connections i v2.0.6b final.xls
DESCRIPTION
steel connection design spreadsheetTRANSCRIPT
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 interpretation of the design methodology. As much as the author has tried to achieve an accurate product, the codes rely upon interpretation as well as decisions drawn from engineering judgment. There are no guarantees or express warranties implied in the use or output of these programs that assures accuracy other than the efforts of the programers intent to achieve perfection.
The user agrees to hold harmless all persons and companies involved in the creation of the software and all people involved in the distribution of any and all freeware and shareware available on this site or by link to another site. 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 interpretation of the design methodology. As much as the author has tried to achieve an accurate product, the codes rely upon interpretation as well as decisions drawn from engineering judgment. There are no guarantees or express warranties implied in the use or output of these programs that assures accuracy other than the efforts of the programers intent to achieve perfection.
The user agrees to hold harmless all persons and companies involved in the creation of the software and all people involved in the distribution of any and all freeware and shareware available on this site or by link to another site. 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 interpretation of the design methodology. As much as the author has tried to achieve an accurate product, the codes rely upon interpretation as well as decisions drawn from engineering judgment. There are no guarantees or express warranties implied in the use or output of these programs that assures accuracy other than the efforts of the programers intent to achieve perfection.
The user agrees to hold harmless all persons and companies involved in the creation of the software and all people involved in the distribution of any and all freeware and shareware available on this site or by link to another site. 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 interpretation of the design methodology. As much as the author has tried to achieve an accurate product, the codes rely upon interpretation as well as decisions drawn from engineering judgment. There are no guarantees or express warranties implied in the use or output of these programs that assures accuracy other than the efforts of the programers intent to achieve perfection.
The user agrees to hold harmless all persons and companies involved in the creation of the software and all people involved in the distribution of any and all freeware and shareware available on this site or by link to another site. 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.
input and output of the spreadsheets.
To report coding errors:
Every user of this workbook should use the latest Manual of SteelConstruction examples to verify that the user understands the
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.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.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.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.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.
input and output of the spreadsheets.
Every user of this workbook should use the latest Manual of Steel examples to verify that the user understands the
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.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.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.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.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.
AISC_SEARCH.DLL
Enter Test Section Here: AISC Std EDI
Type Nomenclature Nomenclature AISC V14.1 Shapes DatabaseV14.1 Column Names
Beam W18x35 W18x35 EDI_STD_NOMENCLATUREAISC_MANUAL_LABEL
Angle L4x3-1/2x1/4 L4x3-1/2x1/4 TypeT_F
HSS HSS8x8x1/4 HSS8x8x.250 WAD
ddetHth1
ODbf
bfdetB
b1IDtw
twdettwdet/2
tftfdet
ttnomtdeskdeskdet
k1xy
eoxpyp
bf/2tfB/t
B\tdesh/tw
Ht/tdesD/tIx
ZxSxrx
IyZySyryIzrz
SzJ
CwC
WnoSw1Sw2Sw3
QfQw
roH
tab_alphaQsIwZaZbZc
WaWbWc
SwaSwbSwcSzaSzbSzc
rtshoPaPb
AISC_SEARCH.DLL
Enter Test Section Here: HSS14x14x.500 In EDI form
AISC V14.1 Shapes DatabaseFoxpro Table name
EDI_STD #VALUE!AISC_MAN #VALUE!
Type #VALUE!T_F #VALUE!
W #VALUE!A #VALUE!D #VALUE!
DDET #VALUE!HT #VALUE!H1 #VALUE!OD #VALUE!BF #VALUE!
BFDET #VALUE!B #VALUE!
B1 #VALUE!ID #VALUE!
TW #VALUE!TWDET #VALUE!
TWDET_2 #VALUE!TF #VALUE!
TFDET #VALUE!T #VALUE!
TNOM #VALUE!TDES #VALUE!KDES #VALUE!KDET #VALUE!
K1 #VALUE!X #VALUE!Y #VALUE!
EO #VALUE!XP #VALUE!YP #VALUE!
BF_2TF #VALUE!B_T #VALUE!
B_TDES #VALUE!H_TW #VALUE!
HT_TDES #VALUE!D_T #VALUE!
IX #VALUE!ZX #VALUE!SX #VALUE!RX #VALUE!
The Foxpro Table Name must be used for the section lookup.The Foxpro Table Name must be used for the section lookup.
IY #VALUE!ZY #VALUE!SY #VALUE!RY #VALUE!IZ #VALUE!
RZ #VALUE!SZ #VALUE!
J #VALUE!CW #VALUE!
C #VALUE!WNO #VALUE!SW1 #VALUE!SW2 #VALUE!SW3 #VALUE!
QF #VALUE!QW #VALUE!RO #VALUE!
H #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!ho #VALUE!PA #VALUE!PB #VALUE!
Design ASD WF W44X335 WT WT22X167.5 HSS HSS20X12X5/8LRFD W44X290 WT22X145 HSS20X12X1/2
W44X262 WT22X131 HSS20X12X3/8W44X230 WT22X115 HSS20X12X5/16
Bolts 3/4 W40X593 WT20X296.5 HSS20X8X5/87/8 W40X503 WT20X251.5 HSS20X8X1/21 W40X431 WT20X215.5 HSS20X8X3/8
1 1/8 W40X397 WT20X198.5 HSS20X8X5/161 1/4 W40X372 WT20X186 HSS20X4X1/2
W40X362 WT20X181 HSS20X4X3/8Holes STD W40X324 WT20X162 HSS20X4X5/16
SSLT W40X297 WT20X148.5 HSS20X4X1/4W40X277 WT20X138.5 HSS18X6X5/8
Plate 3/16 W40X249 WT20X124.5 HSS18X6X1/21/4 W40X215 WT20X107.5 HSS18X6X3/8
5/16 W40X199 WT20X99.5 HSS18X6X5/163/8 W40X392 WT20X196 HSS18X6X1/4
7/16 W40X331 WT20X165.5 HSS16X16X5/81/2 W40X327 WT20X163.5 HSS16X16X1/25/8 W40X294 WT20X147 HSS16X16X3/8
W40X278 WT20X139 HSS16X16X5/16W40X264 WT20X132 HSS16X12X5/8
a 2 1/2 W40X235 WT20X117.5 HSS16X12X1/23 W40X211 WT20X105.5 HSS16X12X3/8
3 1/2 W40X183 WT20X91.5 HSS16X12X5/16W40X167 WT20X83.5 HSS16X8X5/8
BorC B W40X149 WT20X74.5 HSS16X8X1/2C W36X800 WT18X400 HSS16X8X3/8
W36X652 WT18X326 HSS16X8X5/16ForW W36X529 WT18X264.5 HSS16X8X1/4
F W36X487 WT18X243.5 HSS16X4X5/8W W36X441 WT18X220.5 HSS16X4X1/2
W36X395 WT18X197.5 HSS16X4X3/8W36X361 WT18X180.5 HSS16X4X5/16W36X330 WT18X165 HSS16X4X1/4W36X302 WT18X151 HSS16X4X3/16W36X282 WT18X141 HSS14X14X5/8W36X262 WT18X131 HSS14X14X1/2W36X247 WT18X123.5 HSS14X14X3/8
Setback 1/4 W36X231 WT18X115.5 HSS14X14X5/163/8 W36X256 WT18X128 HSS14X10X5/81/2 W36X232 WT18X116 HSS14X10X1/25/8 W36X210 WT18X105 HSS14X10X3/83/4 W36X194 WT18X97 HSS14X10X5/167/8 W36X182 WT18X91 HSS14X10X1/41 W36X170 WT18X85 HSS14X6X5/8
W36X160 WT18X80 HSS14X6X1/2Shelf 0 W36X150 WT18X75 HSS14X6X3/8
1/4 W36X135 WT18X67.5 HSS14X6X5/163/8 W33X387 WT16.5X193.5 HSS14X6X1/41/2 W33X354 WT16.5X177 HSS14X6X3/165/8 W33X318 WT16.5X159 HSS14X4X5/83/4 W33X291 WT16.5X145.5 HSS14X4X1/27/8 W33X263 WT16.5X131.5 HSS14X4X3/8
W33X241 WT16.5X120.5 HSS14X4X5/16W33X221 WT16.5X110.5 HSS14X4X1/4W33X201 WT16.5X100.5 HSS14X4X3/16
No_Bolts 2 W33X169 WT16.5X84.5 HSS12X12X5/83 W33X152 WT16.5X76 HSS12X12X1/24 W33X141 WT16.5X70.5 HSS12X12X3/85 W33X130 WT16.5X65 HSS12X12X5/166 W33X118 WT16.5X59 HSS12X12X1/47 W30X391 WT15X195.5 HSS12X12X3/168 W30X357 WT15X178.5 HSS12X10X1/29 W30X326 WT15X163 HSS12X10X3/8
10 W30X292 WT15X146 HSS12X10X5/1611 W30X261 WT15X130.5 HSS12X10X1/412 W30X235 WT15X117.5 HSS12X8X5/8
W30X211 WT15X105.5 HSS12X8X1/2End Unstiffened W30X191 WT15X95.5 HSS12X8X3/8
Stiffened W30X173 WT15X86.5 HSS12X8X5/16W30X148 WT15X74 HSS12X8X1/4
Boltsrow 2 W30X132 WT15X66 HSS12X8X3/163 W30X124 WT15X62 HSS12X6X5/8
W30X116 WT15X58 HSS12X6X1/2W30X108 WT15X54 HSS12X6X3/8
ForB B W30X99 WT15X49.5 HSS12X6X5/16F W30X90 WT15X45 HSS12X6X1/4
W27X539 WT13.5X269.5 HSS12X6X3/16Boltcol 1 W27X368 WT13.5X184 HSS12X4X5/8
2 W27X336 WT13.5X168 HSS12X4X1/2W27X307 WT13.5X153.5 HSS12X4X3/8W27X281 WT13.5X140.5 HSS12X4X5/16W27X258 WT13.5X129 HSS12X4X1/4
NorX N W27X235 WT13.5X117.5 HSS12X4X3/16X W27X217 WT13.5X108.5 HSS12X3-1/2X3/8
W27X194 WT13.5X97 HSS12X3-1/2X5/16Bolttype A325 W27X178 WT13.5X89 HSS12X3X5/16
A490 W27X161 WT13.5X80.5 HSS12X3X1/4W27X146 WT13.5X73 HSS12X3X3/16
YesorNo Yes W27X129 WT13.5X64.5 HSS12X2X5/16No W27X114 WT13.5X57 HSS12X2X1/4
W27X102 WT13.5X51 HSS12X2X3/16Holes1 STD W27X94 WT13.5X47 HSS10X10X5/8
SSLT W27X84 WT13.5X42 HSS10X10X1/2LSLT W24X370 WT12X185 HSS10X10X3/8
W24X335 WT12X167.5 HSS10X10X5/16W24X306 WT12X153 HSS10X10X1/4
W24X279 WT12X139.5 HSS10X10X3/16W24X250 WT12X125 HSS10X8X5/8W24X229 WT12X114.5 HSS10X8X1/2W24X207 WT12X103.5 HSS10X8X3/8W24X192 WT12X96 HSS10X8X5/16
Welds 1/8 W24X176 WT12X88 HSS10X8X1/43/16 W24X162 WT12X81 HSS10X8X3/161/4 W24X146 WT12X73 HSS10X6X5/8
5/16 W24X131 WT12X65.5 HSS10X6X1/23/8 W24X117 WT12X58.5 HSS10X6X3/8
7/16 W24X104 WT12X52 HSS10X6X5/161/2 W24X103 WT12X51.5 HSS10X6X1/4
9/16 W24X94 WT12X47 HSS10X6X3/165/8 W24X84 WT12X42 HSS10X5X3/8
11/16 W24X76 WT12X38 HSS10X5X5/163/4 W24X68 WT12X34 HSS10X5X1/4
13/16 W24X62 WT12X31 HSS10X5X3/167/8 W24X55 WT12X27.5 HSS10X4X5/8
15/16 W21X201 WT10.5X100.5 HSS10X4X1/21 W21X182 WT10.5X91 HSS10X4X3/8
W21X166 WT10.5X83 HSS10X4X5/16W21X147 WT10.5X73.5 HSS10X4X1/4W21X132 WT10.5X66 HSS10X4X3/16W21X122 WT10.5X61 HSS10X4X1/8W21X111 WT10.5X55.5 HSS10X3-1/2X1/2W21X101 WT10.5X50.5 HSS10X3-1/2X3/8W21X93 WT10.5X46.5 HSS10X3-1/2X5/16W21X83 WT10.5X41.5 HSS10X3-1/2X1/4W21X73 WT10.5X36.5 HSS10X3-1/2X3/16W21X68 WT10.5X34 HSS10X3-1/2X1/8W21X62 WT10.5X31 HSS10X3X3/8W21X55 WT10.5X27.5 HSS10X3X5/16W21X48 WT10.5X24 HSS10X3X1/4W21X57 WT10.5X28.5 HSS10X3X3/16W21X50 WT10.5X25 HSS10X3X1/8W21X44 WT10.5X22 HSS10X2X3/8
W18X311 WT9X155.5 HSS10X2X5/16W18X283 WT9X141.5 HSS10X2X1/4W18X258 WT9X129 HSS10X2X3/16W18X234 WT9X117 HSS10X2X1/8W18X211 WT9X105.5 HSS9X9X5/8W18X192 WT9X96 HSS9X9X1/2W18X175 WT9X87.5 HSS9X9X3/8W18X158 WT9X79 HSS9X9X5/16W18X143 WT9X71.5 HSS9X9X1/4W18X130 WT9X65 HSS9X9X3/16W18X119 WT9X59.5 HSS9X9X1/8W18X106 WT9X53 HSS9X7X5/8W18X97 WT9X48.5 HSS9X7X1/2W18X86 WT9X43 HSS9X7X3/8
W18X76 WT9X38 HSS9X7X5/16W18X71 WT9X35.5 HSS9X7X1/4W18X65 WT9X32.5 HSS9X7X3/16W18X60 WT9X30 HSS9X5X5/8W18X55 WT9X27.5 HSS9X5X1/2W18X50 WT9X25 HSS9X5X3/8W18X46 WT9X23 HSS9X5X5/16W18X40 WT9X20 HSS9X5X1/4W18X35 WT9X17.5 HSS9X5X3/16
W16X100 WT8X50 HSS9X3X1/2W16X89 WT8X44.5 HSS9X3X3/8W16X77 WT8X38.5 HSS9X3X5/16W16X67 WT8X33.5 HSS9X3X1/4W16X57 WT8X28.5 HSS9X3X3/16W16X50 WT8X25 HSS8X8X5/8W16X45 WT8X22.5 HSS8X8X1/2W16X40 WT8X20 HSS8X8X3/8W16X36 WT8X18 HSS8X8X5/16W16X31 WT8X15.5 HSS8X8X1/4W16X26 WT8X13 HSS8X8X3/16
W14X730 WT7X365 HSS8X8X1/8W14X665 WT7X332.5 HSS8X6X5/8W14X605 WT7X302.5 HSS8X6X1/2W14X550 WT7X275 HSS8X6X3/8W14X500 WT7X250 HSS8X6X5/16W14X455 WT7X227.5 HSS8X6X1/4W14X426 WT7X213 HSS8X6X3/16W14X398 WT7X199 HSS8X4X5/8W14X370 WT7X185 HSS8X4X1/2W14X342 WT7X171 HSS8X4X3/8W14X311 WT7X155.5 HSS8X4X5/16W14X283 WT7X141.5 HSS8X4X1/4W14X257 WT7X128.5 HSS8X4X3/16W14X233 WT7X116.5 HSS8X4X1/8W14X211 WT7X105.5 HSS8X3X1/2W14X193 WT7X96.5 HSS8X3X3/8W14X176 WT7X88 HSS8X3X5/16W14X159 WT7X79.5 HSS8X3X1/4W14X145 WT7X72.5 HSS8X3X3/16W14X132 WT7X66 HSS8X3X1/8W14X120 WT7X60 HSS8X2X3/8W14X109 WT7X54.5 HSS8X2X5/16W14X99 WT7X49.5 HSS8X2X1/4W14X90 WT7X45 HSS8X2X3/16W14X82 WT7X41 HSS8X2X1/8W14X74 WT7X37 HSS7X7X5/8W14X68 WT7X34 HSS7X7X1/2W14X61 WT7X30.5 HSS7X7X3/8W14X53 WT7X26.5 HSS7X7X5/16W14X48 WT7X24 HSS7X7X1/4
W14X43 WT7X21.5 HSS7X7X3/16W14X38 WT7X19 HSS7X7X1/8W14X34 WT7X17 HSS7X5X1/2W14X30 WT7X15 HSS7X5X3/8W14X26 WT7X13 HSS7X5X5/16W14X22 WT7X11 HSS7X5X1/4
W12X336 WT6X168 HSS7X5X3/16W12X305 WT6X152.5 HSS7X5X1/8W12X279 WT6X139.5 HSS7X4X1/2W12X252 WT6X126 HSS7X4X3/8W12X230 WT6X115 HSS7X4X5/16W12X210 WT6X105 HSS7X4X1/4W12X190 WT6X95 HSS7X4X3/16W12X170 WT6X85 HSS7X4X1/8W12X152 WT6X76 HSS7X3X1/2W12X136 WT6X68 HSS7X3X3/8W12X120 WT6X60 HSS7X3X5/16W12X106 WT6X53 HSS7X3X1/4W12X96 WT6X48 HSS7X3X3/16W12X87 WT6X43.5 HSS7X3X1/8W12X79 WT6X39.5 HSS7X2X1/4W12X72 WT6X36 HSS7X2X3/16W12X65 WT6X32.5 HSS7X2X1/8W12X58 WT6X29 HSS6X6X5/8W12X53 WT6X26.5 HSS6X6X1/2W12X50 WT6X25 HSS6X6X3/8W12X45 WT6X22.5 HSS6X6X5/16W12X40 WT6X20 HSS6X6X1/4W12X35 WT6X17.5 HSS6X6X3/16W12X30 WT6X15 HSS6X6X1/8W12X26 WT6X13 HSS6X5X1/2W12X22 WT6X11 HSS6X5X3/8W12X19 WT6X9.5 HSS6X5X5/16W12X16 WT6X8 HSS6X5X1/4W12X14 WT6X7 HSS6X5X3/16
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HSS3-1/2X1-1/2X.250HSS3-1/2X1-1/2X.188HSS3-1/2X1-1/2X.125
HSS3X3X.375HSS3X3X.313HSS3X3X.250HSS3X3X.188HSS3X3X.125
HSS3X2-1/2X.313HSS3X2-1/2X.250HSS3X2-1/2X.188HSS3X2-1/2X.125
HSS3X2X.313HSS3X2X.250HSS3X2X.188HSS3X2X.125
HSS3X1-1/2X.250HSS3X1-1/2X.188HSS3X1-1/2X.125
HSS3X1X.188HSS3X1X.125
HSS2-1/2X2-1/2X.313HSS2-1/2X2-1/2X.250HSS2-1/2X2-1/2X.188HSS2-1/2X2-1/2X.125
HSS2-1/2X2X.250
HSS2-1/2X2X.188HSS2-1/2X2X.125
HSS2-1/2X1-1/2X.250HSS2-1/2X1-1/2X.188HSS2-1/2X1-1/2X.125
HSS2-1/2X1X.188HSS2-1/2X1X.125
HSS2-1/4X2-1/4X.250HSS2-1/4X2-1/4X.188HSS2-1/4X2-1/4X.125
HSS2-1/4X2X.188HSS2-1/4X2X.125
HSS2X2X.250HSS2X2X.188HSS2X2X.125
HSS2X1-1/2X.188HSS2X1-1/2X.125
HSS2X1X.188HSS2X1X.125HSS20X.500HSS20X.375HSS18X.500HSS18X.375HSS16X.625HSS16X.500HSS16X.438HSS16X.375HSS16X.312HSS16X.250HSS14X.625HSS14X.500HSS14X.375HSS14X.312HSS14X.250
HSS12.75X.500HSS12.75X.375HSS12.75X.250HSS10.75X.500HSS10.75X.375HSS10.75X.250
HSS10X.625HSS10X.500HSS10X.375HSS10X.312HSS10X.250HSS10X.188
HSS9.625X.500HSS9.625X.375HSS9.625X.312HSS9.625X.250
HSS9.625X.188HSS8.625X.625HSS8.625X.500HSS8.625X.375HSS8.625X.322HSS8.625X.250HSS8.625X.188HSS7.625X.375HSS7.625X.328
HSS7.5X.500HSS7.5X.375HSS7.5X.312HSS7.5X.250HSS7.5X.188HSS7X.500HSS7X.375HSS7X.312HSS7X.250HSS7X.188HSS7X.125
HSS6.875X.500HSS6.875X.375HSS6.875X.312HSS6.875X.250HSS6.875X.188HSS6.625X.500HSS6.625X.432HSS6.625X.375HSS6.625X.312HSS6.625X.280HSS6.625X.250HSS6.625X.188HSS6.625X.125
HSS6X.500HSS6X.375HSS6X.312HSS6X.280HSS6X.250HSS6X.188HSS6X.125
HSS5.563X.500HSS5.563X.375HSS5.563X.258HSS5.563X.188HSS5.563X.134
HSS5.5X.500HSS5.5X.375HSS5.5X.258HSS5X.500HSS5X.375
HSS5X.312HSS5X.258HSS5X.250HSS5X.188HSS5X.125
HSS4.5X.375HSS4.5X.337HSS4.5X.237HSS4.5X.188HSS4.5X.125HSS4X.313HSS4X.250HSS4X.237HSS4X.226HSS4X.220HSS4X.188HSS4X.125
HSS3.5X.313HSS3.5X.300HSS3.5X.250HSS3.5X.216HSS3.5X.203HSS3.5X.188HSS3.5X.125HSS3X.250HSS3X.216HSS3X.203HSS3X.188HSS3X.152HSS3X.134HSS3X.125
HSS2.875X.250HSS2.875X.203HSS2.875X.188HSS2.875X.125
HSS2.5X.250HSS2.5X.188HSS2.5X.125
HSS2.375X.250HSS2.375X.218HSS2.375X.188HSS2.375X.154HSS2.375X.125
HSS1.9X.188HSS1.9X.145HSS1.9X.120
HSS1.66X.140Pipe12SCH40Pipe10SCH40Pipe8SCH40
Pipe6SCH40Pipe5SCH40Pipe4SCH40
Pipe3-1/2SCH40Pipe3SCH40
Pipe2-1/2SCH40Pipe2SCH40
Pipe1-1/2SCH40Pipe1-1/4SCH40
Pipe1SCH40Pipe3/4SCH40Pipe1/2SCH40
Pipe12XSPipe10SCH80Pipe8SCH80Pipe6SCH80Pipe5SCH80Pipe4SCH80
Pipe3-1/2SCH80Pipe3SCH80
Pipe2-1/2SCH80Pipe2SCH80
Pipe1-1/2SCH80Pipe1-1/4SCH80
Pipe1SCH80Pipe3/4SCH80Pipe1/2SCH80
Pipe8XXSPipe6XXSPipe5XXSPipe4XXSPipe3XXS
Pipe2-1/2XXSPipe2XXS
17-Apr-23 Connections ITab: WT on HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Tee SectionBased on 2005 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 13/16
Factored Reaction: 37.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 37.00 k
Bolt Size: 3/4 a: 3.00 in Shear Per Bolt = #VALUE!Bolt Type: A325 N or X? N Bolt Length = #VALUE!
Bolt Pitch s: 3.00 in g: 3.00 in 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!#VALUE!
Tee Length = 11.50 in #VALUE!Controlling
Available Strengths StrengthBolt Shear Strength #VALUE! #VALUE! #VALUE!
Tee Stem #VALUE!
Shear Yield Strength #VALUE! #VALUE! #VALUE! Block Shear/Bearing
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Flexural Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!Flexural Rupture Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE! Table 9-3a #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE! Table 9-3b 230.63 k/inBearing Strength at Holes #VALUE! #VALUE! #VALUE! Table 9-3c #VALUE!
#VALUE!Beam Web #VALUE!
Shear Yield Strength #VALUE! #VALUE! #VALUE!Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
### #VALUE! (70ksi electrodes)
#VALUE! #VALUE! Min Weld D = #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 = #VALUE! #VALUE!
#VALUE! #VALUE!with 4 - 3/4 A325 Bolts #VALUE! #VALUE!
Leh =
WT Lev : Beam Leh :
Tee Leh :
Beam Web tw>WT tw?
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.
17-Apr-23 Connections ITab: Single Plate to HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Single Plate Shear ConnectionBased on 2005 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!#VALUE!
Connection Face Width #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! 1.50 in #VALUE!
bf #VALUE! #VALUE! #VALUE!
tf #VALUE! Bolt Dia/2+1/16: #VALUE!T #VALUE!
kdet #VALUE! 1.75 in #VALUE!
Factored Reaction: 39.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 39.00 k
Bolt Size: 3/4 a: 3.00 in Shear Per BoltBolt Type: A325 Bolt Pitch s: 3.00 in #VALUE! Bolt Length = #VALUE!
Bolt Hole Type: STD N or X? N Shank Length = #VALUE!g: 3.00 in #VALUE!
Number of Bolts: 3 Bolts
9 Rotational Ductility: #VALUE!
Local Buckling Check 0.25 #VALUE!
0.00 in Bolt C = 1.00
ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Plate Block Shear/BearingShear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE!
#VALUE! Other = #VALUE!Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE!Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Weld (70ksi electrodes) #VALUE!Weld Strength #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE!with (3) - 3/4 A325 Bolts
Column Fy:
Column Fu:
Plate Fy:
Plate Fu:
Plate Leh :
Plate Lev :
Punching Shear tpmax:
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.
17-Apr-23 Connections ITab: Thru Plate to HSS
Analysis Method: LRFD Beam Location:
Beam to HSS with Thru Plate Shear ConnectionBased on 2005 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! 6.00 in #VALUE! #VALUE!
#VALUE! #VALUE!
#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
tw #VALUE! 2.75 inbf #VALUE!
tf #VALUE! 1.50 in #VALUE! #VALUE!T #VALUE! kdet #VALUE!
Factored Reaction: 19.80 k Beam Cap. Multiplier Beam Span: Reaction Ru = 19.80 k
Bolt Size: 3/4 a: 3 Shear Per BoltBolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Bolt Length = #VALUE!
#VALUE! N or X? N Shank Length = #VALUE!Number of Bolts: 3 Bolts #VALUE!
#VALUE!
11.5 Bolt Dia/2+1/16: #VALUE!#VALUE!
Local Buckling Check 0.25 #VALUE!
1.00 in Bolt C = 2.62Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Block Shear/Bearing
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!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE!Shear Rupture Strength #VALUE! #VALUE!
Beam Web Brg Strength #VALUE! #VALUE!
Weld (70ksi electrodes)Design Weld Force #VALUE! Weld Size: 3/16 Fillet
Weld Strength #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! Use 3/16 Fillet Weldwith (3) - 3/4 A325 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
17-Apr-23 Connections ITab: Single Plate to W Flg
Analysis Method: LRFD Beam Location:
Beam to W Column Flange with Single Plate Shear ConnectionBased on 2005 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!tf #VALUE!
T #VALUE! 1.75 in #VALUE!
k1 #VALUE!kdet #VALUE! Bolt Dia/2+1/16: #VALUE!
#VALUE!
Factored Reaction: 49.60 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 49.60 k
Min a = 2.25 in
Bolt Size: 3/4 a: 3 Shear Per Bolt Bolt Length = #VALUE!Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Type: A325 N or X? N #VALUE!g: 3.00 in
Number of Bolts: 4 Bolts
11.50 in Rotational Ductility: #VALUE!
Local Buckling Check 0.25 in #VALUE!
0.00 in C = 1.00
ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!Block Shear/Bearing
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
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Weld (70ksi electrodes)Weld Strength #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE!#VALUE!
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
17-Apr-23 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! 1.75 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 = 139.14 k Load Angle = 69.12 deg
3.00 in
Factored Vertical Reaction: 49.60 k 4 Rows and 1 Columns of Bolts C = 6.300
tored Brace Vertical Reaction:
Factored Horiz Reaction: 130.00 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)
69.12 Weld L = 11.50 aL = 3.00 a = 0.261
Table 8-4 C = 4.033 Capacity = #VALUE! #VALUE!
#VALUE!and 4 Rows & 1 Columns 3/4 A325 - N Bolts
Beam Leh :
Plate Leh :
Plate Lev :
Plate Fy:
Plate Fu:
ex =
Fcr =
Fcr =
A = d*tw =
0.85 Ag =
Ae =
Weld q =
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.
17-Apr-23 Connections ITab: Extended Single Plate
Analysis Method: LRFD Beam Location:
Beam to Supporting Member with Extended Single Plate Shear ConnectionBased on 2005 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! #VALUE!
Plate Thickness: 1/2 Maximum Plate Thickness: #VALUE! #VALUE!
1.50 in #VALUE!
1.50 in #VALUE!
36.00 ksi
58.00 ksi
Factored Reaction: 36.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 36.00 k
Min x = 2.00 in Minimum Bolt Length = #VALUE!
Bolt Size: 3/4 x: 2.25 in Shear Per Bolt Calc'd Bolt Length = #VALUE!Plate Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Type: A325 N or X? N g = #VALUE! #VALUE! #VALUE!#VALUE! #VALUE!
Number of Rows of Bolts: 4 Rows Number of bolt columns: 2
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
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Plate Block Shear/Bearing Block Shear Table Check
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3a #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3b 170.10 k/in
Block Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE! Table 9-3c #VALUE!Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Bearing = #VALUE! Check: #VALUE!
Flexural Yield Strength #VALUE! #VALUE! #VALUE! Other = #VALUE!Flexural Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Plate Buckling Strength #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Beam Web Brg Strength #VALUE! #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld size D: #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE! For welds on one side of web only
Weld Strength #VALUE! #VALUE! #VALUE! For welds on both sides of web
#VALUE!#VALUE!
Beam Leh :
Plate Leh :
Plate Lev :
Plate Fy:
Plate Fu:
(Beam Leh + 0.5)
Plate Lp =
Ls =
Lt =
von-Mises Fcr =
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
17-Apr-23 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
1.50 in Increase Plate Length? No
1.50 in Total Vertical Load = 36.00 k #VALUE!
36.00 ksi
58.00 ksi Combined Load = 134.89 k Load Angle = 74.52 deg
#VALUE!
Factored Vertical Reaction: 36.00 k 4 Rows and 2 Columns of Bolts C = #VALUE!
tored Brace Vertical Reaction:
Factored Horiz Reaction: 130.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
PlateYielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE!
Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE!
Flexural Yield #VALUE! Capacity = #VALUE! #VALUE!
Flexural Rupture Capacity = #VALUE! #VALUE!Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Axial K = 1.2 Kl/r = #VALUE!
#VALUE! Axial Capacity = #VALUE! #VALUE!
Block Shear L-shaped plane
Shear Capacity = #VALUE! #VALUE! Tensile Capacity = #VALUE! #VALUE!
C-shaped plane Tensile Capacity = #VALUE! #VALUE!
Gross Shear, Axial, & Bending Interaction P/Pa = #VALUE! Interaction = #VALUE! #VALUE!
Net Shear, Axial, & Bending Interaction P/Pa = #VALUE! Interaction = #VALUE! #VALUE!
Shear and Axial Block Shear Interaction Interaction = #VALUE! #VALUE!
Beam
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Block Shear Tensile Capacity = #VALUE! #VALUE!
Weld (70ksi electrodes)
74.52 Weld L = 12.00 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
2.71 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 =
Weld q =
fv = fb =
17-Apr-23 Connections ITab:Single Plate (EX)
Analysis Method: LRFD Beam Location:
Beam to Supporting Member with Single Plate Shear Connection (EX)Based on 2005 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: W21X55 d #VALUE! bf #VALUE! 1.50 inBeam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE! #VALUE!
Plate Thickness: 1/2 Maximum Plate Thickness: #VALUE! #VALUE!
1.50 in #VALUE!
1.25 in #VALUE!
36.00 ksi
58.00 ksi
Factored Reaction: 100.00 k Beam Cap. Multiplier 1.00
Beam Span: Reaction Ru = 100.00 k
Min a = 2.00 inBolt Size: 3/4 a: 3.00 in Shear Per Bolt Bolt Length = #VALUE!
Plate Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!Bolt Type: A325 N or X? N g: 3.00 in #VALUE!
#VALUE!Number of Rows of Bolts: 5 Rows Number of bolt columns: 2
#VALUE!
14.50 in a: 3.00 in e: 4.5 Plate Width = 7.50 in
Centroid of Bolt Group 4.50 in C = 6.43
ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Shear Plate Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3a #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3b 214.65 k/inBlock Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE! Table 9-3c #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Bearing = #VALUE!Flexural Yield Strength #VALUE! #VALUE! #VALUE! Other = #VALUE!
Flexural Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Plate Buckling Strength #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Beam Web Brg Strength #VALUE! #VALUE! #VALUE!
Weld (70ksi electrodes)
Weld size D: #VALUE! #VALUE!Weld Strength #VALUE! #VALUE! #VALUE!
#VALUE!
#VALUE!and 5 Rows & 2 Columns 3/4 A325 Bolts
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: 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.
17-Apr-23 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: W21X55 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
1.50 in Increase Plate Length? No
1.25 in Total Vertical Load = 100.00 k #VALUE!
36.00 ksi
58.00 ksi Combined Load = 164.01 k Load Angle = 52.43 deg
4.50 in
Factored Vertical Reaction: 100.00 k 5 Rows and 2 Columns of Bolts C = 8.345
tored Brace Vertical Reaction:
Factored Horiz Reaction: 130.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
PlateYielding Shear Capacity = #VALUE! Tensile Capacity = #VALUE!
Rupture Shear Capacity = #VALUE! Tensile Capacity = #VALUE!
Flexural Yield #VALUE! 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! #VALUE! Tensile Capacity = #VALUE! #VALUE!
C-shaped plane Tensile Capacity = #VALUE! #VALUE!
Gross Shear, Axial, & Bending Interaction P/Pa = #VALUE! Interaction = #VALUE! #VALUE!
Net Shear, Axial, & Bending Interaction P/Pa = #VALUE! Interaction = #VALUE! #VALUE!
Shear and Axial Block Shear Interaction Interaction = #VALUE! #VALUE!
Beam
Bearing 1.2Lc = #VALUE! 2.4db = #VALUE! Bearing = #VALUE! #VALUE!
Block Shear Tensile Capacity = #VALUE! #VALUE!
Weld (70ksi electrodes)
52.43 Weld L = 14.50 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
2.71 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 =
Weld q =
fv = fb =
17-Apr-23 Connections ITab: Single Plate to W Flg
Analysis Method: ASD Beam Location: ISC W24x55 to W12x53 423C2
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: 36.00 ksiBeam Fu: 65.00 ksi Plate Fu: 58.00 ksi
d #VALUE! 2.25 in #VALUE!
tw #VALUE! 2.00 in #VALUE!
bf #VALUE!
tf #VALUE! 2.25 in #VALUE!
T #VALUE!k1 1 X' thickness: 1/2
kdet #VALUE! Plate Fy: 36.00 ksiPlate Fu: 58.00 ksi
Reaction: 55.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction R = 55.00 k
Bolt Size: 7/8 a: 3 Shear Per Bolt Bolt Length = #VALUE!Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
A325 N or X? X #VALUE!Number of Bolts: 4 Bolts
#VALUE! Rotational Ductility: #VALUE!
13.00 in #VALUE!
#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!
ControllingAvailable 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!
#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.
17-Apr-23 Connections ITab: Single Plate to Girder Web
Analysis Method: LRFD Beam Location:
Beam to Girder Web with Single Plate Shear ConnectionBased on 2005 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! 1.50 in #VALUE!
bf #VALUE! T #VALUE!tf #VALUE! kdet #VALUE! Maximum Gross Beam Shear = #VALUE!
Min. Top Cope Depth x Length #VALUE! #VALUE! Beam Offset: 0.00 in '(+ is above beam, - is below)
Beam Cope Depth: 2.00 in #VALUE! 1.50 in
Beam Cope Length: 4.00 in #VALUE! 1.75 in #VALUE!
Factored Reaction: 39.80 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 39.80 k
Min a = 2.25 in
Bolt Size: 3/4 a: 3 Shear Per Bolt Bolt Length = #VALUE!Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Type: A325 N or X? N #VALUE!#VALUE! g = #VALUE! Not standard spacing #VALUE!
Number of Bolts: 4 Bolts Rotational Ductility: #VALUE!#VALUE!
12
Local Buckling Check 0.25 #VALUE!
0.00 in C = 1.00
ControllingStrengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!Block Shear/Bearing
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
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! Other = #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! #VALUE! e = 5.50 in
#VALUE! #VALUE!
Weld #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE!with (4) - 3/4 A325 Bolts Each side of plate
Girder Fy:
Girder Fu:
Beam Fy: Plate Fy:
Beam Fu: 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.
17-Apr-23 Connections ITab: Single Plate to Girder Web (D)
Analysis Method: LRFD Beam Location:
Deep Beam to Girder Web with Single Plate Shear ConnectionBased on 2005 Specification for Structural Steel Buildings
Girder Size: W16X40 tw #VALUE! kdet #VALUE!Girder Fy: 50.00 ksi d #VALUE! bf #VALUE!Girder Fu: 65.00 ksi tf #VALUE! #VALUE!
#VALUE!Beam Size: W16X40 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! 1.50 in #VALUE!
bf #VALUE!
tf #VALUE! kdet 1.75 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: 1.25 in #VALUE! Bottom Cope Depth: 1.25 in #VALUE!
Top Cope Length: 3.00 in #VALUE! Bottom Cope Length: 3.00 in #VALUE!
Factored Reaction: 39.80 k Beam Cap. Multiplier 0.55Beam Span: Reaction Ru = 39.80 k
Bolt Size: 3/4 a: 3 Shear Per Bolt Bolt Length = #VALUE!Bolt Hole Type: STD Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Type: A325 N or X? N #VALUE!g = #VALUE!
Number of Bolts: 4 Bolts Rotational Ductility: #VALUE!
12.00 in #VALUE!
Local Buckling Check 0.25 in #VALUE!
0.00 in C = 1.00
ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!Block Shear/Bearing
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!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! #VALUE! e = 4.75 in
#VALUE! #VALUE!
Weld #VALUE! #VALUE!Weld Strength #VALUE! #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE!with (4) - 3/4 A325 Bolts Each side of plate
Plate Fy:
Plate Fu:
Plate Leh:
Plate Lev:
Beam Lev:
Beam Leh:
Web d left (ho)
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.
17-Apr-23 Connections ITab: Web Weld-Bolt to WF
Analysis Method: LRFD Beam Location:
Double Angle Welded to Beam, Bolted to Supporting MemberBased on 2005 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!
#VALUE! kdet #VALUE! Angle Size: L4X3-1/2X1/4 #VALUE!Beam Size: W18X50 t #VALUE! 3.5
Beam Fy: 50.00 ksi 36.00 ksi OSL #VALUE!
Beam Fu: 65.00 ksi 58.00 ksi
d #VALUE! 1.25 in Gage = #VALUE! #VALUE!
tw #VALUE! 1.4300 in GOL = #VALUE!
bf #VALUE! kdet #VALUE!tf #VALUE! T #VALUE!
Beam Offset:Min. Top Cope Depth x Length #VALUE! #VALUE! Beam setback: 1/2
Beam Cope Depth: 2.00 in #VALUE! Shelf 'b' 0.3750 in Shelf is less than AISC requirements.Beam Cope Length: 4.00 in #VALUE! Max. weld size #VALUE! based on angle thickness
ho = #VALUE!Factored Reaction: 60.00 k Beam Cap. Multiplier 1.00
Beam Span: Reaction Ru = 60.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD N or X? X #VALUE!
Bolt Type: A325 g = 3.63 in Not standard spacingBolt Length = #VALUE!
Number of Rows of Bolts: 3 Rows Shank Length = #VALUE!#VALUE!
Angle Length = 8.5 #VALUE!Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle L = 7.25 #VALUE!
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Beam Web
Block Shear Strength #VALUE! #VALUE! #VALUE! 8.88 k Beam web design strength per inch
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! Snet = #VALUE! e = #VALUE!
#VALUE!
Weld
Weld Size: 3/16 Fillet #VALUE! (70ksi electrodes)
Weld Strength #VALUE! #VALUE! #VALUE! Min web tk #VALUE! #VALUE!#VALUE!
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE!
#VALUE! Support Design Strength/1" tk. = #VALUE!with (3) Rows - 3/4 A325 Bolts
Angle Fy:
Angle Fu:
Angle OSL Lev :
Angle OSL Leh :
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.
17-Apr-23 Connections ITab: Web Weld-Bolt to WF (D)
Analysis Method: LRFD Beam Location:
Double Angle Welded to Deep Beam, Bolted to Supporting MemberBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W16X31 tw #VALUE! bf #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE! kdet #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
#VALUE! Angle Size: L4X3-1/2X1/4 #VALUE!Beam Size: W18X50 t #VALUE! #VALUE! 3.5
Beam Fy: 50.00 ksi 36.00 ksi OSL #VALUE!
Beam Fu: 65.00 ksi 58.00 ksi
d #VALUE! 1.25 in Gage = #VALUE!
tw #VALUE! 1.4300 in GOL = #VALUE!
bf #VALUE!tf #VALUE! Beam setback : 1/2T #VALUE! kdet #VALUE! Shelf 'b' : 0.3750 in Shelf is less than AISC requirements.
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: 1.25 in #VALUE! Bottom Cope Depth: 3.00 in #VALUE!Top Cope Length: 4.00 in #VALUE! Bottom Cope Length: 4.00 in #VALUE!
#VALUE!
Factored Reaction: 60.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 60.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD A325 N or X? N #VALUE!
Bolt Type: A325 g = #VALUE! Not standard spacing Bolt Length = #VALUE!Shank Length = #VALUE!
Number of Rows of Bolts: 3 Rows #VALUE!#VALUE!
Angle Length = 8.5Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Beam Web
Block Shear Strength #VALUE! #VALUE! #VALUE! 8.88 k Beam web design strength per inch
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! #VALUE! e = #VALUE!
#VALUE! #VALUE! #VALUE!
#VALUE!
Weld
Weld Size = 3/16 Fillet #VALUE! (70ksi electrodes)
Weld Strength #VALUE! #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
#VALUE!
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE!
#VALUE! Support Design Strength/1" tk. = #VALUE!with 3 Rows - 3/4 A325 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.
17-Apr-23 Connections ITab: Web Bolt-Bolt to WF
Analysis Method: ASD Beam Location:
Double Angle Bolted to Beam, Bolted to Supporting MemberBased on 2005 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!
#VALUE! Angle is A36 #VALUE!Beam Size: W18X50 Angle Size: L4X3-1/2X1/4 #VALUE! 3.5
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!
Beam Fu: 65.00 ksi 1.25 in
d #VALUE! 1.2500 in Gage = #VALUE!
tw #VALUE! 1.1875 in GOL = #VALUE!
bf #VALUE! Angle Gage = #VALUE!tf #VALUE! kdet Beam setback : 1/2 #VALUE!T #VALUE! #VALUE! Beam Offset: 0.00 in
Min. Top Cope Depth x Length #VALUE! #VALUE!
1.25 in Cope Depth: 2.00 in #VALUE!
1.75 in Cope Length: 4.00 in #VALUE!
Reaction: 40.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction R = 40.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD A325 N or X? N #VALUE!
Web Bolt Length = #VALUE!Number of Rows of Bolts: 3 Rows g = 3.25 in Not standard spacing Shank Length = #VALUE!
#VALUE! #VALUE!Angle Length = 8.5
Controlling Support Bolt Length = #VALUE!Available Strengths Capacity Shank Length = #VALUE!
Bolt Shear Strength #VALUE! #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear along Web #VALUE! #VALUE! #VALUE! Other = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Beam web design strength per inch
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Coped Section Flexural Yield #VALUE! #VALUE! #VALUE! Snet = #VALUE! e = #VALUE!
Cope Local Web Buckling #VALUE! #VALUE! #VALUE! #VALUE!
Girder WebBearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE! #VALUE!
Support Design Strength/1" tk. = #VALUE!#VALUE!
with 3 Rows - 3/4 A325 Bolts
Angle Lev :
Angle Leh :
Angle OSL Leh :
Beam Lev :
Beam Leh :
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.
17-Apr-23 Connections ITab: Web Bolt-Bolt to WF (D)
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Deep Beam, Bolted to Supporting MemberBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W18X35 tw #VALUE! bf #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
#VALUE! Angle is A36 #VALUE!Beam Size: W21X55 Angle Size: L4X3-1/2X5/16 #VALUE! 5
Beam Fy: 50.00 ksi t #VALUE! OSL #VALUE!
Beam Fu: 65.00 ksi 2.00 in
d #VALUE! 2.5000 in Gage = #VALUE!
tw #VALUE! 1.1875 in GOL = #VALUE!
bf #VALUE! Angle Gage = #VALUE!tf #VALUE! kdet #VALUE!T #VALUE! #VALUE! Beam setback : 1/2
Beam Offset: 0.00 inMin. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!
2.00 in Top Cope Depth: 2.00 in #VALUE! Btm. Cope Depth: 2.25 in
2.00 in Top Cope Length: 4.50 in #VALUE! Btm. Cope Length: 4.50 in
#VALUE!
Factored Reaction: 64.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 64.00 k
Bolt Size: 1 1/8 Bolt Pitch s: 3.50 in Shear Per BoltBolt Hole Type: STD A325 N or X? N #VALUE! Web Bolt Length = #VALUE!
Bolt Type: A325 Shank Length = #VALUE!#VALUE!
Number of Rows of Bolts: 5 Rows g = #VALUE! Not standard spacing
Angle Length = 18 Controlling Support Bolt Length = #VALUE!Available Strengths Capacity Shank Length = #VALUE!
Bolt Shear Strength #VALUE! #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! #VALUE! Other = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! #VALUE!
OSL Block Shear #VALUE! #VALUE! #VALUE! #VALUE!
Beam Web
Block Shear Strength #VALUE! #VALUE! #VALUE! #VALUE! Beam web design strength per inch
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Edge = #VALUE! Other = #VALUE!
Coped Beam Strength #VALUE! #VALUE! #VALUE! #VALUE! e = #VALUE!
#VALUE! 50.00 ksi
Girder Web
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE!
Support Design Strength/1" tk. = #VALUE!#VALUE!
with 5 Rows - 1 1/8 A325-N Bolts
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.
17-Apr-23 Connections ITab: Web Bolt-Weld to WF
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to Column FlangeBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W14X730 tw #VALUE!Supporting Member Fy: 50.00 ksi d #VALUE!Supporting Member Fu: 65.00 ksi tf #VALUE!
#VALUE!Beam Size: W21X62 Angle Size: L6X6X3/8 #VALUE! 6
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! 3.0000 in Angle Gage = #VALUE!
tf #VALUE! kdet Beam setback : 7/8 #VALUE!T #VALUE! #VALUE!
Min. Bott Cope D x L #VALUE! #VALUE!
#VALUE! Bottom Cope Depth: 1.25 in #VALUE!
2.13 in Bottom Cope Length: 6.25 in #VALUE!
Factored Reaction: 100.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 100.00 k
Bolt Size: 7/8 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD N or X? N #VALUE!
Bolt Type: A325 g: 3.00 in Bolt Length = #VALUE!#VALUE! Shank Length = #VALUE!
Number of Rows of Bolts: 5 Rows #VALUE!
Angle Length = 14.5 ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! #VALUE! Other = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Beam WebBearing Strength at Holes #VALUE! #VALUE! #VALUE! Beam web design strength per inch
Shear Yield Strength #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE!
Coped Section Flexural Yield #VALUE! #VALUE! #VALUE! #VALUE! e = #VALUE!
Weld
Weld Size: 5/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE! Min flg tk #VALUE! #VALUE!
#VALUE!with 5 Rows - 7/8 A325-N Bolts
Angle Lev :
Angle Leh :
Bottom Beam Lev =
Beam Leh :
Web d left (ho)
Angle Ls =
Lt =
Snet =
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.
17-Apr-23 Connections ITab: Web Bolt-Weld to HSS
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to HSSBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: HSS14X14X1/2 tnom #VALUE! b #VALUE!Supporting Member Fy: 46.00 ksi tdes #VALUE! ht #VALUE!Supporting Member Fu: 58.00 ksi #VALUE!
#VALUE!Beam Size: W36X231 Angle Size: L4X3-1/2X3/8 3.5
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! 1.2500 in Angle Gage = #VALUE!
tf #VALUE! kdet Beam setback : 1/2 #VALUE!T #VALUE! #VALUE! #VALUE!
Min. Bott Cope D x L #VALUE! #VALUE!
#VALUE! Bottom Cope Depth: 3.00 in #VALUE!
1.75 in Bottom Cope Length: 4.00 in #VALUE!
Factored Reaction: 226.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 226.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD N or X? N #VALUE!
Bolt Type: A325 g: 2.50 in Bolt Length = #VALUE!#VALUE! Shank Length = #VALUE!
Number of Rows of Bolts: 8 Rows #VALUE!
Angle Length = 23.5 ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! #VALUE! Other = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Beam WebShear Yield Strength #VALUE! #VALUE! #VALUE! Beam web design strength per inch
Shear Rupture Strength #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Coped Section Flexural Yield #VALUE! #VALUE! #VALUE! #VALUE! e = #VALUE!
Weld
Weld Size: 5/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE! Min HSS tk #VALUE! #VALUE!
#VALUE!with 8 Rows - 3/4 A325-N Bolts
Angle Lev :
Angle Leh :
Bottom Beam Lev =
Beam Leh :
Web d left (ho)
Angle Ls =
Lt =
Snet =
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.
17-Apr-23 Connections ITab: Shear End-Plate
Analysis Method: LRFD Beam Location:
Shear End-PlateBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W14X61 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! kdet #VALUE!
#VALUE!Beam Size: W18X50 Plate Thickness: 1/4
Beam Fy: 50.00 ksi Plate Width: 6.00 in
Beam Fu: 65.00 ksi 1.25 in Gage = #VALUE!
d #VALUE! 1.2500 intw #VALUE! Plate Fy: 36.00 ksibf #VALUE! Plate Fu: 58.00 ksitf #VALUE!T #VALUE! kdet #VALUE!
0.00 in
1.25 in
#VALUE!
Factored Reaction: 60.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 60.00 k
Bolt Size: 7/8 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD A325 N or X? N #VALUE!
Bolt Length = #VALUE!Number of Rows of Bolts: 3 Rows g = 3 in Shank Length = #VALUE!
#VALUE!
8.5 #VALUE!Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Plate
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE!Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Beam Web
Weld
Weld Size: 3/16 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
Column FlangeBearing Strength at Holes #VALUE! #VALUE! #VALUE!
#VALUE!#VALUE!
#VALUE! Support Design Strength/1" tk. = #VALUE!with 3 Rows - 7/8 A325 Bolts
Plate Lev :
Plate Leh :
Beam Lev :
Plate Length Lp =
Ls =
Lt =
Fbc =
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.
17-Apr-23 Connections ITab: Shear End-Plate (D)
Analysis Method: LRFD Beam Location:
Shear End-Plate to Deep BeamBased on 2005 Specification for Structural Steel Buildings
Supporting Member Size: W10x12 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: W10x12 Plate Thickness: 1/4
Beam Fy: 50.00 ksi Plate Width: 6.00 in
Beam Fu: 65.00 ksi 1.25 in Gage = #VALUE!
d #VALUE! 1.2500 intw #VALUE! Plate Fy: 36.00 ksibf #VALUE! Plate Fu: 58.00 ksitf #VALUE! kdet
T #VALUE! #VALUE! 2.25 inBeam Offset: 0.000 in
Min. Top Cope Depth x Length #VALUE! #VALUE! Min. Bott Cope D x L #VALUE! #VALUE!Beam Cope Depth: 0.75 in #VALUE! Bottom Cope Depth: 0.75 in #VALUE!
Beam Cope Length: 2.25 in #VALUE! Bottom Cope Length: 2.25 in
#VALUE!Factored Reaction: 10.00 k Beam Cap. Multiplier 1.00
Beam Span: Reaction Ru = 10.00 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBolt Hole Type: STD A325 N or X? N #VALUE!
Number of Rows of Bolts: 2 Rows g = #VALUE! Bolt Length = #VALUE!Shank Length = #VALUE!
Angle Length = 5.5 #VALUE!Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Plate
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE!
Block Shear Strength #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Edge = #VALUE! Other = #VALUE!
Beam WebShear Yield Strength #VALUE! #VALUE! #VALUE!
Coped Section Flexural Yield #VALUE! #VALUE! #VALUE! #VALUE! e = #VALUE!
Cope Local Web Buckling #VALUE! #VALUE! #VALUE! #VALUE!
Weld
Weld Size: 1/4 Fillet (70ksi electrodes)
Weld Strength #VALUE! #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
Girder Web #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Support Design Strength/1" tk. = #VALUE!#VALUE!
#VALUE!with 2 Rows - 3/4 A325 Bolts
Plate Lev :
Plate Leh :
Beam Lev :
Web d left (ho)
Ls =
Lt =
Snet =
Fbc =
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.
17-Apr-23 Connections ITab: Web Bolt-Weld to VE
Analysis Method: LRFD Beam Location:
Double Angle Bolted to Beam, Welded to Vertical ElementBased on 2005 Specification for Structural Steel Buildings
#VALUE!Beam Size: W18X35 Angle Size: L5X3X3/8 #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
1.75 in
Factored Reaction: 41.30 k Beam Cap. Multiplier 1.00Beam Span: Reaction Ru = 41.30 k
Bolt Size: 3/4 Bolt Pitch s: 3.00 in Shear Per BoltBeam Bolt Hole Type: STD N or X? N #VALUE!Angle Bolt Hole Type: STD g: 3.00 in Bolt Length = #VALUE!
Bolt Type: A325 Shank Length = #VALUE!#VALUE!
Number of Rows of Bolts: 3 Rows
Angle Length = 8.5Controlling
Available Strengths CapacityBolt Shear Strength #VALUE! #VALUE! #VALUE!
Angle
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Shear Rupture Strengh #VALUE! #VALUE! #VALUE! #VALUE! Edge = #VALUE!
Block Shear at Web #VALUE! #VALUE! #VALUE! Other = #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE! Beam web design strength per inch
Bearing Strength at Holes #VALUE! #VALUE! #VALUE! of thickness = #VALUE!
Weld
Weld Size: 5/16 Fillet #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE! Min web tk #VALUE! #VALUE!
#VALUE!
with 3 Rows - 3/4 A325 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.
17-Apr-23 Connections ITab:Single Plate to Embed
Analysis Method: ASD Beam Location:
Beam to Embedded Plate with Single Plate Shear ConnectionBased on 2005 Specification for Structural Steel Buildings
Beam Size: W21X50 d #VALUE! bf #VALUE! 2.00 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! ADD for Slot : #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE! Plate Leh : #VALUE!
Plate Thickness: 1/2 Maximum Plate Thickness: #VALUE! #VALUE!
2.50 in #VALUE!
1.50 in
50.00 ksi <----NOTE!
65.00 ksi
Reaction: 102.00 k Beam Cap. Multiplier 1.00Beam Span: Reaction R = 102.00 k
Min a = #VALUE!
Bolt Size: 7/8 a: 3.50 in Shear Per Bolt Bolt Length = #VALUE!Plate Bolt Hole Type: LSLT Bolt Pitch s: 3.00 in #VALUE! Shank Length = #VALUE!
Bolt Type: A325 N or X X #VALUE!SC? No
Class?
1.13
Number of Rows of Bolts: 6 Rows Number of bolt columns: 2 1
#VALUE!
18.00 in a: 3.50 in e: #VALUE! 1
Centroid of Bolt Group #VALUE! C = #VALUE! Horizontal Bolt Spacing = #VALUE!
ControllingAvailable Strengths Capacity
Bolt Shear Strength #VALUE! #VALUE! #VALUE!
Shear Plate Block Shear/Bearing
Shear Yield Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3a #VALUE!
Shear Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE! Table 9-3b 247.50 k/in
Block Shear Strength #VALUE! #VALUE! #VALUE! Edge = #VALUE! Table 9-3c #VALUE!Bearing Strength at Holes #VALUE! #VALUE! #VALUE! Bearing = #VALUE!
Flexural Yield Strength #VALUE! #VALUE! #VALUE!
Flexural Rupture Strength #VALUE! #VALUE! #VALUE! #VALUE!
Plate Buckling Strength #VALUE! #VALUE! #VALUE!
Beam Web
Shear Yield Strength #VALUE! #VALUE! #VALUE!
Bearing Strength at Holes #VALUE! #VALUE! #VALUE!
Weld (70ksi electrodes)Weld size D: #VALUE! #VALUE!
Weld Strength #VALUE! #VALUE! #VALUE!Minimum embed plate thickness to support weld = #VALUE!
Plate Fy= 50 ksi#VALUE!
and 6 Rows & 2 Columns 7/8 A325 Bolts
Beam Leh :
Plate Leh :
Plate Lev :
Plate Fy:
Plate Fu:
(Beam Leh + 0.5)
m:
Du:
hf:
Tb:
Plate Lp = ns:
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.
17-Apr-23 Connections ITab: Axial Load on SPSC
Analysis Method: ASD Beam Location: 0
Axial Load CheckBeam to W Column Flange with Single Plate Shear Connection
Based on 2005 Specification for Structural Steel Buildings
Beam Size: W21X50 d #VALUE! bf #VALUE! 2.00 in
Beam Fy: 50.00 ksi tw #VALUE! tf #VALUE! #VALUE!Beam Fu: 65.00 ksi kdet #VALUE! T #VALUE!
Plate Thickness: 1/2 Vertical Bolt Pitch s: 3 Maximum Plate Thickness = #VALUE!
2.50 in
1.50 in Total Vertical Load = 102.00 k #VALUE!
50.00 ksi <----NOTE!
65.00 ksi Combined Load = 104.56 k Load Angle = 12.71 deg
5.00 in
Vertical Reaction: 102.00 k 6 Rows and 2 Columns of Bolts C = -2.330 Brace Vertical Reaction:
Horiz Reaction: 23.00 k Bolt Shear Strength = #VALUE! #VALUE! #VALUE!
Plate
Gross Shear, Axial, and Bending Interaction
Shear Capacity = #VALUE!
K = 1.2 Kl/r = #VALUE! #VALUE! #VALUE!
Axial Capacity = #VALUE! P/Pc = #VALUE! #VALUE!Bending Capacity = #VALUE! #VALUE!
Interaction = #VALUE! #VALUE!
Net Shear, Axial, and Bending Interaction
Shear Capacity = #VALUE!
Axial Capacity = #VALUE! P/Pc = #VALUE! #VALUE!
Interaction = #VALUE! #VALUE!
Block Shear L-shaped plane L= 16.50 in #VALUE! #VALUE!
Shear Capacity = #VALUE! Tensile Capacity = #VALUE!
Interaction = #VALUE! #VALUE!
C-shaped plane Tensile Capacity = #VALUE! #VALUE!
Beam
Block Shear C-shaped plane Tensile Capacity = #VALUE! #VALUE!
Weld (70ksi electrodes) q = 0.22 Radians
Weld Strength = #VALUE! #VALUE!
Beam Leh :
Plate Leh :
Plate Lev :
Plate Fy:
Plate Fu:
Vertical Load Eccentricity ex =
Fcr =
Ls = Lt =