Load Capacity = #VALUE! #VALUE!
Combined Normal Forces Axial Comp = #VALUE! Moment x = #VALUE! Combined = #VALUE! #VALUE!Axial Tens = #VALUE!
Shear = #VALUE! Interaction = #VALUE! #VALUE!
BeamBearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Block Shear Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Weld (70ksi electrodes)
54.26 Weld L = 21.00 aL = 3.00 a = 0.143
Table 8-4 C = 3.859 Capacity = #VALUE! #VALUE!
Stabilizer Plates Stabilizer Plate Fy = 50.00 ksi
Lst = #VALUE! Wst = #VALUE! Use Wst = 12.00 in
Plate Moment = #VALUE! Plate Tk = #VALUE! Use Plate TK = 1.00 in
2.75 ksi #VALUE! Interaction = #VALUE! #VALUE!
Fillet Weld W2 = 5/16 Capacity = #VALUE! #VALUE!
Fillet Weld W3 = 1/4 Capacity = #VALUE! #VALUE!
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
Vertical Load Eccentricity ex =
Fcr =
Fcr =
Axial Load Eccentricity ey =
Weld =
fv = f
b =
10-Jul-14 Connections ITab: Single Plate to W Flg
Analysis Method: LRFD Beam Location:
ISC Beam to W Column Flange with Single Plate Shear ConnectionBased on 2005 Specification for Structural Steel Buildings
Column Size: W12X53 tf #VALUE!Column Fy: 50.00 ksi d #VALUE!Column Fu: 65.00 ksi
Beam Size: W24X55 SPSC Plate Thickness: 3/8 #VALUE!Beam Fy: 50.00 ksi Plate Fy: 50.00 ksi <----NOTE!Beam Fu: 65.00 ksi Plate Fu: 65.00 ksi
d #VALUE! 2.25 in #VALUE!
tw #VALUE! 2.00 in #VALUE!
bf #VALUE!
tf #VALUE! 2.25 in #VALUE!
T #VALUE!k1 #VALUE! X' thickness: 1/2
kdet #VALUE! Plate Fy: 36.00 ksiPlate Fu: 58.00 ksi
Factored Reaction: 55.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 55.00 k
Bolt Size: 7/8 a: 3 Shear Per Bolt Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N #VALUE!
Number of Bolts: 4 Bolts Rotational Ductility: #VALUE!#VALUE!
13.00 in
#VALUE! #VALUE!Local Buckling Check 0.25 in #VALUE!
0.00 in Weld Size 1 = #VALUE! Fillet based on plate thickness
C = 1.00 Weld Size 2 = 5/16 #VALUE!
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!Block Shear/Bearing
SPSC Plate #VALUE!
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Other = #VALUE!
#VALUE!
Beam Web Flange Plate
Beam Web Brg Strength #VALUE! #VALUE! #VALUE! Shear Yield Strength #VALUE! #VALUE!
Weld (70ksi electrodes) #VALUE!W1 Weld Strength #VALUE! #VALUE! #VALUE! Use W2 = 5/16 in Fillet WeldW1 Weld Strength #VALUE!
Plate Fy= 50 ksi#VALUE! #VALUE!
with (4) - 7/8 A325 Bolts Each side of SPSC plate
Plate Leh
:
Plate Lev
:
Beam Leh
:
Plate Length Lp =
eb =
Ls =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Single Plate to Girder Web
Analysis Method: LRFD Beam Location:
Beam to Girder Web with Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Girder Size: W21X62 tw #VALUE! kdet #VALUE!
50.00 ksi d #VALUE! bf #VALUE!
65.00 ksi tf #VALUE! #VALUE!
#VALUE! #VALUE!Beam Size: W18X35 Plate Thickness 1/4 #VALUE!
50.00 ksi 36.00 ksi
65.00 ksi 58.00 ksi
d #VALUE! 1.50 in #VALUE!
tw #VALUE! 1.25 in #VALUE!
bf #VALUE! T #VALUE!tf #VALUE! kdet #VALUE!
Min. Top Cope Depth x Length #VALUE! #VALUE! Beam Offset: (+ is above beam)
Beam Cope Depth: 2.00 in #VALUE! 1.50 in
Beam Cope Length: 4.00 in #VALUE! 1.75 in #VALUE! X = 1.25 in
#VALUE!
Factored Reaction: 39.80 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 39.80 k
Min a = 2.25 in
Bolt Size: 3/4 a: 3 Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in LRFD Design Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N Shear Per Bolt #VALUE!g = 3 1/ 2 #VALUE! #VALUE!
Number of Bolts: 4 Bolts #VALUE!#VALUE!
11.50 in Rotational Ductility: #VALUE!
Local Buckling Check 0.25 #VALUE!
#VALUE! C = #VALUE!
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Plate L = 10.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
#VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! L = 10.50 Bearing = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Adjusted Lev = 1.50 in
Block Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = 5.50 in
#VALUE! #VALUE!
Weld #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!with (4) - 3/4 Group A -N Bolts
Girder Fy:
Girder Fu:
Beam Fy: Plate F
y:
Beam Fu: Plate F
u:
Plate Leh
:
Plate Lev
:
Beam Lev
:
Beam Leh
:
Web d left (ho) =
(Beam Leh
+ 0.5)
Plate Length Lp =
eb =
Ls =
Lt =
Ls =
Lt =
Snet =
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Single Plate to Girder Web (D)
Analysis Method: LRFD Beam Location:
Deep Beam to Girder Web with Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Girder Size: W16X31 tw #VALUE! kdet #VALUE!Girder Fy: 50.00 ksi d #VALUE! bf #VALUE!Girder Fu: 65.00 ksi tf #VALUE! #VALUE!
#VALUE!Beam Size: W18X35 Plate Thickness 1/4 #VALUE!
Beam Fy: 50.00 ksi 36.00 ksi
Beam Fu: 65.00 ksi 58.00 ksi
d #VALUE! 1.50 in #VALUE!
tw #VALUE! 1.25 in #VALUE!
bf #VALUE!
tf #VALUE! kdet 1.25 in
T #VALUE! #VALUE! 1.50 in #VALUE!
Beam Offset: 0.00 in '(+ is above beam, - is below)Min. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!
Top Cope Depth: 2.00 in #VALUE! Bottom Cope Depth: 3.00 in #VALUE!
Top Cope Length: 4.00 in #VALUE! Bottom Cope Length: 4.00 in #VALUE!
Factored Reaction: 39.80 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 39.80 k
Min a = 2.00 in
Bolt Size: 3/4 a: 3 Bolt Length = #VALUE!Bolt Group: A Bolt Pitch s: 3.00 in LRFD Design Shank Length = #VALUE!
Bolt Hole Type: STD N or X? N Shear Per Bolt #VALUE!g = 3 1/ 2 #VALUE!
Number of Bolts: 4 Bolts #VALUE!#VALUE!
11.50 in #VALUE! Rotational Ductility: #VALUE!
Local Buckling Check 0.25 in #VALUE!
#VALUE! C = #VALUE!
Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Plate L = 10.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! L = 10.25 Bearing = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Adjusted Lev = 1.50 in
Block Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = 5.50 in
#VALUE!
Weld #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!with (4) - 3/4 Group A -N Bolts
Plate Fy:
Plate Fu:
Plate Leh:
Plate Lev
:
Beam Lev:
Beam Leh:
Web d left (ho) =
(Beam Leh + 0.5)
Plate Length Lp =
eb =
Ls =
Lt =
Ls =
Lt =
Snet =
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Weld-Bolt to WF
Analysis Method: LRFD Beam Location:
Double Angle Welded to Beam, Bolted to Supporting MemberBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 tw #VALUE! Is supporting member Beam or Column? CSupporting Member Fy: 50.00 ksi d #VALUE! Flange or Web? FSupporting Member Fu: 65.00 ksi tf #VALUE!
bf #VALUE! T #VALUE!
Beam Size: W36X231 Angle Size: L5X3-1/2X5/16 #VALUE!Beam Fy: 50.00 ksi t #VALUE! 3.5
Beam Fu: 65.00 ksi 36.00 ksi OSL #VALUE!
d #VALUE! 58.00 ksi #VALUE!
tw #VALUE! 1.25 in Gage = #VALUE!
bf #VALUE! 1.3750 in GOL = #VALUE!
tf #VALUE!kdet #VALUE! T #VALUE! #VALUE!
0.00 inBeam setback: 1/2
#VALUE!
Factored Reaction: 226.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 226.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in LRFD DesignBolt Group: A N or X? N Shear Per Bolt
Bolt Hole Type: STD #VALUE!g = 3 Bolt Length = #VALUE!
Number of Rows of Bolts: 8 Rows Shank Length = #VALUE!#VALUE! #VALUE!
Angle Length = 23.50 in #VALUE!
Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! Block Shear/Bearing
Angle L = 22.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
OSL Shear Rupture Strength #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE!
Web Strength at Weld #VALUE! #VALUE!
Column Flange
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Weld #VALUE!
Weld Size: 3/16 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
#VALUE!with (8) Rows - 3/4 Group A -N Bolts
Angle Fy:
Angle Fu:
Angle OSL Lev
:
Angle OSL Leh
:
Web d left (ho) =
Ls =
Lt =
Ls =
Lt =
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
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10-Jul-14 Version 2.1.0 Connections ITab: Web Weld-Bolt to WF (D)
Analysis Method: LRFD Beam Location:
Double Angle Welded to Deep Beam, Bolted to Supporting MemberBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W18X35 tw #VALUE! bf #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE! kdet #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
Beam Size: W16X40 Angle Size: L4X3-1/2X1/4 #VALUE!Beam Fy: 50.00 ksi t #VALUE! #VALUE! 3.5
Beam Fu: 65.00 ksi 36.00 ksi OSL #VALUE!
d #VALUE! 58.00 ksi
tw #VALUE! 1.25 in Gage = #VALUE!
bf #VALUE! 1.4375 in GOL = #VALUE!
tf #VALUE!T #VALUE! Beam setback : 1/2
kdet #VALUE! Shelf 'b' : 0.5000 in
Beam Offset: (+ is above beam, - is below)Min. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!
Top Cope Depth: 3.50 in #VALUE! Bottom Cope Depth: 2.00 in #VALUE!Top Cope Length: 9.50 in #VALUE! Bottom Cope Length: 11.50 in #VALUE!
#VALUE!
Factored Reaction: 23.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 23.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in LRFD DesignBolt Group: A N or X? N Shear Per Bolt
Bolt Hole Type: STD #VALUE! Bolt Length = #VALUE!g = 5 1/ 2 Shank Length = #VALUE!
Number of Rows of Bolts: 3 Rows #VALUE!#VALUE!
Angle Length = 8.50 inControlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Angle L = 7.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web L = 9.00
Shear Yield Strength #VALUE! #VALUE! 9.00
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = #VALUE!
Web Strength at Weld #VALUE! #VALUE! #VALUE!
#VALUE!
Weld
Weld Size = 3/16 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
#VALUE!
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE!with 3 Rows - 3/4 Group A -N Bolts #VALUE!
Angle Fy:
Angle Fu:
Angle OSL Lev
:
Angle OSL Leh
:
Web d left (ho) =
Ls =
Lt =
Ls =
Lt =
Snet
=
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Bolt-Bolt to WF
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Bolted to Supporting MemberBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 tw #VALUE! Is supporting member Beam or Column? CSupporting Member Fy: 50.00 ksi d #VALUE! bf #VALUE! Flange or Web? FSupporting Member Fu: 65.00 ksi tf #VALUE! T #VALUE!
#VALUE! #VALUE!Beam Size: W36X231 Angle Size: L5X3-1/2X5/16 #VALUE! 3.5
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!
Beam Fu: 65.00 ksi 36.00 ksi
d #VALUE! 58.00 ksi
tw #VALUE! 1.25 in
bf #VALUE! #VALUE! Gage = #VALUE!
tf #VALUE! kdet 1.4375 in GOL = #VALUE!
T #VALUE! #VALUE! Angle Gage = #VALUE!
Beam Offset: Beam setback : 1/2 #VALUE!
1.75 in
#VALUE!
Factored Reaction: 60.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 60.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Group: A N or X? N #VALUE!
Bolt Hole Type: STDg = 3 Web Bolt Length = #VALUE!
Number of Rows of Bolts: 8 Rows Shank Length = #VALUE!#VALUE! #VALUE!
Angle Length = 23.5Controlling Support Bolt Length = #VALUE!
LRFD Design Strengths Capacity Shank Length = #VALUE!
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle L = 22.25
Shear Yield Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear along Web #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE!
Beam Web
Beam web design strength per inch
of thickness = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE!
Column Flange
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Support Design Strength/1" tk. = #VALUE!
#VALUE!
#VALUE!with 8 Rows - 3/4 Group A -N Bolts
Angle Fy:
Angle Fu:
Angle Lev
:
Angle Leh
:
Angle OSL Leh
:
Beam Lev
:
Beam Leh
:
Web d left (ho) =
Angle Ls =
Lt =
OSL Ls =
Lt =
Ls =
Lt =
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Bolt-Bolt to WF (D)
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Deep Beam, Bolted to Supporting MemberBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W18X35 tw #VALUE! bf #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE! kdet #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
#VALUE! #VALUE!Beam Size: W16X40 Angle Size: L4X3-1/2X1/4 #VALUE! 3.5
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!
Beam Fu: 65.00 ksi 36.00 ksi
d #VALUE! 58.00 ksi
tw #VALUE! 1.25 in
bf #VALUE! #VALUE! Gage = #VALUE!
tf #VALUE! 1.4375 in GOL = #VALUE!
T #VALUE! Angle Gage = #VALUE!kdet #VALUE! Beam setback : 1/2 #VALUE!
1.25 in
1.75 in
Beam Offset: 0.00 inMin. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!
Top Cope Depth: 3.50 in Btm. Cope Depth: 2.00 inTop Cope Length: 9.50 in Btm. Cope Length: 11.50 in
#VALUE!
Factored Reaction: 23.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 23.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per Bolt RowBolt Group: A N or X? N #VALUE! Web Bolt Length = #VALUE!
Bolt Hole Type: STD Shank Length = #VALUE!g = 5 Not standard spacing
Number of Rows of Bolts: 3 Rows
Angle Length = 8.5Controlling Support Bolt Length = #VALUE!
LRFD Design Strengths Capacity Shank Length = #VALUE!
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! L = 7.25 Beam web design strength per inch
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Bearing = #VALUE!
Edge = #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! e = #VALUE!
#VALUE! #VALUE!
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Support Design Strength/1" tk. =#VALUE!#VALUE!
with 3 Rows - 3/4 Group A -N Bolts
Angle Fy:
Angle Fu:
Angle Lev
:
Angle Leh
:
Angle OSL Leh
:
Beam Lev
:
Beam Leh
:
Web d left (ho) =
Angle Ls =
Lt =
OSL Ls =
Lt =
Ls =
Lt =
Snet
=
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase
the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Bolt-Weld to WF
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to Column FlangeBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W14X90 tw #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
#VALUE!Beam Size: W24X76 Angle Size: L4X4X1/4 #VALUE!
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!Beam Fu: 65.00 ksi Angle Fy: 36.00 ksi
d #VALUE! Angle Fu: 58.00 ksi
tw #VALUE! 1.25 in
bf #VALUE! #VALUE! Angle Gage = #VALUE!
tf #VALUE! kdet Beam setback : 1/2 #VALUE!T #VALUE! #VALUE!
Min. Bott Cope D x L #VALUE! #VALUE!
#VALUE! Bottom Cope Depth: 2.00 in #VALUE!
1.75 in Bottom Cope Length: 5.00 in #VALUE!
Factored Reaction: 80.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 80.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per Bolt RowBolt Group: A N or X? N #VALUE!
Bolt Hole Type: STD Bolt Length = #VALUE!#VALUE! g: #VALUE! Shank Length = #VALUE!
Number of Rows of Bolts: 5 Rows #VALUE!#VALUE!
Angle Length = 14.5Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! 13.25
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Block Shear at Web #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Beam web design strength per inch
Shear Rupture Strength #VALUE! #VALUE! of thickness = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = #VALUE!
Weld
Weld Size: 3/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! Min flg tk #VALUE! #VALUE!
#VALUE!with 5 Rows - 3/4 Group A -N Bolts
Angle Lev
:
Angle Leh
:
Bottom Beam Lev
=
Beam Leh
:
Web d left (ho)
Angle L =
Angle Ls =
Lt =
Snet =
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Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Bolt-Weld to HSS
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to HSSBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: HSS14X6X1/4 tnom #VALUE! b #VALUE!Supporting Member Fy: 46.00 ksi tdes #VALUE! ht #VALUE!Supporting Member Fu: 58.00 ksi #VALUE! 14.00 in
#VALUE!Beam Size: W24X76 Angle Size: L4X4X1/4
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!Beam Fu: 65.00 ksi Angle Fy: 36.00 ksi #VALUE!
d #VALUE! Angle Fu: 58.00 ksi #VALUE!
tw #VALUE! 1.25 in
bf #VALUE! #VALUE! Angle Gage = #VALUE!tf #VALUE! kdet Beam setback : 1/2 #VALUE!T #VALUE! #VALUE!
Min. Bott Cope D x L #VALUE! #VALUE!
#VALUE! Bottom Cope Depth: 2.00 in #VALUE!
1.75 in Bottom Cope Length: 5.00 in #VALUE!
Factored Reaction: 80.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 80.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per Bolt
Bolt Group: A N or X? N #VALUE!Bolt Hole Type: STD Bolt Length = #VALUE!
#VALUE! g: #VALUE! Shank Length = #VALUE!Number of Rows of Bolts: 5 Rows #VALUE!
#VALUE!Angle Length = 14.5
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Beam web design strength per inch
Shear Rupture Strength #VALUE! #VALUE! of thickness = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = #VALUE!
Weld
Weld Size: 3/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! Min HSS tk #VALUE! #VALUE!
#VALUE!
with 5 Rows - 3/4 Group A -N Bolts
Angle Lev
:
Angle Leh
:
Bottom Beam Lev
=
Beam Leh
:
Web d left (ho)
Angle Ls =
Lt =
Snet
=
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Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Shear End-Plate
Analysis Method: LRFD Beam Location:
Shear End-PlateBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W21X62 tw #VALUE! Is supporting member Beam or Column? BSupporting Member Fy: 50.00 ksi d #VALUE! bf #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE! kdet #VALUE!
#VALUE!Beam Size: W18X50 Plate Thickness: 1/4
Beam Fy: 50.00 ksi Plate Width: 6.00 inBeam Fu: 65.00 ksi Plate Fy: 36.00 ksi
d #VALUE! Plate Fu: 58.00 ksi
tw #VALUE! 1.25 in Gage = #VALUE!
bf #VALUE! 1.2500 in
tf #VALUE!T #VALUE! kdet #VALUE!
Beam Offset: 0.00 in
Min. Top Cope Depth x Length #VALUE! #VALUE! 1.50 in #VALUE!
Beam Cope Depth: 2.00 in #VALUE!Beam Cope Length: 4.00 in #VALUE!
Factored Reaction: 60.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 60.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per Bolt RowBolt Group: A N or X? N #VALUE!
Bolt Hole Type: STD Bolt Length = #VALUE!g = 3 1/ 2 Not standard spacing Shank Length = #VALUE!
Number of Rows of Bolts: 3 Rows #VALUE!
8.5 #VALUE!
Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Plate L = 7.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Web Strength at Weld #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! Snet = #VALUE! e = #VALUE!
#VALUE!
WeldWeld Size: 3/16 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! Min web tk #VALUE! For full weld strength
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE!#VALUE! Support Design Strength/1" tk. = #VALUE!
with 3 Rows - 3/4 Group A -N Bolts
Plate Lev
:
Plate Leh
:
Beam Lev
: Web d left (ho) =
Plate Length Lp =
Ls =
Lt =
Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Shear End-Plate (D)
Analysis Method: LRFD Beam Location:
Shear End-Plate to Deep BeamBased on 2010 Specification for Structural Steel Buildings
Supporting Member Size: W16X40 tw #VALUE! bf #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE! kdet #VALUE!
#VALUE!Beam Size: W18X50 Plate Thickness: 1/4
Beam Fy: 50.00 ksi Plate Width: 8.00 in
Beam Fu: 65.00 ksi 1.25 in Gage = #VALUE!
d #VALUE! 1.2500 in
tw #VALUE! Plate Fy: 36.00 ksibf #VALUE! Plate Fu: 58.00 ksitf #VALUE! kdet
T #VALUE! #VALUE! 2.25 in
Beam Offset: 0.000 inMin. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!
Beam Cope Depth: 1.25 in #VALUE! Bottom Cope Depth: 3.00 in #VALUE!Beam Cope Length: 4.00 in #VALUE! Bottom Cope Length: 4.00 in
#VALUE!
Factored Reaction: 60.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 60.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per Bolt RowBolt Group: A N or X? N #VALUE!
Bolt Hole Type: STDg = 3 1/ 2 Not standard spacing Bolt Length = #VALUE!
Number of Rows of Bolts: 3 Rows Shank Length = #VALUE!#VALUE!
Angle Length = 8.5Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Plate L = 7.25
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Edge = #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Web Strength at Weld #VALUE! #VALUE! Coped Beam Strength #VALUE! #VALUE! #VALUE! e = #VALUE!
50.00 ksi
Weld
Weld Size: 3/16 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
Girder Web #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Support Design Strength/1" tk. = #VALUE!
#VALUE!
#VALUE!with 3 Rows - 3/4 Group A -N Bolts
Plate Lev :
Plate Leh :
Beam Lev
:
Web d left (ho) =
Ls =
Lt =
Snet =
Fcr =
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Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab: Web Bolt-Weld to VE
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to Vertical ElementBased on 2010 Specification for Structural Steel Buildings
#VALUE!Beam Size: W16X40 Angle Size: L5X3X1/4 #VALUE! 5
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!Beam Fu: 65.00 ksi Angle Fy: 36.00 ksi
d #VALUE! Angle Fu: 58.00 ksi
tw #VALUE! 1.25 in
bf #VALUE! 1.3750 in Angle Gage = #VALUE!
tf #VALUE! kdetT #VALUE! #VALUE! Beam setback : 3/4
1.50 in
Factored Reaction: 41.30 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 41.30 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Group: A N or X? N #VALUE!
Beam Bolt Hole Type: STD g: 3.00 in Bolt Length = #VALUE!Angle Bolt Hole Type: LSLT Shank Length = #VALUE!
#VALUE!Number of Rows of Bolts: 3 Rows
Angle Length = 8.5Controlling
LRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Beam web design strength per inch
Bearing Strength at Holes #VALUE! #VALUE! of thickness = #VALUE!
Weld
Weld Size: 3/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
#VALUE!
with 3 Rows - 3/4 Group A -N Bolts
Angle Lev
:
Angle Leh
:
Beam Leh
:
Angle Ls =
Lt =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
10-Jul-14 Version 2.1.0 Connections ITab:Single Plate to Embed
Analysis Method: LRFD Beam Location: S2.50C W14x90 at Stairs
Beam to Embedded Plate with Single Plate Shear ConnectionBased on 2010 Specification for Structural Steel Buildings
Beam Size: W16X50 d #VALUE! bf #VALUE! 1.50 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! ADD for Slot : #VALUE!
Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE! #VALUE!
Plate Thickness: 3/8 Maximum Plate Thickness: #VALUE! #VALUE!
1.25 in Note Maximum Plate Thickness or Increase Dimension
1.25 in
50.00 ksi <----NOTE!
65.00 ksi
Factored Reaction: 65.00 k Beam Cap. Multiplier 0.50Beam Span: Reaction Ru = 65.00 k
Min a = #VALUE!
Bolt Size: 3/4 a: 3.00 in Shear Per Bolt Bolt Length = #VALUE!Bolt Type: A Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Hole Type: LSLT N or X? X #VALUE!
Number of Rows of Bolts: 4 Rows Number of bolt columns: 1#VALUE!
11.50 in a: 3.00 in e: #VALUE!
Centroid of Bolt Group #VALUE! C = #VALUE! 0
ControllingLRFD Design Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE!
Shear Plate Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! #VALUE! Table 9-3a #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! Table 9-3b 230.63 k/in
Block Shear Strength #VALUE! #VALUE! Edge = #VALUE! Table 9-3c #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! Bearing = #VALUE!
Flexural Yield Strength #VALUE! #VALUE! Flexural Rupture Strength #VALUE! #VALUE! #VALUE!
Plate Buckling Strength #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! Bearing Strength at Holes #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld size D: #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! Minimum embed plate thickness to support weld = #VALUE!
Plate Fy= 50 ksi#VALUE! Plate Fy is 50 ksi
and 4 Rows & 1 Columns Group 3/4 A -X Bolts
Beam Leh
:
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
(Beam Leh
+ 0.5)
Plate Lp =
Ls =
Lt =
von-Mises Fcr =
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
Enter either a Factored Reaction or a Beam Span. Use the delete key to erase the unused space.
This is a special case Single-Plate Shear Connection calculated using the Extended Configuration requirements. This analysis assumes the embedded plate has been properly designed for the applied loads.
This is a special case Single-Plate Shear Connection calculated using the Extended Configuration requirements. This analysis assumes the embedded plate has been properly designed for the applied loads.
10-Jul-14 Version 2.1.0 Connections ITab: Axial Load on SPSC
Analysis Method: LRFD Beam Location: S2.50C W14x90 at Stairs
Axial Load CheckBeam to W Column Flange with Single Plate Shear Connection
Based on 2005 Specification for Structural Steel Buildings
Beam Size: W16X50 d #VALUE! bf #VALUE! 1.50 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 3/8 Vertical Bolt Pitch s: 3 Maximum Plate Thickness = #VALUE!
1.25 in
1.25 in Total Vertical Load = 65.00 k #VALUE!
50.00 ksi <----NOTE!
65.00 ksi Combined Load = 69.64 k Load Angle = 21.04 deg
3.00 in
Factored Vertical Reaction: 65.00 k 4 Rows and 1 Columns of Bolts C = 7.510Factored Brace Vertical Reaction:
Factored Horiz Reaction: 25.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
Plate Interaction
Yielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined: #VALUE! #VALUE!Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined: #VALUE! #VALUE!
#VALUE! Von-Mises reduction
Flexural Yield Capacity = #VALUE! #VALUE!Flexural Rupture Capacity = #VALUE! #VALUE!
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!Buckling K = 1.2 Kl/r = #VALUE!
#VALUE! Capacity = #VALUE! #VALUE!
Block Shear L-shaped planeShear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
C-shaped plane
Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
#VALUE!
Axial Bending Compressive Load Capacity = #VALUE! #VALUE!
Combined Normal Forces Axial Comp = #VALUE! Moment x = #VALUE! Combined = #VALUE! #VALUE!
Axial Tens = #VALUE! Moment y = #VALUE! Combined w/shear = #VALUE! #VALUE!Beam
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!Block Shear Shear Capacity = #VALUE! Tensile Capacity = #VALUE! Combined = #VALUE! #VALUE!
Tensile Yield #VALUE! Capacity = #VALUE! #VALUE!
Tensile Rupture Net Area = #VALUE! #VALUE! Capacity = #VALUE! #VALUE!
#VALUE!
Weld (70ksi electrodes) Weld Properties A = 23.00 Sx = 44.08
Sy = #VALUE!
Vert. Stresses: 2.83 ksi OK 4.42 ksi 5.25 ksi
Axial Stresses: 1.09 ksi #VALUE! #VALUE!
Combined stresses = #VALUE!
D = #VALUE! For load #VALUE! #VALUE!
D = #VALUE! #VALUE!
Beam Leh
:
Plate Leh
:
Plate Lev
:
Plate Fy:
Plate Fu:
Vertical Load Eccentricity ex =
Fcr =
Fcr =
Axial Load Eccentricity ey =
A = d*tw =
0.85 Ag =
Ae =
fv = f
bx = f
rx =
ft = f
by = f
ry =
