MANHATTAN CONSTRUCTION
COMPANY
Nancy O'Brian PAC
BY: Bailey Helterbrand
DATE: 05/15/2020
Submittal Number: 05 1200-1-0 Structural Steel
Framing-Shop Drawings-Nancy O'Brian PAC
MANHATTAN CONSTRUCTION COMPANY
THIS SUBMITTAL HAS BEEN REVIEWED FOR GENERAL COMPLIANCE
WITH THE PLANS AND SPECIFICATIONS. THIS REVIEW AND THE
RESPONSE INDICATED BELOW DOES NOT RELIEVE SUBCONTRACTOR/
SUPPLIER OF ANY CONTRACTUAL RESPONSIBILITIES, INCLUDING THE
FURNISHING OF ALL ITEMS REQUIRED BY THE DOCUMENTS AND THE
CONFIRMATION OF ALL QUANTITIES AND DIMENSIONS.
DATE: 05/18/2020
BY: Bailey Helterbrand
NO EXCEPTIONS
REVISE AND RESUBMIT
EXCEPTIONS NOTED
REJECTED
SUB. No. 05 1200-1-0 Structural Steel Framing-Shop
Drawings-Nancy O'Brian PAC
Architect please
confirm if additional
steel is needed to
support RTUs.
Architect please
confirm if additional
steel is needed to
support all RTUs.
Architect please confirm
if additional angle is
required for roof
penetrations over 8" and
additional 16-gage plate
for penetrations under 8".
Architect please
confirm if additional
steel is needed to
support RTUs.
Architect please
confirm if additional
steel is needed to
support roof hatch.
Architect please confirm
if brick lintels are
required above doors,
windows, and large
span openings.
Nancy O’Brian CPA
Norman, OK
Structural Steel
Connection Calculations
Sequence 1
Date: May 06, 2020
KFC
engineering
Kirkpatrick Forest Curtis PC
Structural Engineering
OK CA #3888, EXP. 06/30/21
525 Central Park Drive, Suite 202
Oklahoma City, OK 73105
Telephone: 405.528.4596
Fax: 405.528.4580
05/06/2020
JMS
1
KFC
engineering
Table of Contents
1.
Steel Connection Design Criteria
1.1 Governing Standards and Specifications .................................................................1-1
1.2 Material Design Values ............................................................................................1-1
1.3 Member Forces........................................................................................................1-1
1.4 EOR Provided Shear Connections ...........................................................................1-1
1.5 Connection Design Calculations ..............................................................................1-1
1.6 Shop Drawing Review Summary..............................................................................1-1
2.
EOR Provided Shear Connections ....................................................................................2-1
3.
Connection Calculations
3.1 Reference Plans and Elevations with Connection Callouts ......................................3-1
3.2 SC – Special Shear Connections .............................................................................3-5
3.3 TF – Shear and Axial Connections.........................................................................3-21
3.4 MC – Moment Connections....................................................................................3-65
3.5 X-Brace Splice Connections ................................................................................3-149
3.6 BR – Bracing Connections ...................................................................................3-150
4.
Shop Drawing Review Comments
4.1 Erection Sheets .......................................................................................................4-1
4.2 Detail Sheets ...........................................................................................................4-3
i
05/06/2020
JMS
2
KFC
PROJECT:
Nancy O’Brian – Seq1
SUBJECT:
Structural Steel Connection Design
engineering
BY:
JMS
DATE:
05/06/2020
SHEET:
1-1
1. Connection Design Criteria & Summary
1.1
Governing Standards & Specifications
1.1.1 2015 International Building Code
1.1.2 AISC Specification (ASD), 14th Edition Manual.
1.1.3 AWS D1.1 Structural Welding Code – Steel
1.2
Material Design Values
1.2.1 Wide-Flange Steel Shapes (ASTM A 992): Fy = 50 ksi
1.2.2 Hollow Structural Shapes (ASTM A 500, Grade B): Fy = 46 ksi
1.2.3 All other Steel Plates, Shapes and Bars (ASTM A 36): Fy = 36 ksi
1.2.4 Bolts (ASTM A325)
1.3
Member Forces:
1.3.1 Member End Reactions: Beam end connections have been provided for
the beam end reactions (LRFD) shown on plan.
1.4
EOR Provided Shear Connections: Standard shear connections are tabulated
on the contract drawings and are implemented based on the provided beam end
reactions.
1.5
Connection Design Calculations: Connection calculations are provided for
special shear connections that are not covered by the EORs table, for moment
connections, and for brace connections.
1.6
Shop Drawing Review: We have reviewed the shop drawings for compliance with
the connection design calculations as required by AISC Code of Standard Practice,
Section 3.1.2. Remaining shop drawing review comments are included in Section
4 of this connection design submittal.
Please note that the Fabricator’s Delegated Connection Engineer’s review is
limited to only connections in which connection calculations are provided by the
Fabricator’s Delegated Connection Engineer. Connections shown in the shop
drawings where connection calculations are not provided are by others and were
not reviewed by the Fabricator’s Delegated Connection Engineer.
Page 1-1
05/06/2020
JMS
3
Single Plate Shear Connections Taken
From EOR Documents
05/06/2020
JMS
4
A.3
A.5
A.6
A.8
A.9
D.2
D.8
F
G.8
H
L
L.2
N
P.2
P.8
S.1
T.5
U
U.3
V
204'-4 1/2"
12'-7 5/8"
5'-10 1/2"
16'-2 3/4"
9'-6"
11'-9 3/16"
17'-6 3/16"
3'-9 13/16"
21'-4"
3'-9 15/16"
17'-6 3/16"
11'-9 15/16"
9'-6"
11'-4 1/4"
8'-5 3/4"
18'-5 1/2"
2'-9 7/8"
S602
EXIST. W21x83 (115'-7")
S602
______
11
HSS8X4X1/4 (LSH) (110'-4")
HSS8X4X1/4 (LSH) (118'-5")
HSS8X4X1/4 (LSH) (110'-4")
______
12
6 1/16"
F.V.
HSS6X4X1/4
(110'-4")
HSS8X4X1/4 (LSH) (118'-5")
3'-0 1/8"
15'-11 5/8"
14.2
S602
SIM.
SIM.
S602
PROVIDE TEMPORARY SHORING AND BRACING
(OUT-OF-PLANE) OF EXISTING STEEL LINTELS
PRIOR TO BEGINNING DEMOLITION (5500 PLF
SHORING LOAD AND 250 PLF BRACING LOAD)
EXIST. W21x83 (115'-7")
HSS6X4X1/4
(110'-4")
13.9
______
12
S602
______
11
S602
14.5
MC-01
16
3'-8"
HSS6X4X1/4
(110'-4")
HSS8X8X1/4
(118'-0")
HSS8X8X1/4
(118'-0")
PIPE 5STD
21
PIPE 5STD
PIPE 5STD
2'-7 1/8"
W14x90 (1
17'-7")
W14x90 (117'-7")
MC-03
MC-03
______
1
S601
A.5
A.6
A.8
4'-10"
D.8
24'-5 3/8"
MC-02
G.8
N
O
R
1
TH
S300
PIPE 5STD
PIPE 5STD
PIPE 5STD
PIPE 5STD
MC-02
17'-7")
W14x90 (1
MC-03
21
22
MC-03
28'-11 3/4"
D.9
PIPE 5STD
14'-0"
W14x90 (117'-7")
PIPE 5STD
PIPE 5STD
3'-10 7/16"
PIPE 5STD
PIPE 5STD
2'-0"
PIPE 5STD
PIPE 5STD
W14x90 (117'-7")
PIPE 5STD
20
HSS8X4X5/16 (LSH) (115'-5 1/2")
2'-7 1/8"
HSS8X4X5/16 (LSH) (115'-5 1/2")
W14x90 (117'-7")
HSS8X4X5/16 (LSH) (115'-5 1/2")
MC-02
31'-7 1/4"
19
HSS16X8X5/16 (117'-7")
2'-0"
HSS16X8X5/16 (117'-7")
W14x90 (117'-7")
HSS16X8X5/16 (117'-7")
18
18.7
HSS6X6X1/4
(118'-0")
HSS6X6X1/4
(118'-0")
12'-1 1/2"
14'-0"
MC-02
12'-7 5/8"
HSS12X8X5/16
(117'-11 1/2")
HSS8X8X1/4
(118'-0")
20
17.9
12'-1 1/2"
11'-4 3/8"
HSS20X8X1/2 (118'-0")
8'-3"
S601
17.8
10'-0 3/8"
HSS12X8X5/16
(118'-0")
19
22
______
11
HSS16X8X5/8 (118'-0")
23'-7 7/8"
HSS16X8X5/8 (118'-0")
117'-11 1/2"
18
18.5
17
1'-2 5/8"
HSS6X4X1/4
(110'-4")
3'-0 15/16"
HSS8X4X1/4 (LSH) (118'-5")
HSS6X4X1/4
(110'-4")
HSS6X4X1/4
(110'-4")
15.2
24'-11 7/8"
17.6
S602
HSS8X4X3/8 (LSH) (110'-4")
6'-9 7/8"
17.5
14.8
______
9
1'-11 1/4"
17.3
HSS6X4X1/4
(110'-4")
HSS8X4X1/4 (LSH) (110'-4")
3'-4" 2'-8"
17.1
3'-4"
7'-8 3/4"
15.1
HSS8X4X1/4 (LSH) (110'-4")
HSS8X4X1/4 (LSH) (118'-5")
14.8
4 3/4"
3'-3 3/16"
5'-11 1/8"
14.7
8'-4 3/4"
4 11/16"
3'-5 7/8"
12.9
______
11
______
4
SIM.
3'-8"
3'-10"
8'-3"
10'-9 1/8"
10'-0"
24'-6 1/8"
L.2
4'-10"
N.8
P.2
20'-10 1/4"
11'-3 5/8"
S.1
3'-8"
U
18'-5 1/2"
U.3
V
GIRT FRAMING PLAN
SCALE: 1/8" = 1'-0"
engineering
3/4/2020 2:02:48 PM
Kirkpatrick Forest Curtis PC
Structural Engineering
06/30/21
OK CA #3888, EXP. 06/30/XX
525 Central Park Drive, Suite 202
Oklahoma City, OK 73105
Telephone: 405.528.4596
Fax:
405.528.4580
05/06/2020
JMS
5
A.3
A.5
A.6
A.8
A.9
D.2
D.8
F
G.8
H
L
L.2
N
P.2
P.8
T.5
U
U.3
V
204'-4 1/2"
10'-0"
8'-3"
12'-7 5/8"
5'-10 1/2"
16'-2 3/4"
9'-6"
11'-9 3/16"
17'-6 3/16"
21'-4"
29'-4 1/8"
3'-9 13/16"
______
8
9'-6"
19'-10"
18'-5 1/2"
3'-9 15/16"
2'-9 7/8"
3'-8"
SIM.
S603
W10x12 (120'-10 1/2")
4"
14'-0"
W10x12
W12x19 c=3/4"
[8]
5'-11 1/8"
3'-10"
1'-2 5/8"
______
3
S601
W1
10'-0 3/8"
[6]
______
9
______
4 S601
S601
______
10
20
4"
3" N.W. CONC. OVER 3",
20 GA. COMPOSITE DECK,
TYP., U.N.O.
R.D.
15.2
[23] R50
/ 4"
2x 16 c= 3
[10]
W10x12
14.8
HSS10X4X1/4 (125'-8")
19
4"
3"
HSS10X4X1/4
(125'-4 9/16")
HSS10X4X1/4
(SLOPED)
3'-10"
HSS10X4X1/4
7'-0"
5'-6"
18.7
(SLOPED)
97'-11 1/2"
PO
ST
/4
X1
X4
S4
HSS16X8X5/8(HI) (127'-4")
[4]
[4]
W10x12
2'-5 5/8"
3 1/4"
17'-1 1/4"
R10/15
W16x31(LO) (120'-10 7/8")
[12] R50
W16x26
W16x26
[12] R50
[12]
W10x12
S602
W21x50 c=3/4"
[10]
W10x12
______
13
______
8
S602
S601
20'-9 1/4"
c= 3/ 4"
______
10
4"
(SLOPED)
[12] R40
W10x12
[26] R50
[10]
TF45
[6]
W10x12
[16] R55
W 1 2x 16
[12] R50
W10x12
[6]
W10x12
W21x50 c=3/4"
W10x12
W21x50 c=3/4"
W10x12
20
W16x26
[6]
[8]
S601
W10x12
______
3
S601
[36] R75
W16x26
______
10
4"
W16x31
W10x12
3'-8"
HSS10X4X1/4
[6]
W10x12
U.3
SLOPE
[6]
W16x31
W18x35 c=1 1/2"
[84] R50
W30x90
[135] R50
ST
PO
X7
S7
[6]
LANDING POST OR
HANGER BY FABRICATOR
HSS18X6X5/16
(SLOPED)
[6]
SIM.
S601
W10x12
2'-9 7/8"
12'-1 1/2"
[6]
W10x12
U
S601
X-BRACE
(5/S401)
3'-3 1/4"
14'-0"
[6]
W10x12
______
9
2"
4"
[6]
W10x12
HS
[50] R60
[6] TF30
X3
/8
X3
X7
S7
W10x12
HS
W10x12
HSS12X8X5/16(HI)
HSS12x8x5/16(LO)
FRAMING
T.5
18
/4
W10x12
_____
2
17.9
X1
W10x12
[6]
W14x22
S601
S301 HI
W10x12
[6] TF15
______
11
W12x14
6'-11 1/2"
W14x22
HSS6x4x1/4 MC-04
(120'-7 1/2")
5'-7 3/4"
X4
W21x50 c=3/4"
6'-11 1/4"
/8
PO
ST
S601
W30x116
[86] R105/160
W40x149
W27x84
______
2
[84] R50
W27x84
[86] R105/160
W40x149
[61] R40
W30x116
[59] R40
TF18 [6]
6'-11 1/2"
(2/S401)
9'-8 1/2"
17.8
ST
4"
9'-8 5/8"
DIAG-BRACE
9'-11"
T.O. CONC.= 124'-0"
T.O. STEEL= 123'-6"
W14x22
[18] R45
W14x22
9'-8"
[25] R30
9'-7 3/4"
W16x26 c=1 1/2"
9'-8"
[25] R30
7'-4 11/16"
W16x26 c=1 1/2"
7'-4 11/16"
[24] R35/80
7'-3"
MC-05
W10x12
[26] R45/25
SC-06
SLOPE
R.D.
5'-7 7/8"
W21x44
[39] R80/110
W10x12
24'-11 7/8"
S4
X4
S4
HS
1'-2 7/8"
[18] R50
5'-8"
W10x12
S4
12'-1 1/2"
HS
/4
X1
/4
X1
X4
S4
HS
[18] R50
[34] R30/80
W18x35 c=1"
[17] R60
______
4
19
4 3/4"
F.V.
/4
X1
X4
X1
X4
S4
HS
[12] R15
W16x26 c=1"
W16x26 c=3/4"
[12] R25
[24] R30
W16x26 c=1 3/4"
W21x50 c=3/4"
5'-8 1/4"
SC-02
SC-04
W21x50 c=3/4"
S601
S601
9'-6"
SC-01
S601
15.2
PO
11'-4 3/8"
7'-3"
5 1/4"
S602
SC-01
4"
W10x12
______
7
14.8
HS
W14x22
X-BRACE
[6]
7'-11"
______
1
W21x44 c=1"
[6]
TF29
TF36 W14x22
7'-10 3/4"
W27x84
HSS12X8X5/16(HI)
______
9
3" NW Concrete
on 3" Composite
Metal Deck
[27] R30
W16x26 c=1 3/4"
[27] R30
LANDING POST OR
HANGER BY FABRICATOR
(4/S401)
[12] R25
W16x26 c=3/4"
[12] R25
W16x26 c=3/4"
W16x26 c=1 3/4"
S601
7'-10 3/4"
______
9
4 3/4"
9'-6"
W24x55 c=3/4"
7'-10 3/4"
______
1
S602
S602
[56] R75/70
______
9
18.5
EXIST. 3'-0"Ø
CONC. COLUMNS
TO REMAIN, TYP.
W27x84
[9,9]
7'-4 1/2"
______
3
S602
SIM.
W10x12
[14] R130/65
SC-02
SIM.
[124] R40
W10x12
7'-4 1/4"
TF22 [6]
W14x22
7'-4 1/2"
W10x12
4"
W24x62
SC-03
______
1
S602
X-BRACE
(3/S401)
W10x12 c=3/4"
W10x12 c=3/4"
14.5
14.7
R.D.
3 1/4"
MC-10
MC-05
W10x12
W14x22 c=3/4" (120'-2 1/2")
EXIST. HSS8X6X1/4 (LSH)
(113'-3")
W16x31
(120'-10 7/8")
EXIST. HSS8X6X1/4 (LSH) (113'-3")
W10x12
HS
EXIST. HSS8X6X1/4 (LSH) (113'-3")
EXIST. HSS8X6X1/4 (LSH)
(117'-11")
[20] R40
EXIST. HSS8X6X1/4 (LSH) (113'-3")
W10x12
W16x26(HI)
EXIST. HSS8X6X1/4 (LSH)
(113'-3")
S601
MC-04
4"
EXISTING TRUSS
EXIST. HSS8X6X1/4 (LSH) (117'-11")
EXIST. W12x14 (115'-5")
11
S602
W10x12
(120'-11 15/16")
/4
5 1/4"
F.V.
[9,9]
W10x12
[10] R15
TF16
W14x22
W10x12
[12]
ST
EXIST. HSS8X6X1/4 (LSH) (117'-11")
EXIST. W12x14 (115'-5")
[14] R44/27
X-BRACE
(1/S401)
23'-7 7/8"
PO
HS
S4
18
EXIST. HSS8X6X1/4 (LSH) (117'-11")
EXIST. W12x14 (115'-5")
W24x55
[14] R25
W16x26
X4
X1
/4
S602
______
3
W14x22
HSS10X4X1/4
(120'-10 1/2")
______
7
EXISTING TRUSS
R90/20
W24x68
S602
EXIST. HSS8X6X1/4 (LSH)
(117'-11")
1 1/2", 20 GA.
WIDE RIB ROOF
DECK
______
______
8
S603
4"
HSS10X4X1/4
(120'-10 1/2")
HSS10X4X1/4
(120'-10 1/2")
S602
S602
W10x12 (120'-10 1/2")
______
11
TYP.
______
2
3 1/4"
3'-8"
W24x68
9'-5 3/4"
9'-6"
______
8
W14x22
[8] R15
______
6
S601
1'-11 1/4"
6'-9 7/8"
101'-4 3/8"
17.6
SIM.
______
3
[4]
R.D.
S601
17.5
4"
4"
F.V.
[10] R25
W12x14
W10x12 (120'-10 1/2")
3'-4"
6 1/4"
2'-8"
17.3
MC-09
W14x22
3"
W16x26(HI)
S601
MC-04
17.1
S603
MC-08
(120'-10 1/2")
[4]
17
HSS10X4X1/4
MC-08
SIM.
[10] R25
W10x12 (120'-10 1/2")
3 1/4"
[10] R20
W10x12 (120'-10 1/2")
W10x12
16
______
5
S602
HSS16X8X5/8 (127'-4")
15.1
3'-9 3/16"
3'-0 15/16"
10 5/8"
9'-3 1/8"
14.7
W10x12 (120'-10 1/2")
W12x19(LO) (120'-10 1/2")
1 1/2", 20 GA.
WIDE RIB ROOF
DECK
W10x12
(120'-10 1/2")
W10x12 (120'-10 1/2")
W14x22
[10] R20/40
R.D.
MC-04
5'-10"
6 1/4"
W10x12 (120'-10 1/2")
W12x19 (120'-10 1/2")
15'-11 5/8"
3'-0 1/8"
13.9
W18x35(HI)
S602
______
8
[10]
______
5
MC-07
HSS10X4X1/4
Hi
(120'-10 1/2")
MC-06
Low
W10x12(LO) (120'-10 1/2")
______
7
W12x19
EXISTING TRUSS
HSS10X4X1/4
(120'-10 1/2")
HSS10X4X1/4
(120'-10 1/2")
12.9
14.2
PROVIDE MINIMUM 8 KIPS
SHORE AT TIP OF ALL BALCONY
TRUSS PRIOR TO BEGINNING
DEMOLITION. BALCONY SHALL
REMAIN UNLOADED DURING
DURATION OF CONSTRUCTION.
S602 SIM.
S602
EXISTING TRUSS
W14x22(HI)
______
3
______
4
[9] R35
3'-5 7/8"
S601
AT
DOOR
[84] R50
______
11
______
1
S601
2'-7 1/8"
22
31'-7 1/4"
4'-10"
9'-8"
14'-9 3/8"
28'-11 3/4"
9'-11"
14'-7 1/8"
4'-10"
20'-10 1/4"
11'-3 5/8"
3'-8"
18'-5 1/2"
1 1/2", 20 GA. WIDE
RIB ROOF DECK
22
5'-7 3/4"
HSS10X4X1/4
(126'-1 13/16")
17.9
3"
21
2'-7 1/8"
21
A.8
D.8
D.9
F.5
G.8
2.
PRIOR TO INSTALLATION OF ARCHITECTURAL FINISHES ALL DIMENSIONS SHALL BE FIELD VERIFIED WITH COMPLETED STRUCTURE.
3.
FRAMING MATERIALS SHALL COMPLY WITH REQUIREMENTS OF ARCHITECTURAL DRAWINGS, GENERAL NOTES AND TYPICAL
STRUCTURAL DETAILS.
BEAM CAMBER
4.
TOP OF STEEL ELEVATIONS VARY. REFER PLAN FOR TOP OF STEEL ELEVATIONS (T.O.S.). WHERE ELEVATIONS ARE NOT NOTED ON
PLAN D.B.E/T.O.S.= 123’-6”. ALL ELEVATIONS ARE BASED ON REFERENCE FINISH FLOOR ELEVATION OF 100’-0”.
VERTICAL BENDING
MOMENT (KIP-FT)
5.
C = XX” INDICATES AMOUNT OF UPWARD CAMBER, WHERE XX IS THE AMOUNT IN INCHES. WHERE NO CAMBER IS SPECIFIED, BEAMS
SHALL BE FABRICATED SUCH THAT THE MILL CAMBER IS DIRECTED UPWARD.
6.
TYPICAL FLOOR DECK SHALL BE 3” N.W. CONCRETE OVER 3” COMPOSITE DECK REINFORCED WITH 6x6-W2.1xW2.1 WELDED WIRE
FABRIC. WELDED WIRE FABRIC SHALL BE PLACED 1½” CLEAR FROM THE TOP OF SLAB USING CHAIRS OR SLAB BOLSTERS COMPLYING
WITH CRSI’S “MANUAL OF STANDARD PRACTICE”. REFER GENERAL NOTES FOR DECKING ATTACHMENT.
7.
PROVIDE DECK CLOSERS AT ALL DECK EDGE CONDITIONS PRIOR TO CONCRETE PLACEMENT.
8.
SLABS-ON-DECK SHALL BE WATER CURED FOR A MINIMUM OF 7 DAYS BY PONDING, SPRAYING, SPRINKLING OR BY USE OF SATURATED
COVERINGS. THE USE OF CURING COMPOUNDS FOR SLABS-ON-DECK IS PROHIBITED.
9.
ALL DECKING SHALL BE PLACED PERPENDICULAR TO SUPPORTING MEMBERS AND SHALL HAVE A MINIMUM OF 3 SPANS UNLESS SHOWN
OTHERWISE ON STRUCTURAL DRAWINGS.
NUMBER OF
SHEAR STUDS
LEFT VERTICAL SHEAR
REACTION (KIPS)
RIGHT VERTICAL SHEAR
REACTION (KIPS)
NOTE:
REACTIONS ARE SAME ON
EACH END IF ONLY ONE
REACTION IS SHOWN.
M120
R19/31 TF20
TRANSFER FORCE OF AXIAL LOAD
THROUGH JOINT AND INTO
OPPOSING BEAM, BOTH TENSION
OR COMPRESSION (KIPS)
NOTE:
ALL FORCES SHOWN ARE
FACTORED UNLESS NOTED
OTHERWISE.
U
U.3
V
2
S301
18
ENLARGED SECOND FLOOR FRAMING
SCALE: 1/4" = 1'-0"
1
10. [10] INDICATES THE NUMBER OF ¾”x5” (FINAL IN PLACE LENGTH) SHEAR STUDS TO BE PLACED UNIFORMLY ACROSS THE TOPS OF
BEAMS OR UNIFORMLY ACROSS THE TOPS OF GIRDERS BETWEEN TRANSVERSELY SUPPORTED BEAMS. ALL STUDS FOR COMPOSITE
BEAMS SHALL BE AUTOMATICALLY END-WELDED.
11. COORDINATE LOCATIONS AND SIZES OF SLAB PENETRATIONS WITH MECHANICAL AND ELECTRICAL DRAWINGS. SLAB PENETRATIONS
GREATER THAN 6 INCHES REQUIRE ANGLE SUPPORT FRAMES. REFER TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
12. UNLESS NOTED OTHERWISE, THE DECK SYSTEM (INCLUDING EDGES OF FLOOR OPENINGS) SHALL BE BOUNDED BY CONTINUOUS STEEL
ANGLES OR BENT PLATES. REFER DETAILS FOR INFORMATION.
13. REFER MECHANICAL FOR FLOOR DRAIN (F.D.) INFORMATION.
14. REFER SHEET S104 FOR BASE PLATE INFORMATION.
15. REFER SHEET S104 FOR TYPICAL STEEL DETAILS.
16. REFER SHEET S105 FOR TYPICAL STEEL JOIST DETAILS.
3/31/2020 5:10:32 PM
S.1
TH
ALL DIMENSIONS SHALL BE VERIFIED WITH ARCH BY CONTRACTOR.
P.2
R
TOP OF STEEL
ELEVATION
[23]
TH
(110'-0")
C=1.25"
SCALE: 1/8" = 1'-0"
1.
INDICATES MOMENT
CONNECTION
W18x40
R
BEAM SIZE
S301
SECOND FLOOR FRAMING
N.8
O
O
FRAMING LEGEND:
1
L.8
N
N
SECOND FLOOR FRAMING PLAN NOTES:
L.2
1'-2 5/8"
173'-5 7/8"
engineering
Kirkpatrick Forest Curtis PC
Structural Engineering
06/30/21
OK CA #3888, EXP. 06/30/XX
525 Central Park Drive, Suite 202
Oklahoma City, OK 73105
Telephone: 405.528.4596
Fax:
405.528.4580
05/06/2020
JMS
6
A.5
A.6
A.9
D.2
D.8
F
G.8
H
L
L.2
N
P.2
P.8
S.1
U
172'-3"
8'-3"
18'-6 1/8"
16'-2 3/4"
9'-6"
29'-3 3/8"
21'-4"
29'-4 1/8"
3'-9 13/16"
9'-6"
11'-4 1/4"
11'-3 5/8"
3'-9 15/16"
DECK BEARING
ELEV.= 140'-7 5/8"
______
5
S603
3'-5 7/8"
DECK BEARING
W12x14(HI)
8"
F.V.
______
7
S603
W18x40
R30/15
W18x35 c=1/2"
W14x22
R40
R30
R15
W12x19
12K1
11'-3 5/8"
LANDING HANGER
BY FABRICATOR
W10x12
HS
X6
W14x22
16K2
16K2
R15
W14x22
(2/S401)
DIAG-BRACE
22K5
22K5
22K5
22K5
22K5
22K5
22K4
22K4
22K4
22K5
22K5
22K5
22K4
22K4
22K4
22K4
22K4
22K4
22K4
26K6
26K6
26K6
26K6
26K6
ST
(1/S401)
PO
26K6
/8
R18
X-BRACE
X5
ST
S603
RTU 2-3
3500LBS
_____
9
LANDING HANGER
BY FABRICATOR
18
______
2
S6
PO
W12x26
/8
20K4
X5
22K4
X6
S603
S603
3 EQUAL SPACES =
RTU 1-3
3500LBS
RTU 2-2
3500LBS
SIM.
24'-11 7/8"
W18x40 c=1/2"
12K1
16K2
16K2
16K2
4 EQUAL SPACES = 20'-10 1/4"
______
10
21'-11 7/8"
KICKER AT JOIST
NEAREST MIDPSAN,
REFER TYP. DETAILS
HSS8X6X3/8(LSH)
(143'-4")
RTU 1-4
1200LBS
5'-11"
15.2
4"
HSS8X6X3/8(LSH)
(143'-4")
5'-11"
R15
9'-9 1/8"
X-BRACE
(3/S401)
TF10
2.5K1
2.5K1
S603
RTU 2-4
1150LBS
W10x12
SLOPE
R30
2.5K1
R25
SIM.
S603
W14x22
2.5K1
2.5K1
W18x35 c=1/2"
SIM.
______
8
S603
W14x22
R15
______
4
11 1/4"
F.V.
30K11
R15/90
W30x108
W12x14
R20/50
______
8
W12x14
S603
W24x55
28K6
28K6
______
8
28K6
R20/50
W24x55
RTU 1-2
1650LBS
14.7
EXIST. HSS8X6X1/4 (LSH)
(126'-11")
W10x12
TYP. AT
SKYLIGHT
4 3/4"
12K1
12K1
______
6
W14x22
8"
F.V.
10K1
S603
5'-4"
EXIST. W12x14
(133'-2 1/2")
EXIST. HSS8X6X1/4 (LSH)
(126'-11") W14x22
22K4
S6
R20
HSS10X8X5/8(LSV)
(143'-4")
20K4
5'-4"
S603
EXIST. HSS8X6X1/4 (LSH)
(126'-11")
W12x14
W12x14
S603
W12x14
14K1
14K1
14K1
14K1
EXIST. W12x14
(133'-2 1/2")
EXIST. W12x14
(133'-2 1/2")
= 12'-7 5/8"
W16x26
5'-4"
R15
______
8
W16x26 c=1"
3 EQUAL SPACES
S603
R25
HSS10X8X5/8(LSV)
1 1/2", 20 GA.
WIDE RIB ROOF DECK
______
1
S603
R15
HSS8X4X1/4(LSH)
(143'-4")
______
7
______
2
S603
4"
S603
W14x22
R25
HSS10X8X5/8
(143'-4")
(143'-4")
______
10
W21x44
(5/S401)
18.7
19
4"
HS
R25
HSS10X8X5/8(LSV)
(143'-4")
R.D.
HSS6X4X1/4(LSH) (143'-4")
X-BRACE
10'-0 3/8"
/8
X3
S7
X7
X3
X7
S7
HS
R30
HSS10X8X5/8(LSV)
(143'-4")
W21x44
W10x12 TF6
ST
PO
ST
/8
PO
ST
PO
/8
X3
X7
W10x12 TF7
11'-4 3/8"
S7
HS
W21x48
ST
4"
W24x62
W10x12
PO
DECK BEARING
ELEV.=137'-10 1/8"
R.D.
/8
S603
R.D.
X3
______
2
R.D.
WT5X6
X7
S603
WT5X6
S603
S7
______
7
_____
9
WT5X6
HS
HSS6X4X1/4(LSH)
(143'-4")
X-BRACE
(4/S401)
4"
WT5X6
HSS6X4X1/4(LSH)
(143'-4")
W10x12
18.5
4"
5'-4"
R15/90
W30x108
KICKER AT JOIST
NEAREST MIDSPAN,
REFER TYP. DETAILS
W10x12
14K1
30K11
RTU 1-1
1650LBS
TF11
5'-4"
2.5K1
5 1/4"
F.V.
W16x31
TF7
W10x12
5'-4"
12K1
12K1
W14x22
14K1
R30/15
W18x35
5'-4"
R15
R15/25
10K1
HSS8X6X3/8 (143'-4")
5'-4"
ST
W14x26(HI)
HSS8X6X3/8(LSH)
(143'-4")
10K1
W12x16(LO)
5'-4"
PO
W10x12
= 11'-9 3/16"
5'-4"
/8
6"
5'-4"
______
5
X5
1'-11 1/4"
S603
5 EQUAL SPACES = 25'-8 3/4"
23'-7 7/8"
5'-4"
EXIST. W12x14
EXIST. W12x14
(133'-2 1/2")
______
(133'-2 1/2")
S603 TYP. AT
EXIST. HSS8X6X1/4 (LSH)
EXIST.
HSS8X6X1/4
(LSH)
SKYLIGHT
(126'-11")
(126'-11")
W14x22
______
4
RTU 2-1
1650LBS
KICKER AT BEAM
THIRD POINTS
R15/40
X6
6'-9 7/8"
2 EQUAL SPACES
6
W10x12
W10x12
______
2
19
S603
SIM.
4"
DECK BEARING
ELEV.=138'-11 5/16"
SIM.
12K1
ROLLED
W14x22
______
5
12K1
R.D.
HS
18
ELEV.= 137'-4 5/8"
S603
4"
F.V.
12K1
W10x12
DECK BEARING
R40/15
______
4
ROLLED
W21x44
S6
W10x12
89'-2 7/8"
12K1
S603
ROLLED
W21x44
4"
F.V.
W10x12
W10x12
______
4
12K1
HS
4 EQUAL SPACES = 19'-7 7/8"
W10x12
ST
W14x22 c=3/4"
PO
3'-4"
/8
10'-4 3/4"
X3
17.3
3"
X6
15.1
S6
9'-3 1/8"
HS
SLOPE
14.7
ST
W10x12
DECK BEARING
ELEV.=139'-11 3/16"
KICKER AT BEAM
THIRD POINTS
W14x30
= 9'-3 1/8"
PO
W10x12
MC-08
MC-08
4 EQUAL SPACES = 18'-11 3/4"
/8
S603
X3
S603
X6
______
10
S6
SIM.
W12x16
MC-12
2 EQUAL SPACES
W10x12
W12x14(LO)
W12x19(HI)
4 EQUAL SPACES = 18'-11 3/4"
W10x12
HS
18'-11 3/4"
MC-11
______
3
17.6
W10x12
HSS8X6X3/8(LSH) (143'-4")
13.9
17.5
W12x14(LO)
W10x12
W10x12
12.9
ELEV.= 138'-9 11/16"
4"
HSS6X4X1/4(LSH)
(143'-4")
S603
6 EQUAL SPACES = 31'-7 1/4"
8'-3"
12'-7 5/8"
5'-10 1/2"
6 EQUAL SPACES = 29'-3 3/8"
25'-8 3/4"
14'-6"
6 EQUAL SPACES = 28'-11 3/4"
14'-9 3/8"
6 EQUAL SPACES = 29'-4 1/8"
28'-11 3/4"
9'-11"
6 EQUAL SPACES = 20'-10 1/4"
19'-5 1/8"
9'-6"
11'-4 1/4"
11'-3 5/8"
172'-3"
FRAMING LEGEND:
[23]
M120
ROOF FRAMING PLAN NOTES:
1.
ALL DIMENSIONS SHALL BE VERIFIED WITH ARCH BY CONTRACTOR.
2.
PRIOR TO INSTALLATION OF ARCHITECTURAL FINISHES ALL DIMENSIONS SHALL BE FIELD VERIFIED WITH COMPLETED STRUCTURE.
3.
FRAMING MATERIALS SHALL COMPLY WITH REQUIREMENTS OF ARCHITECTURAL DRAWINGS, GENERAL NOTES AND TYPICAL
STRUCTURAL DETAILS.
4.
TOP OF STEEL ELEVATIONS, DECK BEARING, AND JOIST BEARING VARY. REFER PLAN FOR DECK BEARING ELEVATIONS (D.B.E.), JOIST
BEARING ELEVATIONS (J.B.E.) AND TOP OF STEEL (T.O.S.). ALL ELEVATIONS ARE BASED ON REFERENCE FINISH FLOOR ELEVATION OF
100’-0”.
5.
C = XX” INDICATES AMOUNT OF UPWARD CAMBER, WHERE XX IS THE AMOUNT IN INCHES.
6.
TYPICAL ROOF DECK SHALL BE 1 1/2” WIDE RIB, GALVANIZED ROOF DECK. REFER PLAN FOR ROOF DECK GAGE. REFER TO GENERAL
NOTES FOR FASTENER REQUIREMENTS.
7.
ALL DECKING SHALL BE PLACED PERPENDICULAR TO SUPPORTING MEMBERS AND SHALL HAVE A MINIMUM OF 3 SPANS UNLESS SHOWN
OTHERWISE ON STRUCTURAL DRAWINGS.
8.
COORDINATE LOCATIONS AND SIZES OF DECK PENETRATIONS WITH MECHANICAL AND ELECTRICAL DRAWINGS. ROOF PENETRATIONS
GREATER THAN 6 INCHES REQUIRE ANGLE SUPPORT FRAMES. REFER TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
9.
UNLESS NOTED OTHERWISE, THE DECK SYSTEM (INCLUDING EDGES OF ROOF OPENINGS) SHALL BE BOUNDED BY CONTINUOUS STEEL
ANGLES OR BENT PLATES. REFER DETAILS FOR INFORMATION.
R19/31 TF20
TOP OF STEEL
ELEVATION
TRANSFER FORCE OF AXIAL LOAD
THROUGH JOINT AND INTO
OPPOSING BEAM, BOTH TENSION
OR COMPRESSION (KIPS)
NUMBER OF
SHEAR STUDS
NOTE:
ALL FORCES SHOWN ARE
FACTORED UNLESS NOTED
OTHERWISE.
LEFT VERTICAL SHEAR
REACTION (KIPS)
RIGHT VERTICAL SHEAR
REACTION (KIPS)
NOTE:
REACTIONS ARE SAME ON
EACH END IF ONLY ONE
REACTION IS SHOWN.
D.8
F.5
G.8
TH
(110'-0")
C=1.25"
A.9
R
W18x40
A.8
O
INDICATES MOMENT
CONNECTION
A.6
N
VERTICAL BENDING
MOMENT (KIP-FT)
BEAM SIZE
A.5
BEAM CAMBER
L.2
1
S302
L.8
P.2
P.8
S.1
U
ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"
10. ALL ELEVATED EQUIPMENT SHALL BE SUPPORTED BY STEEL FRAMING. GENERAL CONTRACTOR SHALL COORDINATE WITH THE
MECHANICAL CONTRACTOR TO VERIFY ALL SUPPORT LOCATIONS SHOWN ON PLANS. REFER 4/S104 FOR TYPICAL MECHANICAL UNIT
SUPPORT FRAME DETAIL.
11. JOIST BRIDGING FOR GRAVITY AND UPLIFT FORCES BY JOIST MANUFACTURER ARE SCHEMATICALLY SHOWN. FINAL BRIDGING SHALL BE
DESIGNED BY THE JOIST MANUFACTURER. GENERAL CONTRACTOR SHALL COORDINATE THE PROVISION AND INSTALLATION OF ALL
BRIDGING WITH THE JOIST MANUFACTURER.
HORIZONTAL JOIST BRIDGING BY JOIST
MANUFACTURER
12. REFER MECHANICAL FOR ROOF DRAIN (R.D.) INFORMATION.
13. REFER SHEET S104 BASE PLATE INFORMATION.
3/4/2020 2:02:59 PM
DIAGONAL JOIST BRIDGING BY JOIST
MANUFACTURER
14. REFER SHEET S104 FOR TYPICAL STEEL DETAILS.
15. REFER SHEET S105 FOR TYPICAL STEEL JOIST DETAILS.
engineering
Kirkpatrick Forest Curtis PC
Structural Engineering
06/30/21
OK CA #3888, EXP. 06/30/XX
525 Central Park Drive, Suite 202
Oklahoma City, OK 73105
Telephone: 405.528.4596
Fax:
405.528.4580
05/06/2020
JMS
7
P.8
18.5
18
18
U
18.7
22'-7 7/8"
23'-7 7/8"
_____
9
24'-11 7/8"
BR-01
_____
9
W14x 22
W12x26
S401
_____
9
W18x40
BR-07
S401
BR-01
BR-03
S6
T)
1/
(C
K
25
OR
T)
HS
4
S6
X
5
6X
K
40
/1
(C
6
OR
T)
_____
7
_____
7
_____
7
S401
S401
11
0K
X5
/1
5K
(C
4
OR
HS
T)
15
HS
S
8
8X
X5
HSS6X6X5/16
HSS8X8X3/8
HSS8X8X3/8
6
/1
BR-02
BR-04
K
S6
(C
X6
X1
OR
/4
T)
BR-08
W24x62
S
HS
8X
8
/
X5
BR-10
HSS8X8X3/8
X8
1/
W16x31
HSS6X6X5/16
S8
1
S401
BR-05
W16x26
HS
HS
S6
X
X6
HSS8X8X3/8
X
X6
HS
/4
S
16
/4
S6
OR
X1
HS
X1
HS
(C
X6
4
/4
X8
K
1/
X1
S8
25
S6
X
X6
6
6X
HS
HS
BR-02
S401
O.H.
(C
6
OR
T)
_____
8
_____
8
/4
X1
T)
X8
OR
S8
(C
K
80
11
HS
T)
OR
0K
(C
T)
11
/4
OR
OR
T)
T)
_____
6
S401
S401
X1
6
(C
/1
K
X5
80
X8
(C
_____
6
_____
6
S8
0K
0K
HS
X8
OR
8
16
S8
X
S8
/
X5
11
HS
(C
8
16
S401
HS
S
HS
X8
/
X5
_____
8
S401
S401
S401
F.F. ELEV.=
F.F. ELEV.=
F.F. ELEV.=
100'-0"
100'-0"
100'-0"
BP-01
BP-02
BP-02
BP-01
ELEVATION ALONG GRID A.8
1
S401
S401
A.6
3
S401
SCALE: 1/4" = 1'-0"
S.1
A.8
BP-02
ELEVATION ALONG GRID S.1
2
SCALE: 1/4" = 1'-0"
BP-02
ELEVATION ALONG GRID 15.2
SCALE: 1/4" = 1'-0"
U
11'-3 5/8"
12'-7 5/8"
_____
9
GRID
b MIN.
b MIN.
_____
9
S401
S401
W10x12
PLUS
GAP
HSS DIAG.
W/ SLOTTED END
W10x12
b
BR-09
BR-09
/4
BR-09
b
S4
/4
HS
X1
T)
K
HSS6X6X5/8
b
MIN.
DETAIL
S401
SCALE: 1/2" = 1'-0"
S401
SCALE: 1/2" = 1'-0"
DETAIL
S401
SCALE: 1/2" = 1'-0"
X5
S5
HS
STEEL
BEAM/STRUT
REFER PLAN
WORK POINT
OR
(C
K
50
T)
T)
S401
S401
F.F. ELEV.=
F.F. ELEV.=
100'-0"
100'-0"
BP-03
MI
b
½" GUSSET PL MIN.
1"
REFER ELEV.
FOR SLOPE
N.
NOTE:
* WELD AND CONNECTION SIZED
FOR AXIAL FORCES SHOWN.
BP-03
*
b
T)
/4
X1
X5
S5
HS
T)
7
8
] TYP.
/4
OR
X1
OR
(C
DETAIL
X1
/4
X1
X5
S5
HS
/4
X1
1/4
PLUS
GAP
6
b
MIN.
X5
(C
K
b MIN.
b MIN.
WORKING
POINT
*
S5
/4
OR
50
PLUS
GAP
HS
K
X1
(C
_____
6
50
X5
X5
b MIN.
b MIN.
HSS DIAG. W/
SLOTTED END
1/2" x 4" CONNECTION
PLATE EACH SIDE
CENTERED ON GRIDLINE
HSS
COLUMN
S5
K
S5
*
*
REFER ELEV.
FOR SLOPE
S401
HS
50
HS
3"± NON-SHRINK
GROUT
N.
GRID
S401
BP-03
FINISHED
FLOOR
MI
10"
/4
BR-11
_____
8
_____
8
_____
6
*
*
b
4
HS
S4
T ) 30 K
X4
(C
X1
OR
/4
(C HSS12X8X5/16 OR
K
T)
30
4
S4 X
½" GUSSET PL
MIN.
1"
b
/4
X1
15
OR
S4
HS
(C
(C
K
15
HSS6X6X5/16
HSS6X6X5/16
T)
OR
X4
/4
X1
X4
S4
HS
HSS6X6X5/8
BR-11
BR-11
HS
X 1/
S4 X
BR-11
sim
NOTE:
* WELD AND CONNECTION
SIZED FOR AXIAL FORCES
SHOWN.
HSS BRACE REFER
ELEVATIONS
S
BR-11
HS
4
STRUT
HS
HSS12X8X5/16
b
T)
/4
BR-11
sim
/
4X1
10"
LC
X1
WORK POINT
T)
OR
X4
/4
(C
S4
OR
K
HS
(C
30K
OR
T)30
X1
(C
4
K
/4
1/
X4
X1
T)
HS
4X
S4X
4
15
X4
OR
HSS
SLOTTED HSS BRACING
DIAGONAL REFER ELEVATIONS
HSS12X8X5/16
BR-11
sim
STEEL
COLUMN
FAR SIDE GUSSET PL CAN
BE FIELD WELDED AT
CONTRACTOR'S OPTION
1/4
1/4
b
MIN.
X4
S4
HS
S4
S4
(C
BR-11
sim
½" GUSSET PL MIN.
ERECTION BOLT
BASE PLATE
S401
4
*
*
HSS COLUMN
REFER SCHED.
_____
7
HSS12X8X5/16
1/
X4X
REFER ELEV.
FOR SLOPE
WORK POINT
NOTE:
WELD AND CONNECTION
SIZED
FOR AXIAL FORCES
SHOWN.
HS
HS
K
S401
N.
½" GUSSET PL
MIN.
GRID
15
_____
7
MI
X4
X1
BR-09
*
*
BP-03
b MIN.
b MIN.
HSS DIAG.
W/ SLOTTED
END
engineering
4
3/4/2020 2:03:01 PM
S401
ELEVATION ALONG GRID 18.5
SCALE: 1/4" = 1'-0"
5
S401
ELEVATION ALONG GRID 18.7
SCALE: 1/4" = 1'-0"
9
DETAIL
S401
SCALE: 1/2" = 1'-0"
Kirkpatrick Forest Curtis PC
Structural Engineering
06/30/21
OK CA #3888, EXP. 06/30/XX
525 Central Park Drive, Suite 202
Oklahoma City, OK 73105
Telephone: 405.528.4596
Fax:
405.528.4580
05/06/2020
JMS
8
PROJECT NAME
PAGES
1/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐01_W40x149_160k.dsn
CHECKED BY
DESCRIPTION
SC‐01 W40x149 w/ 160k
Front View
HSS12X8X5/8 ‐ A500‐B‐46
W40X149 ‐ A992
End Gap = 1/2"
PL3/8X4X30 ‐ A36
10@3" ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
3‐1/4"
1/4
30"
E70XX:
All Welds UNO
2"
05/06/2020
JMS
9
PROJECT NAME
PAGES
2/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐01_W40x149_160k.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS12X8X5/8
Material: A500‐B‐46
Member: Right Side Beam
Section: W40X149
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS12X8X5/8 ‐ A500‐B‐46
Right Side Beam: W40X149 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W40X149 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 30 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS h/t = 17.654 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 33.698 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.63﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾10﴿ ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 160 kips
Axial Load ﴾H﴿ = 0 kips
SC‐01 W40x149 w/ 160k
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾160² + 0²﴿^0.5
= 160 kips
Theta = Atan﴾V / H﴿ = Atan﴾160 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.1875﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.1875﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 30 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 9.7432 * 17.8923
= 174.3298 ≥ 160 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 38.2 * 0.63 = 24.066 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 24.066 * 1
= 721.98 kips
Φ Rn = 0.9 * 721.98 = 649.782 kips
= 649.782 ≥ 160 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾38.2 ‐ 10 * ﴾0.8125 + 0.0625﴿﴿ * 0.63
= 18.5535 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 18.5535
= 723.5865 kips
05/06/2020
JMS
10
PROJECT NAME
PAGES
3/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐01_W40x149_160k.dsn
CHECKED BY
DESCRIPTION
SC‐01 W40x149 w/ 160k
Φ Rn = 0.75 * 723.5865 = 542.6898 kips
= 542.6898 ≥ 160 kips ﴾OK﴿
2.c.3. Design Shear Strength of the Plate:
2.c.4. Design Shear Yield Strength:
A = dw * tw = 30 * 0.375 = 11.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 11.25 * 1
= 243 kips
Φ Rn = 1.0 * 243 = 243 kips
ΦVn = 243 ≥ 160 kips ﴾OK﴿
2.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾30 ‐ 10 * 0.875﴿ * 0.375 = 7.9687 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 7.9687 * 0.75 * 0.6 * 58
= 207.9843 ≥ 160 kips ﴾OK﴿
2.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾30 ‐ 1.5﴿ * 0.375 = 10.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 10.6875 ‐ ﴾10 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 7.5703 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 7.5703 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 10.6875 + 1 * 58 *
0.5507﴿﴿
= 197.0964 ≥ 160 kips ﴾OK﴿
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾10 ‐ 1﴿﴿ * 0.375 * 1 * 0.9743
= 278.3383 ≥ 160 kips ﴾OK﴿
2.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 10 * 0.63 * 0.9743
= 538.6318 ≥ 160 kips ﴾OK﴿
2.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0333
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.581 / ﴾0.707 * 70﴿
= 0.6809 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 30
= 293.2228 ≥ 160 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
05/06/2020
JMS
11
PROJECT NAME
PAGES
1/4
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐02_W16x31_75k.dsn
CHECKED BY
DESCRIPTION
SC‐02 W16x31 75k
Front View
W24X62 ‐ A992
3‐1/2"
1‐1/2"
3"
W16X31 ‐ A992
End Gap = 1/2"
2"
PL3/8X4X13 ‐ A36
5@2‐3/4" ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
13"
1/4
E70XX:
All Welds UNO
05/06/2020
JMS
12
PROJECT NAME
PAGES
2/4
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐02_W16x31_75k.dsn
CHECKED BY
DESCRIPTION
SC‐02 W16x31 75k
BASIC DETAILS OVERVIEW
Theta = Atan﴾V / H﴿ = Atan﴾75 / 0﴿ = 90 degrees
Joint Configuration: Beam to Girder
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 2.75 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Member: Girder
Section: W24X62
Material: A992
Member: Right Side Beam
Section: W16X31
Material: A992
DETAILED CALCULATION REPORT
Beam Connection to Girder
Girder: W24X62 ‐ A992
Right Side Beam: W16X31 ‐ A992
Moment: 0 k‐ft.
Shear: 75 kips
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
1. RIGHT SIDE BEAM ‐ W16X31 SHEAR CONNECTION
1.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 13 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.275﴿ in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.125﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.125﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 13 ≥ T / 2 ﴾OK﴿
1.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 4.741 * 17.8923
= 84.8279 ≥ 75 kips ﴾OK﴿
1.c. Design Shear Strength of the Beam:
1.c.1. Block Shear:
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾5﴿ ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 75 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾75² + 0²﴿^0.5
= 75 kips
Net Length with Tension resistance ﴾Lnt﴿
= lh ‐ 0.25 ‐ ﴾dh + 0.0625﴿ / 2 = 1.25 ‐ 0.875 / 2 = 0.8125 in.
Gross Length with Tension resistance ﴾Lgt﴿ = lh ‐ 0.25 = 1.25 in.
Net Length with Shear resistance ﴾Lnv﴿
= ﴾﴾n ‐ 1﴿ * ﴾s ‐ ﴾dv + 0.0625﴿﴿ + Lv ‐ DT ‐ ﴾dv + 0.0625﴿ / 2﴿
= ﴾﴾5 ‐ 1﴿ * ﴾2.75 ‐ 0.875﴿ + 3 ‐ 1.5 ‐ 0.875 / 2﴿
= 8.5625 in.
Gross Length with Shear resistance ﴾Lgv﴿
= ﴾n ‐ 1﴿ * s + Lv ‐ DT
= ﴾5 ‐ 1﴿ * 2.75 + 3 ‐ 1.5 = 12.5 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 8.5625 + 1 * 65 * 0.8125﴿; ﴾0.6 * 50 * 12.5 + 1 * 65 * 0.8125﴿﴿ *
0.275
= 79.7671 ≥ 75 kips ﴾OK﴿
05/06/2020
JMS
13
PROJECT NAME
PAGES
3/4
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐02_W16x31_75k.dsn
CHECKED BY
DESCRIPTION
1.c.2. Design Shear Yield Strength:
A = dw * tw = 14.4 * 0.275 = 3.96 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.96 * 1
= 118.8 kips
Φ Rn = 1.0 * 118.8 = 118.8 kips
= 118.8 ≥ 75 kips ﴾OK﴿
1.c.3. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾14.4 ‐ 5 * ﴾0.8125 + 0.0625﴿﴿ * 0.275
= 2.7568 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.7568
= 107.5181 kips
Φ Rn = 0.75 * 107.5181 = 80.6385 kips
= 80.6385 ≥ 75 kips ﴾OK﴿
1.c.4. Coped Beam Web Strength:
Top Cope Length = 3.5 in.
Top Cope Depth = 1.5 in.
Bottom Cope Length = 0 in.
Bottom Cope Depth = 0 in.
c = 3.5 in.
e = 4 in.
h0 = 14.4 in.
d = 15.9 in.
c / h0 ≤ 1, k = 2.2 * ﴾h0 / c﴿^1.65
= 2.2 * ﴾14.4 / 3.5﴿^1.65 = 22.699
c / d ≤ 1, f = 2 * c / d
= 2 * 3.5 / 15.9 = 0.4402
Φ Fbc = 0.9 * Min﴾0.904 * E * f * k * ﴾tw / h0﴿², Fy﴿
= 0.9 * Min﴾0.904 * 29000 * 0.4402 * 22.699 * ﴾0.275 / 14.4﴿²﴿ ,50﴿
= 45 ksi
Buckling Strength = Φ Fbc * Snet / e
= 45 * 14.2829 / 4
= 160.6835 ≥ 75 kips ﴾OK﴿
Local Web Flexural Yielding, Φ Mn/e:
= 0.9 * Fy * Snet / e = 0.9 * 50 * 14.2829 / 4
= 160.6835 ≥ 75 kips ﴾OK﴿
Local Web Flexural Rupture Φ Mn / e:
= 0.75 * Fu * Snet / e = 0.75 * 65 * 14.2829 / 4
= 174.0738 ≥ 75 kips ﴾OK﴿
Web reinforcement not required for flexural strength.
SC‐02 W16x31 75k
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.875 * 1
= 105.3 kips
Φ Rn = 1.0 * 105.3 = 105.3 kips
ΦVn = 105.3 ≥ 75 kips ﴾OK﴿
1.c.7. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾13 ‐ 5 * 0.875﴿ * 0.375 = 3.2343 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.2343 * 0.75 * 0.6 * 58
= 84.4171 ≥ 75 kips ﴾OK﴿
1.c.8. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾13 ‐ 1﴿ * 0.375 = 4.5 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 4.5 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 3.0234 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.0234 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 4.5 + 1 * 58 * 0.5507﴿﴿
= 96.8589 ≥ 75 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.9375 * 58 = 101.1375 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾30.9937 + 78.3 * ﴾5 ‐ 1﴿﴿ * 0.375 * 1 * 0.9482
= 122.3871 ≥ 75 kips ﴾OK﴿
1.c.5. Design Shear Strength of the Plate:
1.c.6. Design Shear Yield Strength:
A = dw * tw = 13 * 0.375 = 4.875 in²
05/06/2020
JMS
14
PROJECT NAME
PAGES
4/4
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐02_W16x31_75k.dsn
CHECKED BY
DESCRIPTION
SC‐02 W16x31 75k
1.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.9375 * 65 = 113.3437 kips/in.
Use: Fbs = 87.75 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * ef
= 1 * ﴾63.9843 + 87.75 * ﴾5 ‐ 1﴿﴿ * 0.275 * 0.9482
= 108.2096 ≥ 75 kips ﴾OK﴿
1.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a=0
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.43 / ﴾0.707 * 70﴿
= 0.5647 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 13
= 127.0632 ≥ 75 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
15
PROJECT NAME
PAGES
1/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐03_W14x22_45k‐G.dsn
CHECKED BY
DESCRIPTION
SC‐03 W14x22 45k
Front View
W24X62 ‐ A992
W14X22 ‐ A992
End Gap = 1/2"
3"
PL3/8X4X10‐1/4 ‐ A36
4@2‐3/4" ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
10‐1/4"
2"
1/4
E70XX:
All Welds UNO
05/06/2020
JMS
16
PROJECT NAME
PAGES
2/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐03_W14x22_45k‐G.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
SC‐03 W14x22 45k
= 45 kips
Theta = Atan﴾V / H﴿ = Atan﴾45 / 0﴿ = 90 degrees
Joint Configuration: Beam to Column Flange
Member: Column
Section: W24X62
Material: A992
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
Beam Connection to Column Flange
Column: W24X62 ‐ A992
Right Side Beam: W14X22 ‐ A992
Moment: 0 k‐ft.
Shear: 45 kips
Axial Force ﴾Hc﴿: 0 kips
Axial Force ﴾Ht﴿: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
1. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
1.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 10.25 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 45 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾45² + 0²﴿^0.5
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 2.75 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.125﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.125﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 10.25 ≥ T / 2 ﴾OK﴿
1.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7202 * 17.8923
= 66.5645 ≥ 45 kips ﴾OK﴿
1.c. Design Shear Strength of the Beam:
1.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 45 kips ﴾OK﴿
1.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.346 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.346
= 91.494 kips
Φ Rn = 0.75 * 91.494 = 68.6205 kips
= 68.6205 ≥ 45 kips ﴾OK﴿
1.c.3. Design Shear Strength of the Plate:
05/06/2020
JMS
17
PROJECT NAME
PAGES
3/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐03_W14x22_45k‐G.dsn
CHECKED BY
DESCRIPTION
SC‐03 W14x22 45k
1.c.4. Design Shear Yield Strength:
A = dw * tw = 10.25 * 0.375 = 3.8437 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.8437 * 1
= 83.025 kips
Φ Rn = 1.0 * 83.025 = 83.025 kips
ΦVn = 83.025 ≥ 45 kips ﴾OK﴿
1.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾10.25 ‐ 4 * 0.875﴿ * 0.375 = 2.5312 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.5312 * 0.75 * 0.6 * 58
= 66.0656 ≥ 45 kips ﴾OK﴿
1.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾10.25 ‐ 1﴿ * 0.375 = 3.4687 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.4687 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.3203 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.3203 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 3.4687 + 1 * 58 *
0.5507﴿﴿
= 80.1527 ≥ 45 kips ﴾OK﴿
= 1 * ﴾30.9937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.93
= 92.7374 ≥ 45 kips ﴾OK﴿
1.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.9375 * 65 = 113.3437 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 4 * 0.23 * 0.93
= 75.0845 ≥ 45 kips ﴾OK﴿
1.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0975
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.59 / ﴾0.707 * 70﴿
= 0.7749 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 10.25
= 100.1844 ≥ 45 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.9375 * 58 = 101.1375 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
05/06/2020
JMS
18
PROJECT NAME
PAGES
1/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐04_W14x22_45k‐C.dsn
CHECKED BY
DESCRIPTION
SC‐05 W14x22 45k ‐ C
Front View
HSS8X8X1/2 ‐ A500‐B‐46
PL3/8X4X10‐1/4 ‐ A36
4@2‐3/4" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W14X22 ‐ A992
End Gap = 1/2"
3"
10‐1/4"
1/4
E70XX:
All Welds UNO
2"
05/06/2020
JMS
19
PROJECT NAME
PAGES
2/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐04_W14x22_45k‐C.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS8X8X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS8X8X1/2 ‐ A500‐B‐46
Right Side Beam: W14X22 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 10.25 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 14.2043 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 45 kips
Axial Load ﴾H﴿ = 0 kips
SC‐05 W14x22 45k ‐ C
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾45² + 0²﴿^0.5
= 45 kips
Theta = Atan﴾V / H﴿ = Atan﴾45 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 2.75 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 10.25 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7202 * 17.8923
= 66.5645 ≥ 45 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 45 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.346 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.346
= 91.494 kips
05/06/2020
JMS
20
PROJECT NAME
PAGES
3/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/24/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐04_W14x22_45k‐C.dsn
CHECKED BY
DESCRIPTION
SC‐05 W14x22 45k ‐ C
Φ Rn = 0.75 * 91.494 = 68.6205 kips
= 68.6205 ≥ 45 kips ﴾OK﴿
2.c.3. Design Shear Strength of the Plate:
2.c.4. Design Shear Yield Strength:
A = dw * tw = 10.25 * 0.375 = 3.8437 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.8437 * 1
= 83.025 kips
Φ Rn = 1.0 * 83.025 = 83.025 kips
ΦVn = 83.025 ≥ 45 kips ﴾OK﴿
2.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾10.25 ‐ 4 * 0.875﴿ * 0.375 = 2.5312 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.5312 * 0.75 * 0.6 * 58
= 66.0656 ≥ 45 kips ﴾OK﴿
2.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾10.25 ‐ 1﴿ * 0.375 = 3.4687 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.4687 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.3203 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.3203 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.4687 + 1 * 58 *
0.5859﴿﴿
= 81.682 ≥ 45 kips ﴾OK﴿
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.9375 * 58 = 101.1375 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾30.9937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.93
= 92.7374 ≥ 45 kips ﴾OK﴿
2.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.9375 * 65 = 113.3437 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 4 * 0.23 * 0.93
= 75.0845 ≥ 45 kips ﴾OK﴿
2.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0975
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 10.25
= 100.1844 ≥ 45 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
05/06/2020
JMS
21
PROJECT NAME
PAGES
1/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/27/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐06_W21‐110k.dsn
CHECKED BY
DESCRIPTION
SC‐06
Front View
HSS8X8X3/8 ‐ A500‐B‐46
W21X44 ‐ A992
End Gap = 1/2"
E70XX:
All Welds UNO
1/4
2‐1/8"
PL3/8X4X18‐1/2 ‐ A36
7@2‐3/4" ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
18‐1/2"
2"
05/06/2020
JMS
22
PROJECT NAME
PAGES
2/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/27/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐06_W21‐110k.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS8X8X3/8
Material: A500‐B‐46
Member: Left Side Beam
Section: W21X44
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS8X8X3/8 ‐ A500‐B‐46
Left Side Beam: W21X44 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
LEFT SIDE BEAM
2. LEFT SIDE BEAM ‐ W21X44 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 18.5 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.35﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾7﴿ ﴾0.75 ‐ A325 ‐ N ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 110 kips
Axial Load ﴾H﴿ = 0 kips
SC‐06
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾110² + 0²﴿^0.5
= 110 kips
Theta = Atan﴾V / H﴿ = Atan﴾110 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 2.75 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.125﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.125﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 18.5 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 6.7499 * 17.8923
= 120.773 ≥ 110 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 20.7 * 0.35 = 7.245 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 7.245 * 1
= 217.35 kips
Φ Rn = 1.0 * 217.35 = 217.35 kips
= 217.35 ≥ 110 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾20.7 ‐ 7 * ﴾0.8125 + 0.0625﴿﴿ * 0.35
= 5.1012 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 5.1012
= 198.9487 kips
05/06/2020
JMS
23
PROJECT NAME
PAGES
3/3
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/27/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
SC‐06_W21‐110k.dsn
CHECKED BY
DESCRIPTION
SC‐06
Φ Rn = 0.75 * 198.9487 = 149.2115 kips
= 149.2115 ≥ 110 kips ﴾OK﴿
2.c.3. Design Shear Strength of the Plate:
2.c.4. Design Shear Yield Strength:
A = dw * tw = 18.5 * 0.375 = 6.9375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 6.9375 * 1
= 149.85 kips
Φ Rn = 1.0 * 149.85 = 149.85 kips
ΦVn = 149.85 ≥ 110 kips ﴾OK﴿
2.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾18.5 ‐ 7 * 0.875﴿ * 0.375 = 4.6406 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 4.6406 * 0.75 * 0.6 * 58
= 121.1203 ≥ 110 kips ﴾OK﴿
2.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾18.5 ‐ 1﴿ * 0.375 = 6.5625 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 6.5625 ‐ ﴾7 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 4.4296 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 4.4296 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 6.5625 + 1 * 58 *
0.5507﴿﴿
= 130.2714 ≥ 110 kips ﴾OK﴿
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.9375 * 58 = 101.1375 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾30.9937 + 78.3 * ﴾7 ‐ 1﴿﴿ * 0.375 * 1 * 0.9642
= 181.09 ≥ 110 kips ﴾OK﴿
2.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.9375 * 65 = 113.3437 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 7 * 0.35 * 0.9642
= 207.3087 ≥ 110 kips ﴾OK﴿
2.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.054
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 18.5
= 180.8207 ≥ 110 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 2.75 in., Hole Size = 0.8125 in.
05/06/2020
JMS
24
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
Front View
E70XX:
All Welds UNO
1/4
HSS8X8X3/8 ‐ A500‐B‐46
W14X22 ‐ A992
End Gap = 1/2"
W10X12 ‐ A992
End Gap = 1/2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
3‐7/16"
3‐7/8"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
2"
6"
9"
05/06/2020
JMS
25
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
BASIC DETAILS OVERVIEW
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Joint Configuration: Beam to Column Flange
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 10 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 10²﴿^0.5
= 18.0277 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 10﴿ = 56.3099 degrees
Member: Column
Section: HSS8X8X3/8
Material: A500‐B‐46
Member: Left Side Beam
Section: W10X12
Material: A992
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS8X8X3/8 ‐ A500‐B‐46
Left Side Beam: W10X12 ‐ A992
Right Side Beam: W14X22 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.6747 * 17.8923
= 47.8575 ≥ 18.0277 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 15 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
05/06/2020
JMS
26
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
= ﴾13.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.5472 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.5472
= 99.3427 kips
Φ Rn = 0.75 * 99.3427 = 74.507 kips
= 74.507 ≥ 15 kips ﴾OK﴿
2.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 6.49
= 292.05 ≥ 10 kips ﴾OK﴿
2.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5² * 0.335 + 0.23² * ﴾13.7 ‐ 2 * 0.335﴿﴿ / ﴾8 * 5 * 0.335 + 4 * 0.23 * ﴾13.7 ‐ 2 *
0.335﴿﴿
= 0.6869 in.
U = Ag_BeamWeb / Ag
U = 2.9969 / 6.49
= 0.4617
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 6.49 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.23
= 5.8862 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 5.8862 * 0.4617
= 132.5076 ≥ 10 kips ﴾OK﴿
2.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾3 ‐ 1﴿ * 3
= 6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 4.25﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 4.25﴿﴿ * 0.23
= 61.949 ≥ 10 kips ﴾OK﴿
2.f.1. Design Shear Strength of the Plate:
2.f.2. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
2.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
2.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
2.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 0 / 3.375 + 15 * 2 / 7.5937
= 3.9506 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 3.9506 ksi ﴾OK﴿
05/06/2020
JMS
27
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
2.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
fr = N / Anet + V * e / Znet
= 0 / 2.3906 + 15 * 2 / 5.5532
= 5.4022 ksi
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 10 kips ﴾OK﴿
2.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾15 / 71.0507﴿² + ﴾10 / 98.8101﴿²
= 0.0548 < 1 ﴾OK﴿
2.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 5.4022 ksi ﴾OK﴿
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
2.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.8915
= 57.2667 ≥ 18.0277 kips ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 10 kips ﴾OK﴿
2.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
2.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 3 * 0.23 * 0.8915
= 30.3654 ≥ 18.0277 kips ﴾OK﴿
2.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 10 * ﴾0.375 + 0.23﴿ / 2 = 3.025 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
05/06/2020
JMS
28
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
= ﴾10 + 6 * 0 / 9﴿ / 9 = 1.1111 kips/in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 10 / ﴾2 * 0.9 * 118.3965﴿ + 3.025 / ﴾0.9 * 11.3906﴿
= 0.342 ≤ 1.0 ﴾OK﴿
2.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 33.69
Φ C = 1.5022
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.5022 * 1 * 3.5158 * 9
= 95.0689 ≥ 18.0277 kips ﴾OK﴿
3. COLUMN AND BEAM CHECK
3.a. Beam and Column Local Stresses for Right Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 10 kips
Vertical force: V = 15 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾10 + 3 * 0 / 9﴿² + 15²﴿^0.5 = 18.0277 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 9
= 173.3832 ≥ 18.0277 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 10 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 1.1111 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 10 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.375 / 8﴿ * ﴾2 * 9 / 8+ 4 * ﴾1 ‐ 0.375 / 8﴿^0.5﴿ * 1
= 36.1822 ≥ 10 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 10 kips
Axial Load ﴾H﴿ = 10 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾10² + 10²﴿^0.5
= 14.1421 kips
Theta = Atan﴾V / H﴿ = Atan﴾10 / 10﴿ = 45 degrees
05/06/2020
JMS
29
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
TF‐04
4.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 3.96² * 0.21 + 0.19² * ﴾9.87 ‐ 2 * 0.21﴿﴿ / ﴾8 * 3.96 * 0.21 + 4 * 0.19 * ﴾9.87 ‐ 2 *
0.21﴿﴿
= 0.5007 in.
U = Ag_BeamWeb / Ag
U = 1.7955 / 3.54
= 0.5072
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 3.54 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.19
= 3.2075 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 3.2075 * 0.5072
= 79.3091 ≥ 10 kips ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
4.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Design Strength = Npl * C * Fv
= 1 * 1.6276 * 17.8923
= 29.1217 ≥ 14.1421 kips ﴾OK﴿
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
4.c. Design Shear Strength of the Beam:
4.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 10 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 10 kips ﴾OK﴿
4.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 3.54
= 159.3 ≥ 10 kips ﴾OK﴿
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾2 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 2.125 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾2 ‐ 1﴿ * 3
= 3 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 2.125﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 2.125﴿﴿ * 0.19
= 31.4925 ≥ 10 kips ﴾OK﴿
4.f.1. Design Shear Strength of the Plate:
4.f.2. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 10 kips ﴾OK﴿
05/06/2020
JMS
30
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
4.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 10 kips ﴾OK﴿
fr = N / Anet + V * e / Znet
= 0 / 1.5937 + 10 * 2 / 2.5649
= 7.7974 ksi
4.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
4.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 *
0.5859﴿﴿
= 52.8257 ≥ 10 kips ﴾OK﴿
4.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 6² / 4 = 3.375 in³
Ag = t * L = 0.375 * 6 = 2.25 in²
fr = N / Ag + V * e / Zg
= 0 / 2.25 + 10 * 2 / 3.375
= 5.9259 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 5.9259 ksi ﴾OK﴿
4.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=2
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 3.375 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾2² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 2.5649 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 2.25 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.375
= 1.5937 in²
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 7.7974 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾2 ‐ 1﴿ ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.1953 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.1953﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.1953﴿﴿
= 64.146 ≥ 10 kips ﴾OK﴿
4.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾2 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾2 ‐ 1﴿﴿ * 0.375
= 0.7968 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.7968﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.7968﴿﴿
= 58.964 ≥ 10 kips ﴾OK﴿
4.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾10 / 52.8257﴿² + ﴾10 / 64.146﴿²
= 0.0601 < 1 ﴾OK﴿
4.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
05/06/2020
JMS
31
PROJECT NAME
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 2 * 1 * 0.375 * 0.8138
= 34.8474 ≥ 14.1421 kips ﴾OK﴿
4.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 2 * 0.19 * 0.8138
= 15.2641 ≥ 14.1421 kips ﴾OK﴿
4.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 6 * 0.375 * 35.0804 = 78.931 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 10 * ﴾0.375 + 0.19﴿ / 2 = 2.825 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 6 * 0.375² / 4 = 7.5937 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 10 / ﴾2 * 0.9 * 78.931﴿ + 2.825 / ﴾0.9 * 7.5937﴿
= 0.4837 ≤ 1.0 ﴾OK﴿
4.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
PAGES
PROJECT NO
TF‐04
a = 0.1666
Theta = 45
Φ C = 1.5366
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.5366 * 1 * 3.5158 * 6
= 64.8324 ≥ 14.1421 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Beam and Column Local Stresses for Left Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 10 kips
Vertical force: V = 10 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾10 + 3 * 0 / 6﴿² + 10²﴿^0.5 = 14.1421 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 6
= 115.5888 ≥ 14.1421 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 10 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾10 + 6 * 0 / 6﴿ / 6 = 1.6666 kips/in.
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 1.6666 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 10 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
05/06/2020
JMS
32
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐04.dsn
CHECKED BY
DESCRIPTION
TF‐04
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.375 / 8﴿ * ﴾2 * 6 / 8+ 4 * ﴾1 ‐ 0.375 / 8﴿^0.5﴿ * 1
= 31.7734 ≥ 10 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
33
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
4/21/2020
DESCRIPTION
TF‐01
Front View
HSS5X5X1/4 ‐ A500‐B‐46
1/4
W14X22 ‐ A992
End Gap = 1/2"
W14X22 ‐ A992
End Gap = 1/2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
2"
3‐7/8"
9"
3‐7/8"
9"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
E70XX:
All Welds UNO
05/06/2020
JMS
34
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to Column Flange
Member: Column
Section: HSS5X5X1/4
Material: A500‐B‐46
Member: Left Side Beam
Section: W14X22
Material: A992
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS5X5X1/4 ‐ A500‐B‐46
Left Side Beam: W14X22 ‐ A992
Right Side Beam: W14X22 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 16 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 16²﴿^0.5
= 21.9317 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 16﴿ = 43.1523 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
05/06/2020
JMS
35
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.6671 * 17.8923
= 47.7222 ≥ 21.9317 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 15 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.5472 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.5472
= 99.3427 kips
Φ Rn = 0.75 * 99.3427 = 74.507 kips
= 74.507 ≥ 15 kips ﴾OK﴿
2.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 6.49
= 292.05 ≥ 16 kips ﴾OK﴿
2.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5² * 0.335 + 0.23² * ﴾13.7 ‐ 2 * 0.335﴿﴿ / ﴾8 * 5 * 0.335 + 4 * 0.23 * ﴾13.7 ‐ 2 * 0.335﴿﴿
= 0.6869 in.
U = Ag_BeamWeb / Ag
U = 2.9969 / 6.49
= 0.4617
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 6.49 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.23
= 5.8862 in²
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JMS
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 5.8862 * 0.4617
= 132.5076 ≥ 16 kips ﴾OK﴿
2.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾3 ‐ 1﴿ * 3
= 6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 4.25﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 4.25﴿﴿ * 0.23
= 61.949 ≥ 16 kips ﴾OK﴿
2.f.1. Design Shear Strength of the Plate:
2.f.2. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
2.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
2.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 * 0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
05/06/2020
JMS
37
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
2.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 0 / 3.375 + 15 * 2 / 7.5937
= 3.9506 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 3.9506 ksi ﴾OK﴿
2.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
fr = N / Anet + V * e / Znet
= 0 / 2.3906 + 15 * 2 / 5.5532
= 5.4022 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 5.4022 ksi ﴾OK﴿
2.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 16 kips ﴾OK﴿
2.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 16 kips ﴾OK﴿
2.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction on L‐Shape
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾15 / 71.0507﴿² + ﴾16 / 98.8101﴿²
= 0.0707 < 1 ﴾OK﴿
2.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.889
= 57.1049 ≥ 21.9317 kips ﴾OK﴿
2.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 3 * 0.23 * 0.889
= 30.2796 ≥ 21.9317 kips ﴾OK﴿
2.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 16 * ﴾0.375 + 0.23﴿ / 2 = 4.84 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 16 / ﴾2 * 0.9 * 118.3965﴿ + 4.84 / ﴾0.9 * 11.3906﴿
= 0.5472 ≤ 1.0 ﴾OK﴿
2.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 46.8476
Φ C = 1.6555
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
05/06/2020
JMS
39
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.6555 * 1 * 3.5158 * 9
= 104.7726 ≥ 21.9317 kips ﴾OK﴿
3. COLUMN AND BEAM CHECK
3.a. Beam and Column Local Stresses for Right Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 16 kips
Vertical force: V = 15 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾16 + 3 * 0 / 9﴿² + 15²﴿^0.5 = 21.9317 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.233 * 9
= 115.7544 ≥ 21.9317 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 16 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾16 + 6 * 0 / 9﴿ / 9 = 1.7777 kips/in.
Fut = Fu * t
= 58 * 0.233
= 13.514 ≥ 1.7777 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 16 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.233² / ﴾1 ‐ 0.375 / 5﴿ * ﴾2 * 9 / 5+ 4 * ﴾1 ‐ 0.375 / 5﴿^0.5﴿ * 1
= 20.1054 ≥ 16 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
05/06/2020
JMS
40
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
UNITS
US
CALCULATED BY
SEISMIC
No
CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 16 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 16²﴿^0.5
= 21.9317 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 16﴿ = 43.1523 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.6671 * 17.8923
= 47.7222 ≥ 21.9317 kips ﴾OK﴿
4.c. Design Shear Strength of the Beam:
4.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 15 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.5472 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.5472
= 99.3427 kips
Φ Rn = 0.75 * 99.3427 = 74.507 kips
= 74.507 ≥ 15 kips ﴾OK﴿
4.d. Beam Design Tensile Yielding Strength
05/06/2020
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
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LRFD
UNITS
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CALCULATED BY
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CHECKED BY
FILE NAME
Drawing.dsn
CALC DATE
DESCRIPTION
4/21/2020
TF‐01
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 6.49
= 292.05 ≥ 16 kips ﴾OK﴿
4.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5² * 0.335 + 0.23² * ﴾13.7 ‐ 2 * 0.335﴿﴿ / ﴾8 * 5 * 0.335 + 4 * 0.23 * ﴾13.7 ‐ 2 * 0.335﴿﴿
= 0.6869 in.
U = Ag_BeamWeb / Ag
U = 2.9969 / 6.49
= 0.4617
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 6.49 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.23
= 5.8862 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 5.8862 * 0.4617
= 132.5076 ≥ 16 kips ﴾OK﴿
4.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾3 ‐ 1﴿ * 3
= 6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 4.25﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 4.25﴿﴿ * 0.23
= 61.949 ≥ 16 kips ﴾OK﴿
4.f.1. Design Shear Strength of the Plate:
4.f.2. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
4.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
4.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
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CALC DATE
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4/21/2020
TF‐01
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 * 0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
4.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 0 / 3.375 + 15 * 2 / 7.5937
= 3.9506 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 3.9506 ksi ﴾OK﴿
4.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
fr = N / Anet + V * e / Znet
= 0 / 2.3906 + 15 * 2 / 5.5532
= 5.4022 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 5.4022 ksi ﴾OK﴿
4.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 16 kips ﴾OK﴿
4.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
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TF‐01
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 16 kips ﴾OK﴿
4.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾15 / 71.0507﴿² + ﴾16 / 98.8101﴿²
= 0.0707 < 1 ﴾OK﴿
4.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.889
= 57.1049 ≥ 21.9317 kips ﴾OK﴿
4.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 3 * 0.23 * 0.889
= 30.2796 ≥ 21.9317 kips ﴾OK﴿
4.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 16 * ﴾0.375 + 0.23﴿ / 2 = 4.84 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
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CALC DATE
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4/21/2020
TF‐01
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 16 / ﴾2 * 0.9 * 118.3965﴿ + 4.84 / ﴾0.9 * 11.3906﴿
= 0.5472 ≤ 1.0 ﴾OK﴿
4.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 46.8476
Φ C = 1.6555
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.6555 * 1 * 3.5158 * 9
= 104.7726 ≥ 21.9317 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Beam and Column Local Stresses for Left Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 16 kips
Vertical force: V = 15 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾16 + 3 * 0 / 9﴿² + 15²﴿^0.5 = 21.9317 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.233 * 9
= 115.7544 ≥ 21.9317 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 16 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾16 + 6 * 0 / 9﴿ / 9 = 1.7777 kips/in.
Fut = Fu * t
= 58 * 0.233
= 13.514 ≥ 1.7777 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 16 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.233² / ﴾1 ‐ 0.375 / 5﴿ * ﴾2 * 9 / 5+ 4 * ﴾1 ‐ 0.375 / 5﴿^0.5﴿ * 1
= 20.1054 ≥ 16 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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Drawing.dsn
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4/21/2020
TF‐01
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PROJECT NO
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FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
Front View
2‐3/4"
2‐3/4"
W16X26 ‐ A992
W14X22 ‐ A992
End Gap = 1/2"
1‐1/4"
1‐1/4"
3‐7/8"
3‐7/8"
W14X22 ‐ A992
End Gap = 1/2"
2"
2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ SC ‐ SSLN﴿
9"
9"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ SC ‐ SSLN﴿
1/4
1/4
E70XX:
All Welds UNO
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No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to Girder
Member: Girder
Section: W16X26
Material: A992
Member: Left Side Beam
Section: W14X22
Material: A992
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
Beam Connection to Girder
Girder: W16X26 ‐ A992
Left Side Beam: W14X22 ‐ A992
Moment: 0 k‐ft.
Shear: 24 kips
Axial Force: 0 kips
Right Side Beam: W14X22 ‐ A992
Moment: 0 k‐ft.
Shear: 15 kips
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
1. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
1.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ SC ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
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FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.125﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.125﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
1.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 9.492
= 25.7685 ≥ 15 kips ﴾OK﴿
1.c. Design Shear Strength of the Beam:
1.c.1. Block Shear:
Net Length with Tension resistance ﴾Lnt﴿
= lh ‐ 0.25 ‐ ﴾dh + 0.0625﴿ / 2 = 1.25 ‐ 0.875 / 2 = 0.8125 in.
Gross Length with Tension resistance ﴾Lgt﴿ = lh ‐ 0.25 = 1.25 in.
Net Length with Shear resistance ﴾Lnv﴿
= ﴾﴾n ‐ 1﴿ * ﴾s ‐ ﴾dv + 0.0625﴿﴿ + Lv ‐ DT ‐ ﴾dv + 0.0625﴿ / 2﴿
= ﴾﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 3.85 ‐ 1.25 ‐ 0.875 / 2﴿
= 6.4125 in.
Gross Length with Shear resistance ﴾Lgv﴿
= ﴾n ‐ 1﴿ * s + Lv ‐ DT
= ﴾3 ‐ 1﴿ * 3 + 3.85 ‐ 1.25 = 8.6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 6.4125 + 1 * 65 * 0.8125﴿; ﴾0.6 * 50 * 8.6 + 1 * 65 * 0.8125﴿﴿ * 0.23
= 52.2502 ≥ 15 kips ﴾OK﴿
1.c.2. Design Shear Yield Strength:
A = dw * tw = 12.45 * 0.23 = 2.8635 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.8635 * 1
= 85.905 kips
Φ Rn = 1.0 * 85.905 = 85.905 kips
= 85.905 ≥ 15 kips ﴾OK﴿
1.c.3. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾12.45 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.2597 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.2597
= 88.1302 kips
Φ Rn = 0.75 * 88.1302 = 66.0976 kips
= 66.0976 ≥ 15 kips ﴾OK﴿
1.c.4. Coped Beam Web Strength:
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FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
Top Cope Length = 2.75 in.
Top Cope Depth = 1.25 in.
Bottom Cope Length = 0 in.
Bottom Cope Depth = 0 in.
c = 2.75 in.
e = 3.25 in.
h0 = 12.45 in.
d = 13.7 in.
c / h0 ≤ 1, k = 2.2 * ﴾h0 / c﴿^1.65
= 2.2 * ﴾12.45 / 2.75﴿^1.65 = 26.5798
c / d ≤ 1, f = 2 * c / d
= 2 * 2.75 / 13.7 = 0.4014
Φ Fbc = 0.9 * Min﴾0.904 * E * f * k * ﴾tw / h0﴿², Fy﴿
= 0.9 * Min﴾0.904 * 29000 * 0.4014 * 26.5798 * ﴾0.23 / 12.45﴿²﴿ ,50﴿
= 45 ksi
Buckling Strength = Φ Fbc * Snet / e
= 45 * 8.8909 / 3.25
= 123.1048 ≥ 15 kips ﴾OK﴿
Local Web Flexural Yielding, Φ Mn/e:
= 0.9 * Fy * Snet / e = 0.9 * 50 * 8.8909 / 3.25
= 123.1048 ≥ 15 kips ﴾OK﴿
Local Web Flexural Rupture Φ Mn / e:
= 0.75 * Fu * Snet / e = 0.75 * 65 * 8.8909 / 3.25
= 133.3635 ≥ 15 kips ﴾OK﴿
Web reinforcement not required for flexural strength.
1.c.5. Design Shear Strength of the Plate:
1.c.6. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
1.c.7. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
1.c.8. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
05/06/2020
JMS
50
PROJECT NAME
Nancy O' Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 * 0.5507﴿﴿
= 69.5214 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
1.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2.6 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1937 * 65 = 128.3343 kips/in.
Use: Fbe = 87.75 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * ef
= 1 * ﴾87.75 + 87.75 * ﴾3 ‐ 1﴿﴿ * 0.23 * 0.9049
= 54.7907 ≥ 15 kips ﴾OK﴿
1.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a=0
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.0961 / ﴾0.707 * 70﴿
= 0.1262 << 0.25 in.
﴾use 0.1262 in. for capacity calculation.﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 2.0206 * 9
= 50.5556 ≥ 15 kips ﴾OK﴿
LEFT SIDE BEAM
2. LEFT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
05/06/2020
JMS
51
PROJECT NAME
Nancy O' Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ SC ‐ SSLN﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 1 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 24 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾24² + 0²﴿^0.5
= 24 kips
Theta = Atan﴾V / H﴿ = Atan﴾24 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1.125﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1.125﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 9.492
= 25.7685 ≥ 24 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Block Shear:
Net Length with Tension resistance ﴾Lnt﴿
= lh ‐ 0.25 ‐ ﴾dh + 0.0625﴿ / 2 = 1.25 ‐ 0.875 / 2 = 0.8125 in.
Gross Length with Tension resistance ﴾Lgt﴿ = lh ‐ 0.25 = 1.25 in.
Net Length with Shear resistance ﴾Lnv﴿
= ﴾﴾n ‐ 1﴿ * ﴾s ‐ ﴾dv + 0.0625﴿﴿ + Lv ‐ DT ‐ ﴾dv + 0.0625﴿ / 2﴿
= ﴾﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 3.85 ‐ 1.25 ‐ 0.875 / 2﴿
= 6.4125 in.
05/06/2020
JMS
52
PROJECT NAME
Nancy O' Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
Gross Length with Shear resistance ﴾Lgv﴿
= ﴾n ‐ 1﴿ * s + Lv ‐ DT
= ﴾3 ‐ 1﴿ * 3 + 3.85 ‐ 1.25 = 8.6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 6.4125 + 1 * 65 * 0.8125﴿; ﴾0.6 * 50 * 8.6 + 1 * 65 * 0.8125﴿﴿ * 0.23
= 52.2502 ≥ 24 kips ﴾OK﴿
2.c.2. Design Shear Yield Strength:
A = dw * tw = 12.45 * 0.23 = 2.8635 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.8635 * 1
= 85.905 kips
Φ Rn = 1.0 * 85.905 = 85.905 kips
= 85.905 ≥ 24 kips ﴾OK﴿
2.c.3. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾12.45 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.2597 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.2597
= 88.1302 kips
Φ Rn = 0.75 * 88.1302 = 66.0976 kips
= 66.0976 ≥ 24 kips ﴾OK﴿
2.c.4. Coped Beam Web Strength:
Top Cope Length = 2.75 in.
Top Cope Depth = 1.25 in.
Bottom Cope Length = 0 in.
Bottom Cope Depth = 0 in.
c = 2.75 in.
e = 3.25 in.
h0 = 12.45 in.
d = 13.7 in.
c / h0 ≤ 1, k = 2.2 * ﴾h0 / c﴿^1.65
= 2.2 * ﴾12.45 / 2.75﴿^1.65 = 26.5798
c / d ≤ 1, f = 2 * c / d
= 2 * 2.75 / 13.7 = 0.4014
Φ Fbc = 0.9 * Min﴾0.904 * E * f * k * ﴾tw / h0﴿², Fy﴿
= 0.9 * Min﴾0.904 * 29000 * 0.4014 * 26.5798 * ﴾0.23 / 12.45﴿²﴿ ,50﴿
= 45 ksi
Buckling Strength = Φ Fbc * Snet / e
= 45 * 8.8909 / 3.25
= 123.1048 ≥ 24 kips ﴾OK﴿
Local Web Flexural Yielding, Φ Mn/e:
= 0.9 * Fy * Snet / e = 0.9 * 50 * 8.8909 / 3.25
= 123.1048 ≥ 24 kips ﴾OK﴿
Local Web Flexural Rupture Φ Mn / e:
= 0.75 * Fu * Snet / e = 0.75 * 65 * 8.8909 / 3.25
= 133.3635 ≥ 24 kips ﴾OK﴿
Web reinforcement not required for flexural strength.
2.c.5. Design Shear Strength of the Plate:
2.c.6. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
05/06/2020
JMS
53
PROJECT NAME
Nancy O' Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 24 kips ﴾OK﴿
2.c.7. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 24 kips ﴾OK﴿
2.c.8. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾1 + 0.0625﴿ * 0.375
= 0.5507 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5507﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 * 0.5507﴿﴿
= 69.5214 ≥ 24 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 24 kips ﴾OK﴿
2.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2.6 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1937 * 65 = 128.3343 kips/in.
Use: Fbe = 87.75 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * ef
= 1 * ﴾87.75 + 87.75 * ﴾3 ‐ 1﴿﴿ * 0.23 * 0.9049
= 54.7907 ≥ 24 kips ﴾OK﴿
05/06/2020
JMS
54
PROJECT NAME
Nancy O' Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐02.dsn
CHECKED BY
DESCRIPTION
TF‐02
2.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a=0
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.1538 / ﴾0.707 * 70﴿
= 0.202 << 0.25 in.
﴾use 0.202 in. for capacity calculation.﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.2329 * 9
= 80.889 ≥ 24 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
55
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Front View
HSS5X5X1/4 ‐ A500‐B‐46
1/4
W10X12 ‐ A992
End Gap = 1/2"
W10X12 ‐ A992
End Gap = 1/2"
3‐7/16"
3‐7/16"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
6"
2"
6"
2"
1/4
E70XX:
All Welds UNO
05/06/2020
JMS
56
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to Column Flange
Member: Column
Section: HSS5X5X1/4
Material: A500‐B‐46
Member: Left Side Beam
Section: W10X12
Material: A992
Member: Right Side Beam
Section: W10X12
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS5X5X1/4 ‐ A500‐B‐46
Left Side Beam: W10X12 ‐ A992
Right Side Beam: W10X12 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 10 kips
Axial Load ﴾H﴿ = 7 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾10² + 7²﴿^0.5
= 12.2065 kips
Theta = Atan﴾V / H﴿ = Atan﴾10 / 7﴿ = 55.0079 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
05/06/2020
JMS
57
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6217 * 17.8923
= 29.0165 ≥ 12.2065 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 10 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 10 kips ﴾OK﴿
2.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 3.54
= 159.3 ≥ 7 kips ﴾OK﴿
2.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 3.96² * 0.21 + 0.19² * ﴾9.87 ‐ 2 * 0.21﴿﴿ / ﴾8 * 3.96 * 0.21 + 4 * 0.19 * ﴾9.87 ‐ 2 * 0.21﴿﴿
= 0.5007 in.
U = Ag_BeamWeb / Ag
U = 1.7955 / 3.54
= 0.5072
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 3.54 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.19
= 3.2075 in²
05/06/2020
JMS
58
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 3.2075 * 0.5072
= 79.3091 ≥ 7 kips ﴾OK﴿
2.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾2 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 2.125 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾2 ‐ 1﴿ * 3
= 3 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 2.125﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 2.125﴿﴿ * 0.19
= 31.4925 ≥ 7 kips ﴾OK﴿
2.f.1. Design Shear Strength of the Plate:
2.f.2. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 10 kips ﴾OK﴿
2.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 10 kips ﴾OK﴿
2.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 * 0.5859﴿﴿
= 52.8257 ≥ 10 kips ﴾OK﴿
05/06/2020
JMS
59
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
2.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 6² / 4 = 3.375 in³
Ag = t * L = 0.375 * 6 = 2.25 in²
fr = N / Ag + V * e / Zg
= 0 / 2.25 + 10 * 2 / 3.375
= 5.9259 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 5.9259 ksi ﴾OK﴿
2.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=2
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 3.375 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾2² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 2.5649 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 2.25 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.375
= 1.5937 in²
fr = N / Anet + V * e / Znet
= 0 / 1.5937 + 10 * 2 / 2.5649
= 7.7974 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 7.7974 ksi ﴾OK﴿
2.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾2 ‐ 1﴿ ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.1953 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.1953﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.1953﴿﴿
= 64.146 ≥ 7 kips ﴾OK﴿
2.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾2 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾2 ‐ 1﴿﴿ * 0.375
= 0.7968 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.7968﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.7968﴿﴿
= 58.964 ≥ 7 kips ﴾OK﴿
2.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction on L‐Shape
05/06/2020
JMS
60
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾10 / 52.8257﴿² + ﴾7 / 64.146﴿²
= 0.0477 < 1 ﴾OK﴿
2.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 2 * 1 * 0.375 * 0.8108
= 34.7214 ≥ 12.2065 kips ﴾OK﴿
2.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 2 * 0.19 * 0.8108
= 15.209 ≥ 12.2065 kips ﴾OK﴿
2.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 6 * 0.375 * 35.0804 = 78.931 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 7 * ﴾0.375 + 0.19﴿ / 2 = 1.9775 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 6 * 0.375² / 4 = 7.5937 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 7 / ﴾2 * 0.9 * 78.931﴿ + 1.9775 / ﴾0.9 * 7.5937﴿
= 0.3386 ≤ 1.0 ﴾OK﴿
2.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 34.992
Φ C = 1.4133
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
05/06/2020
JMS
61
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.4133 * 1 * 3.5158 * 6
= 59.629 ≥ 12.2065 kips ﴾OK﴿
3. COLUMN AND BEAM CHECK
3.a. Beam and Column Local Stresses for Right Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 7 kips
Vertical force: V = 10 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾7 + 3 * 0 / 6﴿² + 10²﴿^0.5 = 12.2065 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.233 * 6
= 77.1696 ≥ 12.2065 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 7 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾7 + 6 * 0 / 6﴿ / 6 = 1.1666 kips/in.
Fut = Fu * t
= 58 * 0.233
= 13.514 ≥ 1.1666 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 7 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.233² / ﴾1 ‐ 0.375 / 5﴿ * ﴾2 * 6 / 5+ 4 * ﴾1 ‐ 0.375 / 5﴿^0.5﴿ * 1
= 16.8657 ≥ 7 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
05/06/2020
JMS
62
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Loading:
Vertical Shear ﴾V﴿ = 10 kips
Axial Load ﴾H﴿ = 7 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾10² + 7²﴿^0.5
= 12.2065 kips
Theta = Atan﴾V / H﴿ = Atan﴾10 / 7﴿ = 55.0079 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6217 * 17.8923
= 29.0165 ≥ 12.2065 kips ﴾OK﴿
4.c. Design Shear Strength of the Beam:
4.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 10 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 10 kips ﴾OK﴿
4.d. Beam Design Tensile Yielding Strength
05/06/2020
JMS
63
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 3.54
= 159.3 ≥ 7 kips ﴾OK﴿
4.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 3.96² * 0.21 + 0.19² * ﴾9.87 ‐ 2 * 0.21﴿﴿ / ﴾8 * 3.96 * 0.21 + 4 * 0.19 * ﴾9.87 ‐ 2 * 0.21﴿﴿
= 0.5007 in.
U = Ag_BeamWeb / Ag
U = 1.7955 / 3.54
= 0.5072
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 3.54 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.19
= 3.2075 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 3.2075 * 0.5072
= 79.3091 ≥ 7 kips ﴾OK﴿
4.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾2 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 2.125 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾2 ‐ 1﴿ * 3
= 3 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ * t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 2.125﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 2.125﴿﴿ * 0.19
= 31.4925 ≥ 7 kips ﴾OK﴿
4.f.1. Design Shear Strength of the Plate:
4.f.2. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 10 kips ﴾OK﴿
4.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 10 kips ﴾OK﴿
4.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
05/06/2020
JMS
64
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 * 0.5859﴿﴿
= 52.8257 ≥ 10 kips ﴾OK﴿
4.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 6² / 4 = 3.375 in³
Ag = t * L = 0.375 * 6 = 2.25 in²
fr = N / Ag + V * e / Zg
= 0 / 2.25 + 10 * 2 / 3.375
= 5.9259 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 5.9259 ksi ﴾OK﴿
4.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=2
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 3.375 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾2² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 2.5649 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 2.25 ‐ 2 * ﴾0.8125 + 0.0625﴿ * 0.375
= 1.5937 in²
fr = N / Anet + V * e / Znet
= 0 / 1.5937 + 10 * 2 / 2.5649
= 7.7974 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 7.7974 ksi ﴾OK﴿
4.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾2 ‐ 1﴿ ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.1953 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.1953﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.1953﴿﴿
= 64.146 ≥ 7 kips ﴾OK﴿
4.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
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65
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾2 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾2 ‐ 1﴿﴿ * 0.375
= 0.7968 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.7968﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.7968﴿﴿
= 58.964 ≥ 7 kips ﴾OK﴿
4.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾10 / 52.8257﴿² + ﴾7 / 64.146﴿²
= 0.0477 < 1 ﴾OK﴿
4.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 2 * 1 * 0.375 * 0.8108
= 34.7214 ≥ 12.2065 kips ﴾OK﴿
4.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 2 * 0.19 * 0.8108
= 15.209 ≥ 12.2065 kips ﴾OK﴿
4.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 6 * 0.375 * 35.0804 = 78.931 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 7 * ﴾0.375 + 0.19﴿ / 2 = 1.9775 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 6 * 0.375² / 4 = 7.5937 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
05/06/2020
JMS
66
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 7 / ﴾2 * 0.9 * 78.931﴿ + 1.9775 / ﴾0.9 * 7.5937﴿
= 0.3386 ≤ 1.0 ﴾OK﴿
4.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 34.992
Φ C = 1.4133
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.4133 * 1 * 3.5158 * 6
= 59.629 ≥ 12.2065 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Beam and Column Local Stresses for Left Side Beam
HSS Wall Shear Capacity:
Horizontal force: H = 7 kips
Vertical force: V = 10 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾7 + 3 * 0 / 6﴿² + 10²﴿^0.5 = 12.2065 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.233 * 6
= 77.1696 ≥ 12.2065 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 7 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾7 + 6 * 0 / 6﴿ / 6 = 1.1666 kips/in.
Fut = Fu * t
= 58 * 0.233
= 13.514 ≥ 1.1666 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 7 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.233² / ﴾1 ‐ 0.375 / 5﴿ * ﴾2 * 6 / 5+ 4 * ﴾1 ‐ 0.375 / 5﴿^0.5﴿ * 1
= 16.8657 ≥ 7 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
67
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/21/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
TF‐01.dsn
CHECKED BY
DESCRIPTION
TF‐03
05/06/2020
JMS
68
"WELDGRP.xls" Program
Version 2.3
Connection MC-01
WELD GROUP ANALYSIS
Using the Elastic Method for up to 24 Total Welds
Job Name: Nancy O'Brian
Job Number:
Subject: S300 HSS Moment Connx
Originator: JMS
Checker:
Input Data:
Number of Welds, Nw =
14.0
12.0
10.0
Y - AXIS (in.)
Weld #1
Weld #2
Weld #3
Weld #4
Weld #5
Weld #6
Weld #7
Weld #8
8
Weld Coordinates:
Start
End
X1 (in.)
Y1 (in.)
X2 (in.)
Y2 (in.)
0.500
0.000
3.500
0.000
0.000
0.500
0.500
0.000
3.500
0.000
4.000
0.500
0.000
0.500
0.000
5.500
4.000
0.500
4.000
5.500
0.000
5.500
0.500
6.000
4.000
5.500
3.500
6.000
0.500
6.000
3.500
6.000
8.0
6.0
4.0
2.0
0.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
X - AXIS (in.)
WELD GROUP PLOT
+Y
1=Start
2=End
1
2
2
No. of Load Points =
1
X-Coordinate (in.) =
Y-Coordinate (in.) =
Z-Coordinate (in.) =
Axial Load, Pz (k) =
Shear Load, Px (k) =
Shear Load, Py (k) =
Moment, Mx (in-k) =
Moment, My (in-k) =
Moment, Mz (in-k) =
Point #1
2.000
3.000
0.000
0.00
0.00
10.00
120.00
0.00
0.00
Weld #3
Weld #2
Weld #1
Load Point Data:
1
1
2
+X
0
Origin
+Z
NOMENCLATURE
(continued)
1 of 2
4/20/2020 3:53 PM
05/06/2020
JMS
69
"WELDGRP.xls" Program
Version 2.3
Results:
Weld Group Properties:
Lw =
18.828
in.
Xc =
2.000
in.
Yc =
3.000
in.
Ix =
96.28
in^3
Iy =
53.22
in^3
J=
149.50
in^3
Weld #1
Weld #2
Weld #3
Weld #4
Weld #5
Weld #6
Weld #7
Weld #8
Σ Loads @ C.G. of Weld Group:
Σ Pz =
0.00
kips
Σ Px =
0.00
kips
Σ Py =
10.00
kips
Σ Mx = 120.00 in-k
Σ My =
0.00
in-k
Σ Mz =
0.00
in-k
Weld Forces (k/in.)
Fw(1)
Fw(2)
3.777
3.777
3.161
3.777
3.777
3.161
3.161
3.161
3.161
3.161
3.161
3.777
3.161
3.777
3.777
3.777
Check HSS Wall Plastification
Per AISC 14th Ed, Table K3.2
Beta = 4/5 = 0.8
n = 6/5 =1.2
phiMn = Ft t^2 Hb*(1/2n
+2/sqrt(1-Beta) + n/(1-beta)
=46*0.25^2*6*(1/2.4 + 2/sqrt(0.2) +
1.2/0.2) = 187 k-in = 15.6 k-ft
EOR to verify Pu/FyAg + Mu/FyS of
column is less than 1.26 so that Qf
>0.67 (refer AISC 14th Ed, eqn
K1-15)
1/4
Calc is ASD, Loads are
LRFD, Req Fillet =
3.777/1.392 = 2.7
use 1/4.
Required E70XX Weld Size:
Fw(max) =
3.777
kips/in.
Fillet (leg) =
0.254
in.
Throat (eff) =
0.180
in.
HSS6x4x1/4
Beam
2 of 2
HSS6x6x1/4
Column
4/20/2020 3:53 PM
05/06/2020
JMS
70
PROJECT NAME
PAGES
1/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
MC‐02: Moment Connx S300 W14
EOR to Verify Mu <= 30 kip-ft
Front View
1/4
E70XX:
All Welds UNO
W14X90 ‐ A992
PL3/8X10X4 ‐ A36, Typ
1@3"‐ Gage: 5‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
1‐1/2"
4"
W14X90 ‐ A992
End Gap = 1/2"
1/4
9"
1/4
05/06/2020
JMS
71
PROJECT NAME
PAGES
2/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
MC‐02: Moment Connx S300 W14
BASIC DETAILS OVERVIEW
Member: Right Side Beam
Section: W14X90
Material: A992
1.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 2.25 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 4.5 ≥ 1 in. ﴾OK﴿
DETAILED CALCULATION REPORT
Beam Connection to Column Flange
Column: W14X90 ‐ A992
Right Side Beam: W14X90 ‐ A992
Moment: 15 k‐ft.
Shear: 15 kips
Axial Force ﴾Hc﴿: 0 kips
Axial Force ﴾Ht﴿: 0 kips
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 12.8571
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
All Welds Are E70XX
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 12.8571 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Joint Configuration: Beam to Column Flange
Member: Column
Section: W14X90
Material: A992
RIGHT SIDE BEAM
1. RIGHT SIDE BEAM ‐ W14X90 MOMENT CONNECTION
1.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 180 / 14
= 12.8571 kips
Top Plate: 4 in. X 10 in. X 0.375 in.
Bottom Plate: 4 in. X 10 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
1.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.71 * 14.5 = 10.295 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.71 * ﴾14.5 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 9.0525
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 9.0525 = 588.4125 kips
Yt * Fy * Afg = 1 * 50 * 10.295 = 514.75 kips
Mn = Fy * Zx = 50 * 157 = 7850 kip‐in./in.
Φ Mn = 0.9 * Mn = 588.75 ≥ 15 k‐ft. ﴾OK﴿
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.71
= 90.8578 ≥ 12.8571 kips ﴾OK﴿
1.d. Plate Tension Design Strength:
1.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 10 * 0.375
= 121.5 ≥ 12.8571 kips ﴾OK﴿
1.d.2. Tension Rupture:
05/06/2020
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PROJECT NAME
PAGES
3/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
MC‐02: Moment Connx S300 W14
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 10 ‐ Max﴾0.15 * 10; 2 * ﴾0.8125 + 0.0625﴿﴿ = 8.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 5 = 8.5 in.
bn = Min﴾bn1, bn2﴿ = Min﴾8.25, 8.5﴿ = 8.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 8.25 * 0.375
= 134.5781 ≥ 12.8571 kips ﴾OK﴿
1.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 4.5 * 0.375
= 1.6875 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 1.6875 ‐ ﴾0.875﴿ * 0.375
= 1.3593 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.3593﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.3593﴿﴿
= 83.4328 ≥ 12.8571 kips ﴾OK﴿
1.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾14.5 ‐ 5.5﴿* 0.71
= 6.39 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 6.39 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.71
= 5.7687 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.71
= 2.13 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=2.13 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.71
= 1.5087 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 1.5087 + 1 * 65 * 5.7687﴿; ﴾0.6 * 50 * 2.13 + 1 * 65 * 5.7687﴿﴿
= 325.3575 ≥ 12.8571 kips ﴾OK﴿
1.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 10 * 0.375 = 121.5 ≥ 12.8571 kips ﴾OK﴿
1.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.8571 / ﴾0.75 * 1.5 * 0.4242 * 70 * 10 * 2﴿
= 0.0192 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾PL_Width, BF﴿
= 0.375 * 0.75 * 58 * Min﴾10, 14.5﴿
= 163.125 ≥ 12.8571 kips ﴾OK﴿
1.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.8571 / ﴾0.75 * 1.5 * 0.4242 * 70 * 10 * 2﴿
= 0.0192 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾PL_Width, BF﴿
= 0.375 * 0.75 * 58 * Min﴾10, 14.5﴿
= 163.125 ≥ 12.8571 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
2. RIGHT SIDE BEAM ‐ W14X90 SHEAR CONNECTION
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.44﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
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PROJECT NAME
PAGES
4/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 15 kips ﴾OK﴿
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 14 * 0.44 = 6.16 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 6.16 * 1
= 184.8 kips
Φ Rn = 1.0 * 184.8 = 184.8 kips
= 184.8 ≥ 15 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾14 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.44
= 5.005 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 5.005
= 195.195 kips
Φ Rn = 0.75 * 195.195 = 146.3962 kips
= 146.3962 ≥ 15 kips ﴾OK﴿
2.c.3. Design Shear Strength of the Plate:
2.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
MC‐02: Moment Connx S300 W14
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
2.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
2.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
2.d. Bolt Bearing on Beam Web:
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PROJECT NAME
PAGES
5/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.44 * 0.9049
= 104.8171 ≥ 15 kips ﴾OK﴿
2.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.71 / ﴾0.707 * 70﴿
= 0.9325 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 15 kips ﴾OK﴿
3. COLUMN WEB SHEAR REINFORCEMENT
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
3.a. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 180 / 14.375 + 0 / 2
= 12.5217 kips
3.b. Column Panel Zone:
Required Strength ﴾Vu﴿
= |PufLeft + PufRight ‐ Vus|
= |0 + 12.5217 ‐ 0|
= 12.5217 kips
3.b.1. Column Web Shear Strength:
Pc = Py = A * Fy = 26.5 * 50 = 1325 kips
Pr ≤ 0.4 * Pc
MC‐02: Moment Connx S300 W14
ΦRv = 0.9 * 0.6 * Fy * d * tw
= 0.9 * 0.6 * 50 * 14 * 0.44
= 166.32 ≥ 12.5217 kips
Doubler Plate Not Required for Strength
3.b.2. Shear Buckling of Web:
Thickness Required = h * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 11.38 * ﴾50^0.5﴿ / ﴾2.24 *
29000^0.5﴿
= 0.2109 ≤ 0.44 in.
Doubler Plate Not Required for Shear Buckling
4. COLUMN STIFFENERS
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
4.a. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 180 / 14.375 + 0 / 2
= 12.5217 kips
4.b. Column Stiffeners
Right Side Beam
Local Flange Bending Strength,Φ Rn
= 0.9 * 6.25 * ﴾tf²﴿ * Fy * ct
= 0.9 * 6.25 * ﴾0.71²﴿ * 50 * 1
= 141.7781 kips
Local Web Yielding Strength, Φ Rn
= 1.0 * ﴾ct * 5 * k + t + 2 * w﴿ * tw * Fy
= 1.0 * ﴾1 *5* 1.31 + 0.375 + 2 * 0.25﴿ * 0.44 * 50
= 163.35 kips
4.b.1. Column Web Crippling:
N = t + 2 * w = 0.375 + 2 * 0.25 = 0.875 in.
Ct = 1.0
Nd = 3 * N / d = 3 * 0.875 / 14 = 0.1875
Φ Rn = 0.75 * 0.8 * ct * ﴾tw²﴿ * [1 + Nd * ﴾tw / tf﴿^1.5] * ﴾E * Fy * tf / tw﴿^0.5
= 0.75 * 0.8 * 1 * ﴾0.44²﴿ * [1 + 0.1875 * ﴾0.44 / 0.71﴿^1.5]*﴾29000 * 50 * 0.71 /
0.44﴿^0.5
= 193.9351 kips
Tension Flange Stiffener Force ﴾TFrc﴿:
Right Side:
RTFrc = Max﴾RPuf ‐ RΦ Rn_FlBending; RPuf ‐ R Φ Rn_WebYielding﴿ ≥ 0
= Max﴾12.5217 ‐ 141.7781; 12.5217 ‐ 163.35﴿ = 0 kips
Compression Flange Stiffener Force ﴾CFrc﴿:
Right Side:
RCFrc = Max[﴾RPuf ‐ RΦ Rn_WebCrippling﴿, ﴾RPuf ‐ R Φ Rn_WebYielding﴿] ≥ 0
= Max[﴾12.5217 ‐ 193.9351﴿, ﴾12.5217 ‐ 163.35﴿] = 0 kips
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PROJECT NAME
PAGES
6/6
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_Mx.dsn
CHECKED BY
DESCRIPTION
MC‐02: Moment Connx S300 W14
TFrc = Max﴾LTFrc, RTFrc﴿ = Max﴾0, 0﴿ = 0 kips
CFrc = Max﴾LCFrc, RCFrc﴿ = Max﴾0, 0﴿ = 0 kips
Stiffeners not required opposite tension flange.
Stiffeners not required opposite compression flange.
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
MC‐03: Moment Connx S300 W14
EOR to Verify Mu <= 15 kip-ft
Front View
W14X90 ‐ A992
3 sides
1/4
1/4
PL3/8X12‐9/16X9‐13/16 ‐ A36, Typ
1@3"‐ Gage: 5‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
5
1‐1/2"
PL3/8X12‐9/16X9‐13/16 ‐ A36, Typ
1@3"‐ Gage: 5‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1‐1/2"
W14X90 ‐ A992
End Gap = 1/2"
4"
14"
9"
Centered
Typ @ Flange
4"
9"
13"
W14X90 ‐ A992
End Gap = 1/2"
9"
13"
9"
14"
PL3/8X11X14 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X11X14 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
3 sides
E70XX:
All Welds UNO
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PROJECT NAME
PAGES
2/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam and/or Brace to Column
Member: Column
Section: W14X90
Material: A992
Member: Left Side Beam
Section: W14X90
Material: A992
Member: Right Side Beam
Section: W14X90
Material: A992
DETAILED CALCULATION REPORT
Beam Connection to Column Web
Column: W14X90 ‐ A992
Left Side Beam: W14X90 ‐ A992
Moment: 15 k‐ft.
Shear: 15 kips
Axial Force ﴾Hc﴿: 0 kips
Axial Force ﴾Ht﴿: 0 kips
Right Side Beam: W14X90 ‐ A992
Moment: 15 k‐ft.
Shear: 15 kips
Axial Force ﴾Hc﴿: 0 kips
Axial Force ﴾Ht﴿: 0 kips
All Welds Are E70XX
MC‐03: Moment Connx S300 W14
Afg = tf * bf = 0.71 * 14.5 = 10.295 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.71 * ﴾14.5 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 9.0525
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 9.0525 = 588.4125 kips
Yt * Fy * Afg = 1 * 50 * 10.295 = 514.75 kips
Mn = Fy * Zx = 50 * 157 = 7850 kip‐in./in.
Φ Mn = 0.9 * Mn = 588.75 ≥ 15 k‐ft. ﴾OK﴿
Bolt Spacing and Edge Distance:
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Transverse to Beam ﴾et﴿:
= 4.5 ≥ 1 in. ﴾OK﴿
Bolt Shear and Bearing:
Design Shear Strength of Bolts = n * Fv
= 2 * 17.8923 = 35.7847 ≥ 12.8571 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
RIGHT SIDE BEAM
1. RIGHT SIDE BEAM ‐ W14X90 ‐ A992
1.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
= P / 2 + M / d = 0 / 2 + 180 / 14
= 12.8571 kips
Top Plate: 8.5 in. to 12.58 in. X 11.03 in. X 0.375 in.
Bottom Plate: 8.5 in. to 12.58 in. X 11.03 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
1.b. Check Beam:
Beam Flange Effective Area:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾57.0937 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 42.8203 ≥ 12.8571 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
05/06/2020
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PROJECT NAME
PAGES
3/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
MC‐03: Moment Connx S300 W14
Design Bearing Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.71
= 90.8578 ≥ 12.8571 kips ﴾OK﴿
Plate Tension
1.b.1. Plate Tension Design Strength:
Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 10.54 * 0.375
= 128.061 ≥ 12.8571 kips ﴾OK﴿
Tension Rupture:
Φ Rn = 0.75 * Fu * ﴾b ‐ Max﴾0.15 * b﴿; Nt * ﴾dh + 0.0625﴿﴿﴿ * t
= 0.75 * 58 * ﴾10.54 ‐ Max﴾0.15 * 10.54, 2 * ﴾0.8125 + 0.0625﴿﴿﴿ * 0.375
= 143.3868 ≥ 12.8571 kips ﴾OK﴿
Block shear rupture of the Plate:
Agt = Min﴾g, 2 * b ‐ g﴿ * t
= Min﴾5.5, ﴾10.54 ‐ 5.5﴿﴿ * 0.375
= 1.89 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 1.89 ‐ ﴾0.875﴿ * 0.375
= 1.5618 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.375
= 1.125 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.125 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.375
= 0.7968 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.7968 + 1 * 58 * 1.5618﴿; ﴾0.6 * 36 * 1.125 + 1 * 58 * 1.5618﴿﴿
= 86.1665 ≥ 12.8571 kips ﴾OK﴿
Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾14.5 ‐ 5.5﴿ * 0.71
= 6.39 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 1.5087 + 1 * 65 * 5.7687﴿; ﴾0.6 * 50 * 2.13 + 1 * 65 * 5.7687﴿﴿
= 325.3575 ≥ 12.8571 kips ﴾OK﴿
Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor ﴾K﴿ = 1.2
KL / r = k * L / ﴾t / 3.464﴿ = 1.2 * 2 / ﴾0.375 / 3.464﴿ = 22.1702
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 10.54 * 0.375 = 128.061 ≥ 12.8571 kips ﴾OK﴿
Plate Shear Strength at Column Flange Weld:
Force at each half‐flange:
Fs = ﴾Ff + F_Shear﴿ / 2 = ﴾12.8571 + 2.1428﴿ / 2 = 7.5 kips
F_Shear = 2.1428 kips is from shear plate.
Φ Rn = 1 * 0.6 * Fy * tp * Ls
= 1 * 0.6 * 36 * 0.375 * 5.8125
= 47.0812 ≥ 7.5 kips ﴾OK﴿
Plate‐to‐Support Weld:
Weld to column flange:
See above for the weld force.
Minimum fillet weld size:
wmin = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Strength at Each Half‐Flange:
Φ Rn = 0.75 * 0.8484 * Fexx * w * Lw = 0.75 * 0.8484 * 70 * 0.25 * 5.3125
= 59.156 ≥ 7.5 kips ﴾OK﴿
Column Flange Shear at Welds:
Yielding:
Φ Rn = 2 * tf * L * 1 * 0.6 * Fy = 2 * 0.71 * 5.8125 * 1 * 0.6 * 50
= 247.6125 ≥ 7.5 kips ﴾OK﴿
Rupture:
Φ Rn = 2 * tf * L * 0.75 * 0.6 * Fu = 2 * 0.71 * 5.8125 * 0.75 *0.6 * 65
= 241.4221 ≥ 7.5 kips ﴾OK﴿
2. RIGHT SIDE BEAM ‐ W14X90 SHEAR CONNECTION
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 6.39 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.71
= 5.7687 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.71
= 2.13 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=2.13 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.71
= 1.5087 in²
2.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 11.03 in. X 0.375 in.
Shear Connection Using One Plate:
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
05/06/2020
JMS
79
PROJECT NAME
PAGES
4/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
MC‐03: Moment Connx S300 W14
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
2.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
2.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
2.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿ = 2 in.
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Design Strength = Npl * C * Fv
= 1 * 2.2249 * 17.8923
= 39.8094 ≥ 15 kips ﴾OK﴿
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
2.c. Design Shear Strength of the Beam:
2.c.1. Design Shear Yield Strength:
A = dw * tw = 14 * 0.44 = 6.16 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 6.16 * 1
= 184.8 kips
Φ Rn = 1.0 * 184.8 = 184.8 kips
= 184.8 ≥ 15 kips ﴾OK﴿
2.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾14 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.44
= 5.005 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 5.005
= 195.195 kips
Φ Rn = 0.75 * 195.195 = 146.3962 kips
= 146.3962 ≥ 15 kips ﴾OK﴿
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Check Shear Yielding, Buckling, and Yielding due to Flexure
Mn = Fy * Z = 36 * 7.5937 = 273.375 k‐in.
Mc = 0.9 * 273.375 = 246.0375 k‐in.
Vn = 0.6 * Fy * Ag = 0.6 * 36 * 3.375 = 72.9 kips
Vc = 1.0 * 72.9 = 72.9 kips
Vr = 15 kips
Mr = Vr * e = 15 * 2 = 30 k‐in.
﴾Vr / Vc﴿² + ﴾Mr / Mc﴿² = ﴾15 / 72.9﴿² + ﴾30 / 246.0375﴿² = 0.0572 ≤ 1.0 ﴾OK﴿
2.c.3. Design Shear Strength of the Plate:
2.c.4. Design Shear Yield Strength:
2.d. Design Shear Strength Based on Bending of the Plate:
Flexural Rupture:
Net Section Modulus ﴾Znet﴿ = 5.625 in³
05/06/2020
JMS
80
PROJECT NAME
PAGES
5/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
Eccentricity ﴾e﴿ = 2 in.
Design Shear Strength = Φ * Znet * Fu / e = 0.75 * 5.625 * 58 / 2
= 122.3437 ≥ 15 kips ﴾OK﴿
Check Plate Flexural Local Buckling:
c = 2 in.
h0 = 9 in.
Lambda = h0 * Fy^0.5 / ﴾10 * t * ﴾475 + 280 * ﴾h0 / cp﴿²﴿^0.5﴿
= 9 * 36^0.5 / ﴾10 * 0.375 * ﴾475 + 280 * ﴾9 / 2﴿²﴿^0.5﴿
= 0.1836
Q=1
ΦFcr = 0.9 * Fy * Q = 0.9 * 36 * 1 = 32.4 ksi
Buckling Strength:
Φ Rn = ΦFcr * Snet / c = 32.4 * 5.0625 / 2
= 82.0125 ≥ 15 kips ﴾OK﴿
MC‐03: Moment Connx S300 W14
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.22 / ﴾0.707 * 70﴿
= 0.2889 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 9
= 87.9668 ≥ 15 kips ﴾OK﴿
Shear PL to Mom. Conn. Plate Weld:
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.7416
= 59.432 ≥ 15 kips ﴾OK﴿
Vertical forces at support weld and bolt group are assumed concentric. The couple
generated by these forces will be resisted by horizontal forces at top and bottom
welds.
Eccentricity ﴾ec﴿ = 2 in.
Fh = V * ec / H = 15 * 2 / 14 = 2.1428 kips
Weld Size = 0.1875 ≥ 0.1875 in. minimum ﴾OK﴿
Weld Capacity = 2 * 0.75 * 0.4242 * Fexx * w * L
= 2 * 0.75 * 0.4242 * 70 * 0.25 * 6.655
= 74.105 ≥ 2.1428 kips ﴾OK﴿
LEFT SIDE BEAM
3. LEFT SIDE BEAM ‐ W14X90 ‐ A992
2.e. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.44 * 0.7416
= 85.9051 ≥ 15 kips ﴾OK﴿
2.e.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a=0
Theta = 0
3.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
= P / 2 + M / d = 0 / 2 + 180 / 14
= 12.8571 kips
Top Plate: 8.5 in. to 12.58 in. X 11.03 in. X 0.375 in.
Bottom Plate: 8.5 in. to 12.58 in. X 11.03 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
3.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.71 * 14.5 = 10.295 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.71 * ﴾14.5 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 9.0525
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 9.0525 = 588.4125 kips
Yt * Fy * Afg = 1 * 50 * 10.295 = 514.75 kips
05/06/2020
JMS
81
PROJECT NAME
PAGES
6/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
Mn = Fy * Zx = 50 * 157 = 7850 kip‐in./in.
Φ Mn = 0.9 * Mn = 588.75 ≥ 15 k‐ft. ﴾OK﴿
Bolt Spacing and Edge Distance:
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Transverse to Beam ﴾et﴿:
= 4.5 ≥ 1 in. ﴾OK﴿
Bolt Shear and Bearing:
Design Shear Strength of Bolts = n * Fv
= 2 * 17.8923 = 35.7847 ≥ 12.8571 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾57.0937 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 42.8203 ≥ 12.8571 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Bearing Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.71
= 90.8578 ≥ 12.8571 kips ﴾OK﴿
Plate Tension
MC‐03: Moment Connx S300 W14
Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 10.54 * 0.375
= 128.061 ≥ 12.8571 kips ﴾OK﴿
Tension Rupture:
Φ Rn = 0.75 * Fu * ﴾b ‐ Max﴾0.15 * b﴿; Nt * ﴾dh + 0.0625﴿﴿﴿ * t
= 0.75 * 58 * ﴾10.54 ‐ Max﴾0.15 * 10.54, 2 * ﴾0.8125 + 0.0625﴿﴿﴿ * 0.375
= 143.3868 ≥ 12.8571 kips ﴾OK﴿
Block shear rupture of the Plate:
Agt = Min﴾g, 2 * b ‐ g﴿ * t
= Min﴾5.5, ﴾10.54 ‐ 5.5﴿﴿ * 0.375
= 1.89 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 1.89 ‐ ﴾0.875﴿ * 0.375
= 1.5618 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.375
= 1.125 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.125 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.375
= 0.7968 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.7968 + 1 * 58 * 1.5618﴿; ﴾0.6 * 36 * 1.125 + 1 * 58 * 1.5618﴿﴿
= 86.1665 ≥ 12.8571 kips ﴾OK﴿
Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾14.5 ‐ 5.5﴿ * 0.71
= 6.39 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 6.39 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.71
= 5.7687 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.71
= 2.13 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=2.13 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.71
= 1.5087 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 1.5087 + 1 * 65 * 5.7687﴿; ﴾0.6 * 50 * 2.13 + 1 * 65 * 5.7687﴿﴿
= 325.3575 ≥ 12.8571 kips ﴾OK﴿
3.b.1. Plate Tension Design Strength:
05/06/2020
JMS
82
PROJECT NAME
PAGES
7/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
MC‐03: Moment Connx S300 W14
Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor ﴾K﴿ = 1.2
KL / r = k * L / ﴾t / 3.464﴿ = 1.2 * 2 / ﴾0.375 / 3.464﴿ = 22.1702
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 10.54 * 0.375 = 128.061 ≥ 12.8571 kips ﴾OK﴿
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Plate Shear Strength at Column Flange Weld:
Force at each half‐flange:
Fs = ﴾Ff + F_Shear﴿ / 2 = ﴾12.8571 + 2.1428﴿ / 2 = 7.5 kips
F_Shear = 2.1428 kips is from shear plate.
Φ Rn = 1 * 0.6 * Fy * tp * Ls
= 1 * 0.6 * 36 * 0.375 * 5.8125
= 47.0812 ≥ 7.5 kips ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Plate‐to‐Support Weld:
Weld to column flange:
See above for the weld force.
Minimum fillet weld size:
wmin = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Strength at Each Half‐Flange:
Φ Rn = 0.75 * 0.8484 * Fexx * w * Lw = 0.75 * 0.8484 * 70 * 0.25 * 5.3125
= 59.156 ≥ 7.5 kips ﴾OK﴿
Column Flange Shear at Welds:
Yielding:
Φ Rn = 2 * tf * L * 1 * 0.6 * Fy = 2 * 0.71 * 5.8125 * 1 * 0.6 * 50
= 247.6125 ≥ 7.5 kips ﴾OK﴿
Rupture:
Φ Rn = 2 * tf * L * 0.75 * 0.6 * Fu = 2 * 0.71 * 5.8125 * 0.75 *0.6 * 65
= 241.4221 ≥ 7.5 kips ﴾OK﴿
4. LEFT SIDE BEAM ‐ W14X90 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 11.03 in. X 0.375 in.
Shear Connection Using One Plate:
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿ = 2 in.
Design Strength = Npl * C * Fv
= 1 * 2.2249 * 17.8923
= 39.8094 ≥ 15 kips ﴾OK﴿
4.c. Design Shear Strength of the Beam:
4.c.1. Design Shear Yield Strength:
A = dw * tw = 14 * 0.44 = 6.16 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 6.16 * 1
= 184.8 kips
Φ Rn = 1.0 * 184.8 = 184.8 kips
= 184.8 ≥ 15 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾14 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.44
= 5.005 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 5.005
= 195.195 kips
Φ Rn = 0.75 * 195.195 = 146.3962 kips
= 146.3962 ≥ 15 kips ﴾OK﴿
4.c.3. Design Shear Strength of the Plate:
4.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
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PROJECT NAME
PAGES
8/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
MC‐03: Moment Connx S300 W14
4.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
4.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Check Shear Yielding, Buckling, and Yielding due to Flexure
Mn = Fy * Z = 36 * 7.5937 = 273.375 k‐in.
Mc = 0.9 * 273.375 = 246.0375 k‐in.
Vn = 0.6 * Fy * Ag = 0.6 * 36 * 3.375 = 72.9 kips
Vc = 1.0 * 72.9 = 72.9 kips
Vr = 15 kips
Mr = Vr * e = 15 * 2 = 30 k‐in.
﴾Vr / Vc﴿² + ﴾Mr / Mc﴿² = ﴾15 / 72.9﴿² + ﴾30 / 246.0375﴿² = 0.0572 ≤ 1.0 ﴾OK﴿
4.d. Design Shear Strength Based on Bending of the Plate:
Flexural Rupture:
Net Section Modulus ﴾Znet﴿ = 5.625 in³
Eccentricity ﴾e﴿ = 2 in.
Design Shear Strength = Φ * Znet * Fu / e = 0.75 * 5.625 * 58 / 2
= 122.3437 ≥ 15 kips ﴾OK﴿
h0 = 9 in.
Lambda = h0 * Fy^0.5 / ﴾10 * t * ﴾475 + 280 * ﴾h0 / cp﴿²﴿^0.5﴿
= 9 * 36^0.5 / ﴾10 * 0.375 * ﴾475 + 280 * ﴾9 / 2﴿²﴿^0.5﴿
= 0.1836
Q=1
ΦFcr = 0.9 * Fy * Q = 0.9 * 36 * 1 = 32.4 ksi
Buckling Strength:
Φ Rn = ΦFcr * Snet / c = 32.4 * 5.0625 / 2
= 82.0125 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.7416
= 59.432 ≥ 15 kips ﴾OK﴿
4.e. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.44 * 0.7416
= 85.9051 ≥ 15 kips ﴾OK﴿
4.e.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a=0
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 65 * 0.22 / ﴾0.707 * 70﴿
= 0.2889 ≥ 0.25 in. ﴾OK﴿
Check Plate Flexural Local Buckling:
c = 2 in.
05/06/2020
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PROJECT NAME
PAGES
9/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S300_W14_My.dsn
CHECKED BY
DESCRIPTION
MC‐03: Moment Connx S300 W14
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 9
= 87.9668 ≥ 15 kips ﴾OK﴿
Shear PL to Mom. Conn. Plate Weld:
Vertical forces at support weld and bolt group are assumed concentric. The couple
generated by these forces will be resisted by horizontal forces at top and bottom welds.
Eccentricity ﴾ec﴿ = 2 in.
Fh = V * ec / H = 15 * 2 / 14 = 2.1428 kips
Weld Size = 0.1875 ≥ 0.1875 in. minimum ﴾OK﴿
Weld Capacity = 2 * 0.75 * 0.4242 * Fexx * w * L
= 2 * 0.75 * 0.4242 * 70 * 0.25 * 6.655
= 74.105 ≥ 2.1428 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐04: S301 Grid A.3 Moment Connections
EOR To Verify Mu <= 10kip-ft
Front View
Top View
HSS5X5X1/4 ‐ A500‐B‐46
3/16
E70XX:
All Welds UNO
PL3/8X3X3 ‐ A36
3/16
3 sides
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
3"
PL3/8X5X5 ‐ A36
W10X12 ‐ A992
End Gap = 1/2"
1/4
6"
2"
3/16
1/8
3 sides
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PROJECT NAME
PAGES
2/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐04: S301 Grid A.3 Moment Connections
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS5X5X1/4
Material: A500‐B‐46
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 2.25 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 2.25 + 3; 1.7 * 2.25 + 1.5 * 3﴿
= 34.7628 ≥ 12.158 kips ﴾OK﴿
2.a.4. Bottom Plate Tension Strength:
Member: Right Side Beam
Section: W10X12
Material: A992
DETAILED CALCULATION REPORT
2.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 12.158 kips ﴾OK﴿
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS5X5X1/4 ‐ A500‐B‐46
Right Side Beam: W10X12 ‐ A992
Axial Force: 0 kips
2.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 12.158 kips ﴾OK﴿
All Welds Are E70XX
2.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 12.158 kips ﴾OK﴿
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W10X12 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 120 / 9.87
= 12.158 kips
Top Plate: 3 in. X 3 in. X 0.375 in.
Bottom Plate: 5 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
2.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 12.158 kips ﴾OK﴿
2.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 12.158 kips ﴾OK﴿
2.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
2.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.125 in. Maximum Weld Size = 0.125 in.
Weld Size = 0.125 in. ﴾OK﴿
2.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.158 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.0606 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.875﴿
= 48.9375 ≥ 12.158 kips ﴾OK﴿
2.c. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.158 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.875 * 2﴿
= 0.0469 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.875﴿
= 63.2109 ≥ 12.158 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
05/06/2020
JMS
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PROJECT NAME
PAGES
3/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐04: S301 Grid A.3 Moment Connections
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 5 = 0.6
0.25 < 0.6 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.233 = 21.4592 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.233 / ﴾5 / 0.233﴿﴿ * 3 = 14.2345
= 14.2345 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 14.2345 >> 12.4223 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.534
Bp = 3 ≤ 4.534 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 3 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.6 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 5 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.233 = 21.4592 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.233 / ﴾5 / 0.233﴿﴿ * 5 = 23.7242
= 23.7242 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 23.7242 >> 12.4223 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.534
Bp = 5 ≤ 4.534 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 5 ≤ 4.25 ﴾Beyond Limit﴿
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.233 * ﴾5 * 0.3495 * 0.21﴿ = 41.9609
= 41.9609 >> 12.4223 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.0542 * ﴾1 + 3 * 0.21 / ﴾5 ‐ 3 * 0.233﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 86.2653
= 86.2653 >> 12.4223 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
﴾Limit State Does Not Apply﴿
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JMS
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PROJECT NAME
PAGES
4/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6333 * 17.8923
= 29.2239 ≥ 15 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 15 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 15 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 15 kips ﴾OK﴿
MC‐04: S301 Grid A.3 Moment Connections
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 15 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 *
0.5859﴿﴿
= 52.8257 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾2 ‐ 1﴿﴿ * 0.375 * 1 * 0.8166
= 41.464 ≥ 15 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
05/06/2020
JMS
89
PROJECT NAME
PAGES
5/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 2 * 0.19 * 0.8166
= 27.2315 ≥ 15 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 0
Φ C = 1.3533
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
MC‐04: S301 Grid A.3 Moment Connections
= 49.7859 kips
Φ Rv = 49.7859 ≥ 11.713 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.3 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0764 ≤ 0.233 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3533 * 1 * 3.5158 * 6
= 57.0975 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
3.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 120 / 10.245 + 0 / 2
= 11.713 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 0 + 11.713 ‐ 0
= 11.713 kips
Use Vu = 11.713 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 4.3 * 46 = 197.8 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾5 ‐ 3 * 0.233﴿ / 0.233 = 18.4592
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾5 ‐ 3 * 0.233﴿ * 0.233 * 1
05/06/2020
JMS
90
PROJECT NAME
PAGES
1/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W12.dsn
CHECKED BY
DESCRIPTION
MC‐05: S301 Grid A.3 Moment Connections W12x19
EOR To Verify Mu <= 10 kip-ft
Front View
Top View
HSS5X5X1/4 ‐ A500‐B‐46
E70XX:
All Welds UNO
3/16
PL3/8X3X3 ‐ A36
3 sides
3/16
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W12X19 ‐ A992
End Gap = 1/2"
3"
1/4
6"
2"
3/16
PL3/8X5X5 ‐ A36
3/16
3 sides
05/06/2020
JMS
91
PROJECT NAME
PAGES
2/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W12.dsn
CHECKED BY
DESCRIPTION
MC‐05: S301 Grid A.3 Moment Connections W12x19
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS5X5X1/4
Material: A500‐B‐46
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 2.25 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 2.25 + 3; 1.7 * 2.25 + 1.5 * 3﴿
= 34.7628 ≥ 9.836 kips ﴾OK﴿
2.a.4. Bottom Plate Tension Strength:
Member: Right Side Beam
Section: W12X19
Material: A992
DETAILED CALCULATION REPORT
2.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 9.836 kips ﴾OK﴿
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS5X5X1/4 ‐ A500‐B‐46
Right Side Beam: W12X19 ‐ A992
Axial Force: 0 kips
2.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 9.836 kips ﴾OK﴿
All Welds Are E70XX
2.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 9.836 kips ﴾OK﴿
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W12X19 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 120 / 12.2
= 9.836 kips
Top Plate: 3 in. X 3 in. X 0.375 in.
Bottom Plate: 5 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
2.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 9.836 kips ﴾OK﴿
2.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 9.836 kips ﴾OK﴿
2.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.35 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
2.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.35 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
2.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 9.836 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.049 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.875﴿
= 48.9375 ≥ 9.836 kips ﴾OK﴿
2.c. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 9.836 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.875 * 2﴿
= 0.0379 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.875﴿
= 63.2109 ≥ 9.836 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
05/06/2020
JMS
92
PROJECT NAME
PAGES
3/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W12.dsn
CHECKED BY
DESCRIPTION
MC‐05: S301 Grid A.3 Moment Connections W12x19
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 5 = 0.6
0.25 < 0.6 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.233 = 21.4592 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.233 / ﴾5 / 0.233﴿﴿ * 3 = 14.2345
= 14.2345 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 14.2345 >> 10.1265 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.534
Bp = 3 ≤ 4.534 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 3 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.6 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 5 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.233 = 21.4592 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.233 / ﴾5 / 0.233﴿﴿ * 5 = 23.7242
= 23.7242 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 23.7242 >> 10.1265 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.534
Bp = 5 ≤ 4.534 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 5 ≤ 4.25 ﴾Beyond Limit﴿
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.233 * ﴾5 * 0.3495 * 0.35﴿ = 44.962
= 44.962 >> 10.1265 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.0542 * ﴾1 + 3 * 0.35 / ﴾5 ‐ 3 * 0.233﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 93.613
= 93.613 >> 10.1265 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W12X19 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 18.4592 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 13.514 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.235﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
﴾Limit State Does Not Apply﴿
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PROJECT NAME
PAGES
4/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W12.dsn
CHECKED BY
DESCRIPTION
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6333 * 17.8923
= 29.2239 ≥ 15 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 12.2 * 0.235 = 2.867 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.867 * 1
= 86.01 kips
Φ Rn = 1.0 * 86.01 = 86.01 kips
= 86.01 ≥ 15 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾12.2 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.235
= 2.4557 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.4557
= 95.7742 kips
Φ Rn = 0.75 * 95.7742 = 71.8306 kips
= 71.8306 ≥ 15 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 15 kips ﴾OK﴿
MC‐05: S301 Grid A.3 Moment Connections W12x19
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 15 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 *
0.5859﴿﴿
= 52.8257 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾2 ‐ 1﴿﴿ * 0.375 * 1 * 0.8166
= 41.464 ≥ 15 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
05/06/2020
JMS
94
PROJECT NAME
PAGES
5/5
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA3_Mx‐W12.dsn
CHECKED BY
DESCRIPTION
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 2 * 0.235 * 0.8166
= 33.6811 ≥ 15 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 0
Φ C = 1.3533
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.233 / ﴾0.707 * 70﴿
= 0.273 ≥ 0.25 in. ﴾OK﴿
MC‐05: S301 Grid A.3 Moment Connections W12x19
= 49.7859 kips
Φ Rv = 49.7859 ≥ 11.713 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.3 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0764 ≤ 0.233 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3533 * 1 * 3.5158 * 6
= 57.0975 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
3.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 120 / 12.575 + 0 / 2
= 9.5427 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 0 + 9.5427 ‐ 0
= 11.713 kips
Use Vu = 11.713 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 4.3 * 46 = 197.8 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾5 ‐ 3 * 0.233﴿ / 0.233 = 18.4592
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾5 ‐ 3 * 0.233﴿ * 0.233 * 1
05/06/2020
JMS
95
PROJECT NAME
PAGES
1/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐06: S301 Grid A.6 Moment Connections W10x12
EOR to Verify Mu <= 20 kip-ft
Front View
HSS5X5X3/8 ‐ A500‐B‐46
3/16
3 sides
PL3/8X3X3 ‐ A36
3/16
3"
W10X12 ‐ A992
End Gap = 1/2"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
3 sides
E70XX:
All Welds UNO
3/16
PL3/8X3X3 ‐ A36
3"
2"
6"
3/16
3 sides
6"
2"
W10X12 ‐ A992
End Gap = 1/2"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
1/8
PL3/8X5X5 ‐ A36
3/16
1/8
3 sides
PL3/8X5X5 ‐ A36
3/16
05/06/2020
JMS
96
PROJECT NAME
PAGES
2/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐06: S301 Grid A.6 Moment Connections W10x12
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS5X5X3/8
Material: A500‐B‐46
Member: Right Side Beam
Section: W10X12
Material: A992
Member: Left Side Beam
Section: W10X12
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS5X5X3/8 ‐ A500‐B‐46
Left Side Beam: W10X12 ‐ A992
Right Side Beam: W10X12 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W10X12 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 9.87
= 24.3161 kips
Top Plate: 3 in. X 3 in. X 0.375 in.
Bottom Plate: 5 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
2.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 24.3161 kips ﴾OK﴿
2.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 24.3161 kips ﴾OK﴿
2.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 2.25 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 2.25 + 3; 1.7 * 2.25 + 1.5 * 3﴿
= 34.7628 ≥ 24.3161 kips ﴾OK﴿
2.a.4. Bottom Plate Tension Strength:
2.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 24.3161 kips ﴾OK﴿
2.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 24.3161 kips ﴾OK﴿
2.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 24.3161 kips ﴾OK﴿
2.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.125 in. Maximum Weld Size = 0.125 in.
Weld Size = 0.125 in. ﴾OK﴿
2.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 24.3161 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.1213 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.3125﴿
= 48.9375 ≥ 24.3161 kips ﴾OK﴿
2.c. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 24.3161 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.3125 * 2﴿
= 0.1098 in. ≤ 0.1875 in. ﴾OK﴿
05/06/2020
JMS
97
PROJECT NAME
PAGES
3/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐06: S301 Grid A.6 Moment Connections W10x12
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.3125﴿
= 54.0351 ≥ 24.3161 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 5 = 0.6
0.25 < 0.6 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.349 = 14.3266 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾5 / 0.349﴿﴿ * 3 = 31.9362
= 31.9362 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 31.9362 >> 24.8447 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.302
Bp = 3 ≤ 4.302 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 3 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.6 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 5 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.349 = 14.3266 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾5 / 0.349﴿﴿ * 5 = 53.227
= 53.227 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 53.227 >> 24.8447 kips ﴾OK﴿
Bp = 5 ≤ 4.302 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 5 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.349 * ﴾5 * 0.5235 * 0.21﴿ = 90.7853
= 90.7853 >> 24.8447 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.1218 * ﴾1 + 3 * 0.21 / ﴾5 ‐ 3 * 0.349﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 195.719
= 195.719 >> 24.8447 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 11.3266 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.302
05/06/2020
JMS
98
PROJECT NAME
PAGES
4/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6333 * 17.8923
= 29.2239 ≥ 15 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 15 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 15 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
MC‐06: S301 Grid A.6 Moment Connections W10x12
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 15 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 15 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 *
0.5859﴿﴿
= 52.8257 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾2 ‐ 1﴿﴿ * 0.375 * 1 * 0.8166
= 41.464 ≥ 15 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
05/06/2020
JMS
99
PROJECT NAME
PAGES
5/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 2 * 0.19 * 0.8166
= 27.2315 ≥ 15 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 0
Φ C = 1.3533
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3533 * 1 * 3.5158 * 6
= 57.0975 ≥ 15 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W10X12 MOMENT CONNECTION
MC‐06: S301 Grid A.6 Moment Connections W10x12
4.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 24.3161 kips ﴾OK﴿
4.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 2.25 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 2.25 + 3; 1.7 * 2.25 + 1.5 * 3﴿
= 34.7628 ≥ 24.3161 kips ﴾OK﴿
4.a.4. Bottom Plate Tension Strength:
4.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 24.3161 kips ﴾OK﴿
4.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 24.3161 kips ﴾OK﴿
4.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 24.3161 kips ﴾OK﴿
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 9.87
= 24.3161 kips
Top Plate: 3 in. X 3 in. X 0.375 in.
Bottom Plate: 5 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
4.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.21 in.
Minimum Weld Size = 0.125 in. Maximum Weld Size = 0.125 in.
Weld Size = 0.125 in. ﴾OK﴿
4.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 24.3161 kips ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.3125﴿
= 48.9375 ≥ 24.3161 kips ﴾OK﴿
4.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 24.3161 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.1213 in. ≤ 0.1875 in. ﴾OK﴿
4.c. Bottom Plate‐to‐Support Weld:
05/06/2020
JMS
100
PROJECT NAME
PAGES
6/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
MC‐06: S301 Grid A.6 Moment Connections W10x12
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 24.3161 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.3125 * 2﴿
= 0.1098 in. ≤ 0.1875 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.3125﴿
= 54.0351 ≥ 24.3161 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 5 = 0.6
0.25 < 0.6 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.349 = 14.3266 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾5 / 0.349﴿﴿ * 3 = 31.9362
= 31.9362 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 31.9362 >> 24.8447 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.302
Bp = 3 ≤ 4.302 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 3 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.6 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 5 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 5 / 0.349 = 14.3266 ≤ 35.0 ﴾Within Limit﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 4.302
Bp = 5 ≤ 4.302 ﴾Within Limit﴿
0.85 * B = 4.25
Bp = 5 ≤ 4.25 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.349 * ﴾5 * 0.5235 * 0.21﴿ = 90.7853
= 90.7853 >> 24.8447 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.1218 * ﴾1 + 3 * 0.21 / ﴾5 ‐ 3 * 0.349﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 195.719
= 195.719 >> 24.8447 kips ﴾OK﴿
5. LEFT SIDE BEAM ‐ W10X12 SHEAR CONNECTION
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 6 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 11.3266 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.19﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾5 / 0.349﴿﴿ * 5 = 53.227
= 53.227 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 53.227 >> 24.8447 kips ﴾OK﴿
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PROJECT NAME
PAGES
7/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 6 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 1.6333 * 17.8923
= 29.2239 ≥ 15 kips ﴾OK﴿
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 9.87 * 0.19 = 1.8753 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 1.8753 * 1
= 56.259 kips
Φ Rn = 1.0 * 56.259 = 56.259 kips
= 56.259 ≥ 15 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾9.87 ‐ 2 * ﴾0.8125 + 0.0625﴿﴿ * 0.19
= 1.5428 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.5428
= 60.1692 kips
Φ Rn = 0.75 * 60.1692 = 45.1269 kips
= 45.1269 ≥ 15 kips ﴾OK﴿
MC‐06: S301 Grid A.6 Moment Connections W10x12
5.c.4. Design Shear Yield Strength:
A = dw * tw = 6 * 0.375 = 2.25 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 2.25 * 1
= 48.6 kips
Φ Rn = 1.0 * 48.6 = 48.6 kips
ΦVn = 48.6 ≥ 15 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾6 ‐ 2 * 0.875﴿ * 0.375 = 1.5937 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 1.5937 * 0.75 * 0.6 * 58
= 41.5968 ≥ 15 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾6 ‐ 1.5﴿ * 0.375 = 1.6875 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 1.6875 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.1953 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1953 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 1.6875 + 1 * 58 *
0.5859﴿﴿
= 52.8257 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
5.c.3. Design Shear Strength of the Plate:
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PROJECT NAME
PAGES
8/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W10.dsn
CHECKED BY
DESCRIPTION
= 1 * ﴾57.0937 + 78.3 * ﴾2 ‐ 1﴿﴿ * 0.375 * 1 * 0.8166
= 41.464 ≥ 15 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 2 * 0.19 * 0.8166
= 27.2315 ≥ 15 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1666
Theta = 0
Φ C = 1.3533
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
MC‐06: S301 Grid A.6 Moment Connections W10x12
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 23.426 + 23.426 ‐ 0
= 11.713 kips
Use Vu = 11.713 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 6.18 * 46 = 284.28 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾5 ‐ 3 * 0.349﴿ / 0.349 = 11.3266
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾5 ‐ 3 * 0.349﴿ * 0.349 * 1
= 68.5383 kips
Φ Rv = 68.5383 ≥ 11.713 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 3.95 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0702 ≤ 0.349 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3533 * 1 * 3.5158 * 6
= 57.0975 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 240 / 10.245 + 0 / 2
= 23.426 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 240 / 10.245 + 0 / 2
= 23.426 kips
HSS Column Panel Zone Shear:
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PROJECT NAME
PAGES
1/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
EOR to Verify Mu <= 20 kip-ft
Front View
HSS6X6X1/2 ‐ A500‐B‐46
1/4
1‐1/2"
1‐1/2"
3"
W14X22 ‐ A992
End Gap = 1/2"
E70XX:
All Welds UNO
1/4
PL3/8X5X4 ‐ A36, Typ
1@3"‐ Gage: 2‐3/4"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X6X4 ‐ A36, Typ
1@3"‐ Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
3"
2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W18X35 ‐ A992
End Gap = 1/2"
9"
9"
2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
1/4
1/4
1/4
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PROJECT NAME
PAGES
2/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS6X6X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W18X35
Material: A992
Member: Left Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS6X6X1/2 ‐ A500‐B‐46
Left Side Beam: W14X22 ‐ A992
Right Side Beam: W18X35 ‐ A992
Axial Force: 0 kips
Yt * Fy * Afg = 1 * 50 * 2.55 = 127.5 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.8062 * 57.6 / 2.55
= 2652 kips/in.
Φ Mn = 0.9 * Mn = 198.9 ≥ 20 k‐ft. ﴾OK﴿
2.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 13.5593
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W18X35 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 17.7
= 13.5593 kips
Top Plate: 4 in. X 6 in. X 0.375 in.
Bottom Plate: 4 in. X 6 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
2.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.425 * 6 = 2.55 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.425 * ﴾6 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.8062 in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.8062 = 117.4062 kips
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 13.5593 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.425
= 54.3867 ≥ 13.5593 kips ﴾OK﴿
2.d. Plate Tension Design Strength:
2.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
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PROJECT NAME
PAGES
3/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
= 0.9 * 36 * 6 * 0.375
= 72.9 ≥ 13.5593 kips ﴾OK﴿
2.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 6 ‐ Max﴾0.15 * 6; 2 * ﴾0.8125 + 0.0625﴿﴿ = 4.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾4.25, 0﴿ = 4.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 4.25 * 0.375
= 69.3281 ≥ 13.5593 kips ﴾OK﴿
2.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.5 * 0.375
= 0.9375 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.9375 ‐ ﴾0.875﴿ * 0.375
= 0.6093 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.6093﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.6093﴿﴿
= 50.8078 ≥ 13.5593 kips ﴾OK﴿
2.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾6 ‐ 3.5﴿* 0.425
= 1.0625 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 1.0625 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.425
= 0.6906 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.425
= 1.275 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.275 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.425
= 0.9031 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.9031 + 1 * 65 * 0.6906﴿; ﴾0.6 * 50 * 1.275 + 1 * 65 * 0.6906﴿﴿
= 60.0843 ≥ 13.5593 kips ﴾OK﴿
2.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 6 * 0.375 = 72.9 ≥ 13.5593 kips ﴾OK﴿
2.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 13.5593 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0541 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 3.75﴿
= 61.1718 ≥ 13.5593 kips ﴾OK﴿
2.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 13.5593 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0541 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 3.75﴿
= 61.1718 ≥ 13.5593 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 6 / 6 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 6 = 94.4903
= 94.4903 < 76.95 kips = 0.95 * 36 * 0.375 * 6
= 94.4903 >> 13.8929 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 6 >> 5.07 ﴾Beyond Limit﴿
0.85 * B = 5.1
Bp = 6 >> 5.1 ﴾Within Limit﴿
﴾Limit State Does Not Apply﴿
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PROJECT NAME
PAGES
4/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.465 * ﴾5 * 0.6975 * 0.425﴿ = 167.3767
= 167.3767 >> 13.8929 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.2162 * ﴾1 + 3 * 0.425 / ﴾6 ‐ 3 * 0.465﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 382.6597
= 382.6597 >> 13.8929 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W18X35 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.3﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 40 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾40² + 0²﴿^0.5
= 40 kips
Theta = Atan﴾V / H﴿ = Atan﴾40 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 40 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 17.7 * 0.3 = 5.31 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 5.31 * 1
= 159.3 kips
Φ Rn = 1.0 * 159.3 = 159.3 kips
= 159.3 ≥ 40 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾17.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.3
= 4.5225 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 4.5225
= 176.3775 kips
Φ Rn = 0.75 * 176.3775 = 132.2831 kips
= 132.2831 ≥ 40 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 40 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
05/06/2020
JMS
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PROJECT NAME
PAGES
5/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 40 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 40 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 40 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.3 * 0.9049
= 71.4662 ≥ 40 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 40 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W14X22 MOMENT CONNECTION
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 13.7
= 17.5182 kips
Top Plate: 4 in. X 5 in. X 0.375 in.
Bottom Plate: 4 in. X 5 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
4.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.335 * 5 = 1.675 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.335 * ﴾5 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.0887 in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.0887 = 70.7687 kips
Yt * Fy * Afg = 1 * 50 * 1.675 = 83.75 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.0887 * 29 / 1.675
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PROJECT NAME
PAGES
6/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
= 1225.25 kips/in.
Φ Mn = 0.9 * Mn = 91.8937 ≥ 20 k‐ft. ﴾OK﴿
4.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 17.5182
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 17.5182 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.335
= 42.8695 ≥ 17.5182 kips ﴾OK﴿
4.d. Plate Tension Design Strength:
4.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 5 ‐ Max﴾0.15 * 5; 2 * ﴾0.8125 + 0.0625﴿﴿ = 3.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾3.25, 0﴿ = 3.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 3.25 * 0.375
= 53.0156 ≥ 17.5182 kips ﴾OK﴿
4.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.25 * 0.375
= 0.8437 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.8437 ‐ ﴾0.875﴿ * 0.375
= 0.5156 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.5156﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.5156﴿﴿
= 46.7296 ≥ 17.5182 kips ﴾OK﴿
4.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾5 ‐ 2.75﴿* 0.335
= 0.7537 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 0.7537 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.335
= 0.4606 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.335
= 1.005 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.005 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.335
= 0.7118 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.7118 + 1 * 65 * 0.4606﴿; ﴾0.6 * 50 * 1.005 + 1 * 65 * 0.4606﴿﴿
= 43.2778 ≥ 17.5182 kips ﴾OK﴿
4.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
4.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 17.5182 kips ﴾OK﴿
05/06/2020
JMS
109
PROJECT NAME
PAGES
7/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 17.5182 kips ﴾OK﴿
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
5. LEFT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
4.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 17.5182 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0699 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 17.5182 kips ﴾OK﴿
4.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 17.5182 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0699 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 17.5182 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 6 = 0.8333
0.25 < 0.8333 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 5 = 78.7419
= 78.7419 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 78.7419 >> 17.9573 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 5 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 5 ≤ 5.1 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Beta = 0.8333 < 1.0
05/06/2020
JMS
110
PROJECT NAME
PAGES
8/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 15 kips ﴾OK﴿
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 15 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.5472 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.5472
= 99.3427 kips
Φ Rn = 0.75 * 99.3427 = 74.507 kips
= 74.507 ≥ 15 kips ﴾OK﴿
5.c.3. Design Shear Strength of the Plate:
5.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.23 * 0.9049
= 54.7907 ≥ 15 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
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PROJECT NAME
PAGES
9/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_Mx‐W14W18.dsn
CHECKED BY
DESCRIPTION
MC‐07: S301 Grid A.6 Moment Connections W14 & W18
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 240 / 18.075 + 0 / 2
= 13.278 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 240 / 14.075 + 0 / 2
= 17.0515 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 17.0515 + 13.278 ‐ 0
= 30.3295 kips
Use Vu = 30.3295 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 9.74 * 46 = 448.04 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾6 ‐ 3 * 0.465﴿ / 0.465 = 9.9032
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾6 ‐ 3 * 0.465﴿ * 0.465 * 1
= 106.381 kips
Φ Rv = 106.381 ≥ 30.3295 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.61 * ﴾46^0.5﴿ / ﴾2.24 * ﴾29000﴿^0.5﴿
= 0.0819 ≤ 0.465 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
112
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_139_W14x22.dsn
CHECKED BY
DESCRIPTION
MC‐08: S301 A.6/13.9, W14x22 Connx
EOR to Verify Mu <= 20 kip-ft
Front View
HSS6X6X1/2 ‐ A500‐B‐46
1/4
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
E70XX:
All Welds UNO
PL3/8X5X4 ‐ A36, Typ
1@3"‐ Gage: 2‐3/4"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1‐1/2"
2"
3‐7/8"
W14X22 ‐ A992
End Gap = 1/2"
9"
1/4
1/4
05/06/2020
JMS
113
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_139_W14x22.dsn
CHECKED BY
DESCRIPTION
MC‐08: S301 A.6/13.9, W14x22 Connx
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS6X6X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W14X22
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS6X6X1/2 ‐ A500‐B‐46
Right Side Beam: W14X22 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W14X22 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 360 / 13.7
= 26.2773 kips
Top Plate: 4 in. X 5 in. X 0.375 in.
Bottom Plate: 4 in. X 5 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
2.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.335 * 5 = 1.675 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.335 * ﴾5 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.0887 in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.0887 = 70.7687 kips
Yt * Fy * Afg = 1 * 50 * 1.675 = 83.75 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.0887 * 29 / 1.675
= 1225.25 kips/in.
Φ Mn = 0.9 * Mn = 91.8937 ≥ 30 k‐ft. ﴾OK﴿
2.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 26.2773
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 26.2773 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.335
= 42.8695 ≥ 26.2773 kips ﴾OK﴿
2.d. Plate Tension Design Strength:
2.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 26.2773 kips ﴾OK﴿
2.d.2. Tension Rupture:
Effective Net Width:
05/06/2020
JMS
114
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_139_W14x22.dsn
CHECKED BY
DESCRIPTION
MC‐08: S301 A.6/13.9, W14x22 Connx
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 5 ‐ Max﴾0.15 * 5; 2 * ﴾0.8125 + 0.0625﴿﴿ = 3.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾3.25, 0﴿ = 3.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 3.25 * 0.375
= 53.0156 ≥ 26.2773 kips ﴾OK﴿
2.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.25 * 0.375
= 0.8437 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.8437 ‐ ﴾0.875﴿ * 0.375
= 0.5156 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.5156﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.5156﴿﴿
= 46.7296 ≥ 26.2773 kips ﴾OK﴿
2.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾5 ‐ 2.75﴿* 0.335
= 0.7537 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 0.7537 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.335
= 0.4606 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.335
= 1.005 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.005 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.335
= 0.7118 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.7118 + 1 * 65 * 0.4606﴿; ﴾0.6 * 50 * 1.005 + 1 * 65 * 0.4606﴿﴿
= 43.2778 ≥ 26.2773 kips ﴾OK﴿
2.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 26.2773 kips ﴾OK﴿
2.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 26.2773 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1048 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 26.2773 kips ﴾OK﴿
2.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 26.2773 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1048 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 26.2773 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 6 = 0.8333
0.25 < 0.8333 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 5 = 78.7419
= 78.7419 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 78.7419 >> 26.936 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 5 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 5 ≤ 5.1 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.8333 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
3. RIGHT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
05/06/2020
JMS
115
PROJECT NAME
PAGES
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_139_W14x22.dsn
CHECKED BY
DESCRIPTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 20 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾20² + 0²﴿^0.5
= 20 kips
Theta = Atan﴾V / H﴿ = Atan﴾20 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Nancy O'Brian
PROJECT NO
MC‐08: S301 A.6/13.9, W14x22 Connx
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 20 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 20 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.5472 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.5472
= 99.3427 kips
Φ Rn = 0.75 * 99.3427 = 74.507 kips
= 74.507 ≥ 20 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 20 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 20 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
05/06/2020
JMS
116
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA6_139_W14x22.dsn
CHECKED BY
DESCRIPTION
MC‐08: S301 A.6/13.9, W14x22 Connx
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 20 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 20 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.23 * 0.9049
= 54.7907 ≥ 20 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 20 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
3.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 360 / 14.075 + 0 / 2
= 25.5772 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 0 + 25.5772 ‐ 0
= 25.5772 kips
HSS Side Wall Shear Strength:
Py = A * Fy = 9.74 * 46 = 448.04 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾6 ‐ 3 * 0.465﴿ / 0.465 = 9.9032
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾6 ‐ 3 * 0.465﴿ * 0.465 * 1
= 106.381 kips
Φ Rv = 106.381 ≥ 25.5772 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.61 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0819 ≤ 0.465 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
117
PROJECT NAME
PAGES
1/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
EOR to Verify Mu <= 20 kip-ft
Front View
HSS6X6X1/2 ‐ A500‐B‐46
1/4
E70XX:
All Welds UNO
1/4
PL3/8X8X4 ‐ A36, Typ
1@3"‐ Gage: 5‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X8X4 ‐ A36, Typ
1@3"‐ Gage: 5‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1‐1/2"
3"
W24X68 ‐ A992
End Gap = 1/2"
1‐1/2"
3"
W24X68 ‐ A992
End Gap = 1/2"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
12"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
12"
2"
2"
1/4
1/4
1/4
1/4
05/06/2020
JMS
118
PROJECT NAME
PAGES
2/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS6X6X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W24X68
Material: A992
Member: Left Side Beam
Section: W24X68
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS6X6X1/2 ‐ A500‐B‐46
Left Side Beam: W24X68 ‐ A992
Right Side Beam: W24X68 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W24X68 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 23.7
= 10.1265 kips
Top Plate: 4 in. X 8 in. X 0.375 in.
Bottom Plate: 4 in. X 8 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
2.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.585 * 8.97 = 5.2474 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.585 * ﴾8.97 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 4.2237
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 4.2237 = 274.5405 kips
Yt * Fy * Afg = 1 * 50 * 5.2474 = 262.3725 kips
Mn = Fy * Zx = 50 * 177 = 8850 kip‐in./in.
Φ Mn = 0.9 * Mn = 663.75 ≥ 20 k‐ft. ﴾OK﴿
2.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.735 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 10.1265
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 10.1265 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.585
= 74.8617 ≥ 10.1265 kips ﴾OK﴿
2.d. Plate Tension Design Strength:
2.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 8 * 0.375
05/06/2020
JMS
119
PROJECT NAME
PAGES
3/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
= 97.2 ≥ 10.1265 kips ﴾OK﴿
2.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 8 ‐ Max﴾0.15 * 8; 2 * ﴾0.8125 + 0.0625﴿﴿ = 6.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾6.25, 0﴿ = 6.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 6.25 * 0.375
= 101.9531 ≥ 10.1265 kips ﴾OK﴿
2.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.5 * 0.375
= 0.9375 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.9375 ‐ ﴾0.875﴿ * 0.375
= 0.6093 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.6093﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.6093﴿﴿
= 50.8078 ≥ 10.1265 kips ﴾OK﴿
2.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾8.97 ‐ 5.5﴿* 0.585
= 2.0299 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 2.0299 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.585
= 1.518 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.585
= 1.755 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.755 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.585
= 1.2431 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 1.2431 + 1 * 65 * 1.518﴿; ﴾0.6 * 50 * 1.755 + 1 * 65 * 1.518﴿﴿
= 110.3675 ≥ 10.1265 kips ﴾OK﴿
2.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 8 * 0.375 = 97.2 ≥ 10.1265 kips ﴾OK﴿
2.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 10.1265 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0404 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾8, 3.75﴿
= 61.1718 ≥ 10.1265 kips ﴾OK﴿
2.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 10.1265 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0404 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾8, 3.75﴿
= 61.1718 ≥ 10.1265 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 6 / 6 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 6 = 94.4903
= 94.4903 < 76.95 kips = 0.95 * 36 * 0.375 * 6
= 94.4903 >> 10.3828 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 6 >> 5.07 ﴾Beyond Limit﴿
0.85 * B = 5.1
Bp = 6 >> 5.1 ﴾Within Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 1 ≥ 1.0
05/06/2020
JMS
120
PROJECT NAME
PAGES
4/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.465 * ﴾5 * 0.6975 * 0.585﴿ = 174.2215
= 174.2215 >> 10.3828 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.2162 * ﴾1 + 3 * 0.585 / ﴾6 ‐ 3 * 0.465﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 413.8972
= 413.8972 >> 10.3828 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W24X68 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.415﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 40 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾40² + 0²﴿^0.5
= 40 kips
Theta = Atan﴾V / H﴿ = Atan﴾40 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7515 * 17.8923
= 67.1234 ≥ 40 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 23.7 * 0.415 = 9.8355 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 9.8355 * 1
= 295.065 kips
Φ Rn = 1.0 * 295.065 = 295.065 kips
= 295.065 ≥ 40 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾23.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.415
= 8.383 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 8.383
= 326.937 kips
Φ Rn = 0.75 * 326.937 = 245.2027 kips
= 245.2027 ≥ 40 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 40 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
05/06/2020
JMS
121
PROJECT NAME
PAGES
5/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 40 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 40 kips ﴾OK﴿
= 1 * 87.75 * 4 * 0.415 * 0.9378
= 136.6161 ≥ 40 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 12
= 117.2891 ≥ 40 kips ﴾OK﴿
LEFT SIDE BEAM
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.9378
= 102.6955 ≥ 40 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
4. LEFT SIDE BEAM ‐ W24X68 MOMENT CONNECTION
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 240 / 23.7
= 10.1265 kips
Top Plate: 4 in. X 8 in. X 0.375 in.
Bottom Plate: 4 in. X 8 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
4.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.585 * 8.97 = 5.2474 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.585 * ﴾8.97 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 4.2237
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 4.2237 = 274.5405 kips
Yt * Fy * Afg = 1 * 50 * 5.2474 = 262.3725 kips
Mn = Fy * Zx = 50 * 177 = 8850 kip‐in./in.
Φ Mn = 0.9 * Mn = 663.75 ≥ 20 k‐ft. ﴾OK﴿
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PROJECT NAME
PAGES
6/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
4.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.735 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 10.1265
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 10.1265 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.585
= 74.8617 ≥ 10.1265 kips ﴾OK﴿
4.d. Plate Tension Design Strength:
4.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 8 * 0.375
= 97.2 ≥ 10.1265 kips ﴾OK﴿
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 8 ‐ Max﴾0.15 * 8; 2 * ﴾0.8125 + 0.0625﴿﴿ = 6.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾6.25, 0﴿ = 6.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 6.25 * 0.375
= 101.9531 ≥ 10.1265 kips ﴾OK﴿
4.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.5 * 0.375
= 0.9375 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.9375 ‐ ﴾0.875﴿ * 0.375
= 0.6093 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.6093﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.6093﴿﴿
= 50.8078 ≥ 10.1265 kips ﴾OK﴿
4.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾8.97 ‐ 5.5﴿* 0.585
= 2.0299 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 2.0299 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.585
= 1.518 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.585
= 1.755 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.755 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.585
= 1.2431 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 1.2431 + 1 * 65 * 1.518﴿; ﴾0.6 * 50 * 1.755 + 1 * 65 * 1.518﴿﴿
= 110.3675 ≥ 10.1265 kips ﴾OK﴿
4.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
4.d.2. Tension Rupture:
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JMS
123
PROJECT NAME
PAGES
7/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 8 * 0.375 = 97.2 ≥ 10.1265 kips ﴾OK﴿
4.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 10.1265 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0404 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾8, 3.75﴿
= 61.1718 ≥ 10.1265 kips ﴾OK﴿
4.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 10.1265 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0404 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾8, 3.75﴿
= 61.1718 ≥ 10.1265 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 6 / 6 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 6 = 94.4903
= 94.4903 < 76.95 kips = 0.95 * 36 * 0.375 * 6
= 94.4903 >> 10.3828 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 6 >> 5.07 ﴾Beyond Limit﴿
0.85 * B = 5.1
Bp = 6 >> 5.1 ﴾Within Limit﴿
= 1 * 2 * 46 * 0.465 * ﴾5 * 0.6975 * 0.585﴿ = 174.2215
= 174.2215 >> 10.3828 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.2162 * ﴾1 + 3 * 0.585 / ﴾6 ‐ 3 * 0.465﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 413.8972
= 413.8972 >> 10.3828 kips ﴾OK﴿
5. LEFT SIDE BEAM ‐ W24X68 SHEAR CONNECTION
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.415﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 40 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾40² + 0²﴿^0.5
= 40 kips
Theta = Atan﴾V / H﴿ = Atan﴾40 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
﴾Limit State Does Not Apply﴿
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
05/06/2020
JMS
124
PROJECT NAME
PAGES
8/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7515 * 17.8923
= 67.1234 ≥ 40 kips ﴾OK﴿
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 23.7 * 0.415 = 9.8355 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 9.8355 * 1
= 295.065 kips
Φ Rn = 1.0 * 295.065 = 295.065 kips
= 295.065 ≥ 40 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾23.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.415
= 8.383 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 8.383
= 326.937 kips
Φ Rn = 0.75 * 326.937 = 245.2027 kips
= 245.2027 ≥ 40 kips ﴾OK﴿
5.c.3. Design Shear Strength of the Plate:
5.c.4. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 40 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 40 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 40 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.9378
= 102.6955 ≥ 40 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 4 * 0.415 * 0.9378
= 136.6161 ≥ 40 kips ﴾OK﴿
05/06/2020
JMS
125
PROJECT NAME
PAGES
9/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridA9_Mx‐W24.dsn
CHECKED BY
DESCRIPTION
MC‐09: S301 Grid A.9 Moment Connections W24
Φ Rv = 106.381 ≥ 19.9376 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.61 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0819 ≤ 0.465 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 12
= 117.2891 ≥ 40 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 240 / 24.075 + 0 / 2
= 9.9688 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 240 / 24.075 + 0 / 2
= 9.9688 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 9.9688 + 9.9688 ‐ 0
= 19.9376 kips
Use Vu = 19.9376 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 9.74 * 46 = 448.04 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾6 ‐ 3 * 0.465﴿ / 0.465 = 9.9032
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾6 ‐ 3 * 0.465﴿ * 0.465 * 1
= 106.381 kips
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PROJECT NAME
PAGES
1/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
EOR to Verify Mu<=45 kip-ft
Front View
HSS8X8X3/8 ‐ A500‐B‐46
1/4
PL3/8X6X4 ‐ A36, Typ
1@3"‐ Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1‐1/2"
1‐1/2"
W16X31 ‐ A992
End Gap = 1/2"
E70XX:
All Welds UNO
1/4
PL3/8X6X4 ‐ A36, Typ
1@3"‐ Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
3"
3"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
W16X31 ‐ A992
End Gap = 1/2"
2"
9"
9"
1/4
1/4
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
1/4
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PROJECT NAME
PAGES
2/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS8X8X3/8
Material: A500‐B‐46
Member: Right Side Beam
Section: W16X31
Material: A992
Member: Left Side Beam
Section: W16X31
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS8X8X3/8 ‐ A500‐B‐46
Left Side Beam: W16X31 ‐ A992
Right Side Beam: W16X31 ‐ A992
Axial Force: 0 kips
Yt * Fy * Afg = 1 * 50 * 2.4332 = 121.66 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.6632 * 47.2 / 2.4332
= 2097.1139 kips/in.
Φ Mn = 0.9 * Mn = 157.2835 ≥ 45 k‐ft. ﴾OK﴿
2.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.015 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 33.9622
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W16X31 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 540 / 15.9
= 33.9622 kips
Top Plate: 4 in. X 6 in. X 0.375 in.
Bottom Plate: 4 in. X 6 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
2.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.44 * 5.53 = 2.4332 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.44 * ﴾5.53 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.6632
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.6632 = 108.108 kips
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 33.9622 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.44
= 56.3062 ≥ 33.9622 kips ﴾OK﴿
2.d. Plate Tension Design Strength:
2.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
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PROJECT NAME
PAGES
3/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
= 0.9 * 36 * 6 * 0.375
= 72.9 ≥ 33.9622 kips ﴾OK﴿
2.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 6 ‐ Max﴾0.15 * 6; 2 * ﴾0.8125 + 0.0625﴿﴿ = 4.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾4.25, 0﴿ = 4.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 4.25 * 0.375
= 69.3281 ≥ 33.9622 kips ﴾OK﴿
2.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.5 * 0.375
= 0.9375 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.9375 ‐ ﴾0.875﴿ * 0.375
= 0.6093 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.6093﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.6093﴿﴿
= 50.8078 ≥ 33.9622 kips ﴾OK﴿
2.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾5.53 ‐ 3.5﴿* 0.44
= 0.8932 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 0.8932 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.44
= 0.5082 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.44
= 1.32 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.32 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.44
= 0.935 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.935 + 1 * 65 * 0.5082﴿; ﴾0.6 * 50 * 1.32 + 1 * 65 * 0.5082﴿﴿
= 52.1235 ≥ 33.9622 kips ﴾OK﴿
2.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 6 * 0.375 = 72.9 ≥ 33.9622 kips ﴾OK﴿
2.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.9622 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.1126 * 2﴿
= 0.1633 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 6.3125﴿
= 97.875 ≥ 33.9622 kips ﴾OK﴿
2.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.9622 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.1126 * 2﴿
= 0.1633 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 6.3125﴿
= 97.875 ≥ 33.9622 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5.53 / 8 = 0.6912
0.25 < 0.6912 ≤ 1.0 ﴾Within Limit﴿
B / t = 8 / 0.349 = 22.9226 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾8 / 0.349﴿﴿ * 5.53 = 36.7931
= 36.7931 < 70.9222 kips = 0.95 * 36 * 0.375 * 5.53
= 36.7931 >> 34.9288 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 7.302
Bp = 5.53 ≤ 7.302 ﴾Within Limit﴿
0.85 * B = 6.8
Bp = 5.53 ≤ 6.8 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
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129
PROJECT NAME
PAGES
4/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
Beta = 0.6912 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
3. RIGHT SIDE BEAM ‐ W16X31 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.275﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 15 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 15.9 * 0.275 = 4.3725 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 4.3725 * 1
= 131.175 kips
Φ Rn = 1.0 * 131.175 = 131.175 kips
= 131.175 ≥ 15 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾15.9 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.275
= 3.6506 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 3.6506
= 142.3743 kips
Φ Rn = 0.75 * 142.3743 = 106.7807 kips
= 106.7807 ≥ 15 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
05/06/2020
JMS
130
PROJECT NAME
PAGES
5/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.275 * 0.9049
= 65.5107 ≥ 15 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 15 kips ﴾OK﴿
LEFT SIDE BEAM
4. LEFT SIDE BEAM ‐ W16X31 MOMENT CONNECTION
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 540 / 15.9
= 33.9622 kips
Top Plate: 4 in. X 6 in. X 0.375 in.
Bottom Plate: 4 in. X 6 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
4.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.44 * 5.53 = 2.4332 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.44 * ﴾5.53 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.6632
in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.6632 = 108.108 kips
Yt * Fy * Afg = 1 * 50 * 2.4332 = 121.66 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.6632 * 47.2 / 2.4332
= 2097.1139 kips/in.
Φ Mn = 0.9 * Mn = 157.2835 ≥ 45 k‐ft. ﴾OK﴿
4.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
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PROJECT NAME
PAGES
6/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.015 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 33.9622
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 33.9622 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.44
= 56.3062 ≥ 33.9622 kips ﴾OK﴿
4.d. Plate Tension Design Strength:
4.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 6 * 0.375
= 72.9 ≥ 33.9622 kips ﴾OK﴿
4.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 6 ‐ Max﴾0.15 * 6; 2 * ﴾0.8125 + 0.0625﴿﴿ = 4.25 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾4.25, 0﴿ = 4.25 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 4.25 * 0.375
= 69.3281 ≥ 33.9622 kips ﴾OK﴿
4.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.5 * 0.375
= 0.9375 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.9375 ‐ ﴾0.875﴿ * 0.375
= 0.6093 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.6093﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.6093﴿﴿
= 50.8078 ≥ 33.9622 kips ﴾OK﴿
4.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾5.53 ‐ 3.5﴿* 0.44
= 0.8932 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 0.8932 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.44
= 0.5082 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.44
= 1.32 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.32 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.44
= 0.935 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.935 + 1 * 65 * 0.5082﴿; ﴾0.6 * 50 * 1.32 + 1 * 65 * 0.5082﴿﴿
= 52.1235 ≥ 33.9622 kips ﴾OK﴿
4.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 6 * 0.375 = 72.9 ≥ 33.9622 kips ﴾OK﴿
4.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.9622 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.1126 * 2﴿
= 0.1633 in. ≤ 0.25 in. ﴾OK﴿
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PROJECT NAME
PAGES
7/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 6.3125﴿
= 97.875 ≥ 33.9622 kips ﴾OK﴿
4.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.9622 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.1126 * 2﴿
= 0.1633 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾6, 6.3125﴿
= 97.875 ≥ 33.9622 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5.53 / 8 = 0.6912
0.25 < 0.6912 ≤ 1.0 ﴾Within Limit﴿
B / t = 8 / 0.349 = 22.9226 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.349 / ﴾8 / 0.349﴿﴿ * 5.53 = 36.7931
= 36.7931 < 70.9222 kips = 0.95 * 36 * 0.375 * 5.53
= 36.7931 >> 34.9288 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 7.302
Bp = 5.53 ≤ 7.302 ﴾Within Limit﴿
0.85 * B = 6.8
Bp = 5.53 ≤ 6.8 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.6912 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
5. LEFT SIDE BEAM ‐ W16X31 SHEAR CONNECTION
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.275﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 15 kips ﴾OK﴿
Shear Connection Using One Plate:
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PROJECT NAME
PAGES
8/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 15.9 * 0.275 = 4.3725 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 4.3725 * 1
= 131.175 kips
Φ Rn = 1.0 * 131.175 = 131.175 kips
= 131.175 ≥ 15 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾15.9 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.275
= 3.6506 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 3.6506
= 142.3743 kips
Φ Rn = 0.75 * 142.3743 = 106.7807 kips
= 106.7807 ≥ 15 kips ﴾OK﴿
5.c.3. Design Shear Strength of the Plate:
5.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.275 * 0.9049
= 65.5107 ≥ 15 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
Net Area with Shear Resistance ﴾Anv﴿
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PROJECT NAME
PAGES
9/9
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S301_GridU_W16.dsn
CHECKED BY
DESCRIPTION
MC‐10: S301 Grid U /5.2 Moment Connections W16
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 540 / 16.275 + 0 / 2
= 33.1797 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 540 / 16.275 + 0 / 2
= 33.1797 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 33.1797 + 33.1797 ‐ 0
= 44.2396 kips
Use Vu = 44.2396 kips ﴾User Specified﴿
HSS Side Wall Shear Strength:
Py = A * Fy = 10.4 * 46 = 478.4 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾8 ‐ 3 * 0.349﴿ / 0.349 = 19.9226
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾8 ‐ 3 * 0.349﴿ * 0.349 * 1
= 120.5533 kips
Φ Rv = 120.5533 ≥ 44.2396 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 6.95 * ﴾46^0.5﴿ / ﴾2.24 * ﴾29000﴿^0.5﴿
= 0.1235 ≤ 0.349 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
Front View
HSS6X6X1/2 ‐ A500‐B‐46
1/4
PL3/8X3X4 ‐ A36
3 sides
E70XX:
All Welds UNO
1/4
PL3/8X3X4 ‐ A36
3/16
3 sides
3/16
3"
3"
W12X14 ‐ A992
End Gap = 1/2"
9"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
9"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
W12X14 ‐ A992
End Gap = 1/2"
1/4
1/4
3 sides
3/16
3/16
PL3/8X5X4‐3/4 ‐ A36
PL3/8X5X4‐3/4 ‐ A36
3 sides
1/4
1/4
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136
PROJECT NAME
PAGES
2/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS6X6X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W12X14
Material: A992
Member: Left Side Beam
Section: W12X14
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS6X6X1/2 ‐ A500‐B‐46
Left Side Beam: W12X14 ‐ A992
Right Side Beam: W12X14 ‐ A992
Axial Force: 0 kips
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W12X14 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 144 / 11.9
= 12.1008 kips
Top Plate: 4 in. X 3 in. X 0.375 in.
Bottom Plate: 4.75 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
2.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 12.1008 kips ﴾OK﴿
2.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 12.1008 kips ﴾OK﴿
2.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.225 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 0.0625 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 0.0625 + 3; 1.7 * 0.0625 + 1.5 * 3﴿
= 19.2344 ≥ 12.1008 kips ﴾OK﴿
2.a.4. Bottom Plate Tension Strength:
2.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 12.1008 kips ﴾OK﴿
2.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 12.1008 kips ﴾OK﴿
2.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 12.1008 kips ﴾OK﴿
2.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.225 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.1875 in.
Weld Size = 0.1875 in. ﴾OK﴿
2.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.1008 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.0603 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.75﴿
= 48.9375 ≥ 12.1008 kips ﴾OK﴿
2.c. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.1008 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0482 in. ≤ 0.25 in. ﴾OK﴿
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PROJECT NAME
PAGES
3/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 12.1008 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 6 = 0.5
0.25 < 0.5 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 3 = 47.2451
= 47.2451 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 47.2451 >> 12.334 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 3 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 3 ≤ 5.1 ﴾Beyond Limit﴿
Bp = 5 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 5 ≤ 5.1 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.8333 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
3. RIGHT SIDE BEAM ‐ W12X14 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.2﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
﴾Limit State Does Not Apply﴿
Beta = 0.5 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 6 = 0.8333
0.25 < 0.8333 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 5 = 78.7419
= 78.7419 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 78.7419 >> 12.334 kips ﴾OK﴿
Loading:
Vertical Shear ﴾V﴿ = 40 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾40² + 0²﴿^0.5
= 40 kips
Theta = Atan﴾V / H﴿ = Atan﴾40 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
05/06/2020
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PROJECT NAME
PAGES
4/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
= 62.3953 ≥ 40 kips ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 40 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 11.9 * 0.2 = 2.38 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.38 * 1
= 71.4 kips
Φ Rn = 0.9 * 71.4 = 64.26 kips
= 64.26 ≥ 40 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾11.9 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.2
= 1.855 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.855
= 72.345 kips
Φ Rn = 0.75 * 72.345 = 54.2587 kips
= 54.2587 ≥ 40 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 40 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 40 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 40 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.2 * 0.9049
= 47.6441 ≥ 40 kips ﴾OK﴿
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PROJECT NAME
PAGES
5/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 40 kips ﴾OK﴿
LEFT SIDE BEAM
MC‐11: S302 Grid A.6 Moment Connections W12
Weld Design Strength:
Welded Length of PL ﴾Lw﴿ = 0.0625 in.
Φ Rn = 0.75 * 0.4242 * Fexx * w * Max﴾﴾2 * Lw + b﴿; ﴾1.7 * Lw + 1.5 * b﴿﴿
= 0.75 * 0.4242 * 70 * 0.1875 * Max﴾2 * 0.0625 + 3; 1.7 * 0.0625 + 1.5 * 3﴿
= 19.2344 ≥ 12.1008 kips ﴾OK﴿
4.a.4. Bottom Plate Tension Strength:
4.a.5. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5 * 0.375
= 60.75 ≥ 12.1008 kips ﴾OK﴿
4.a.6. Tension Rupture:
Φ Rn = 0.75 * U * Fu * b * t
= 0.75 * 0.75 * 58 * 5 * 0.375
= 69.3281 ≥ 12.1008 kips ﴾OK﴿
4.a.7. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c = 0.5 in.
Effective Length Factor ﴾K﴿ = 0.65
KL / r ≤ 25
Fcr = Fy = 36 ksi
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 0.5 / ﴾0.375/3.464﴿ = 3.0022
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5 * 0.375 = 60.75 ≥ 12.1008 kips ﴾OK﴿
4. LEFT SIDE BEAM ‐ W12X14 MOMENT CONNECTION
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 144 / 11.9
= 12.1008 kips
Top Plate: 4 in. X 3 in. X 0.375 in.
Bottom Plate: 4.75 in. X 5 in. X 0.375 in.
Plate Material: A36
Top Plate Tension Strength:
4.a.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 3 * 0.375
= 36.45 ≥ 12.1008 kips ﴾OK﴿
4.a.2. Tension Rupture:
Φ Rn = 0.75 * Fu * b * t
= 0.75 * 58 * 3 * 0.375
= 48.9375 ≥ 12.1008 kips ﴾OK﴿
4.a.3. Top Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.225 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.3125 in.
Weld Size = 0.1875 in. ﴾OK﴿
4.a.8. Bottom Plate to Beam Weld:
Plate Thickness = 0.375 in. Beam Flange Thickness = 0.225 in.
Minimum Weld Size = 0.1875 in. Maximum Weld Size = 0.1875 in.
Weld Size = 0.1875 in. ﴾OK﴿
4.b. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.1008 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3 * 2﴿
= 0.0603 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾3, 3.75﴿
= 48.9375 ≥ 12.1008 kips ﴾OK﴿
4.c. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 12.1008 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.0482 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5, 3.75﴿
= 61.1718 ≥ 12.1008 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
05/06/2020
JMS
140
PROJECT NAME
PAGES
6/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS ‐ Top Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 3 / 6 = 0.5
0.25 < 0.5 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 3 = 47.2451
= 47.2451 < 38.475 kips = 0.95 * 36 * 0.375 * 3
= 47.2451 >> 12.334 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 3 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 3 ≤ 5.1 ﴾Beyond Limit﴿
﴾Limit State Does Not Apply﴿
Beta = 0.5 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
Concentrated Forces on HSS ‐ Bottom Plate
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 5 / 6 = 0.8333
0.25 < 0.8333 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 5 = 78.7419
= 78.7419 < 64.125 kips = 0.95 * 36 * 0.375 * 5
= 78.7419 >> 12.334 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 5 ≤ 5.07 ﴾Within Limit﴿
0.85 * B = 5.1
Bp = 5 ≤ 5.1 ﴾Beyond Limit﴿
Beta = 0.8333 < 1.0
Limit States of Sidewall Local Yielding, Sidewall Local Crippling and Sidewall Local
Buckling Do Not Apply.
5. LEFT SIDE BEAM ‐ W12X14 SHEAR CONNECTION
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.2﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
﴾Limit State Does Not Apply﴿
05/06/2020
JMS
141
PROJECT NAME
PAGES
7/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.7147 * 17.8923
= 48.5735 ≥ 15 kips ﴾OK﴿
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 11.9 * 0.2 = 2.38 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.38 * 1
= 71.4 kips
Φ Rn = 0.9 * 71.4 = 64.26 kips
= 64.26 ≥ 15 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾11.9 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.2
= 1.855 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 1.855
= 72.345 kips
Φ Rn = 0.75 * 72.345 = 54.2587 kips
= 54.2587 ≥ 15 kips ﴾OK﴿
5.c.3. Design Shear Strength of the Plate:
5.c.4. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 15 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 15 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾3 ‐ 1﴿﴿ * 0.375 * 1 * 0.9049
= 72.516 ≥ 15 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 3 * 0.2 * 0.9049
= 47.6441 ≥ 15 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
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PROJECT NAME
PAGES
8/8
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/20/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
S302_GridA6_W12.dsn
CHECKED BY
DESCRIPTION
MC‐11: S302 Grid A.6 Moment Connections W12
k=0
a = 0.1111
Theta = 0
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
= 0.0819 ≤ 0.465 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 144 / 12.275 + 0 / 2
= 11.7311 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 144 / 12.275 + 0 / 2
= 11.7311 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 11.7311 + 11.7311 ‐ 0
= 23.4623 kips
HSS Side Wall Shear Strength:
Py = A * Fy = 9.74 * 46 = 448.04 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾6 ‐ 3 * 0.465﴿ / 0.465 = 9.9032
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾6 ‐ 3 * 0.465﴿ * 0.465 * 1
= 106.381 kips
Φ Rv = 106.381 ≥ 23.4623 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.61 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
Front View
HSS6X6X1/2 ‐ A500‐B‐46
E70XX:
All Welds UNO
1/4
1/4
PL3/8X5‐3/4X4 ‐ A36, Typ
1@3"‐ Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X5‐3/4X4 ‐ A36, Typ
1@3"‐ Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
4‐3/8"
W18X35 ‐ A992
End Gap = 1/2"
1‐1/2"
1‐1/2"
4‐3/8"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
12" 12"
2"
W18X35 ‐ A992
End Gap = 1/2"
2"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
1/4
1/4
1/4
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144
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
BASIC DETAILS OVERVIEW
Joint Configuration: Beam to HSS Column
Member: Column
Section: HSS6X6X1/2
Material: A500‐B‐46
Member: Right Side Beam
Section: W18X35
Material: A992
Member: Left Side Beam
Section: W18X35
Material: A992
DETAILED CALCULATION REPORT
1. BEAM CONNECTION TO HSS COLUMN
Column: HSS6X6X1/2 ‐ A500‐B‐46
Left Side Beam: W18X35 ‐ A992
Right Side Beam: W18X35 ‐ A992
Axial Force: 0 kips
Yt * Fy * Afg = 1 * 50 * 2.55 = 127.5 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.8062 * 57.6 / 2.55
= 2652 kips/in.
Φ Mn = 0.9 * Mn = 198.9 ≥ 50 k‐ft. ﴾OK﴿
2.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 33.8983
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
All Welds Are E70XX
RIGHT SIDE BEAM
2. RIGHT SIDE BEAM ‐ W18X35 MOMENT CONNECTION
2.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 600 / 17.7
= 33.8983 kips
Top Plate: 4 in. X 5.75 in. X 0.375 in.
Bottom Plate: 4 in. X 5.75 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
2.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.425 * 6 = 2.55 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.425 * ﴾6 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.8062 in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.8062 = 117.4062 kips
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 33.8983 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.425
= 54.3867 ≥ 33.8983 kips ﴾OK﴿
2.d. Plate Tension Design Strength:
2.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
05/06/2020
JMS
145
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
= 0.9 * 36 * 5.75 * 0.375
= 69.8625 ≥ 33.8983 kips ﴾OK﴿
2.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 5.75 ‐ Max﴾0.15 * 5.75; 2 * ﴾0.8125 + 0.0625﴿﴿ = 4 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾4, 0﴿ = 4 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 4 * 0.375
= 65.25 ≥ 33.8983 kips ﴾OK﴿
2.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.25 * 0.375
= 0.8437 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.8437 ‐ ﴾0.875﴿ * 0.375
= 0.5156 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.5156﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.5156﴿﴿
= 46.7296 ≥ 33.8983 kips ﴾OK﴿
2.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾6 ‐ 3.5﴿* 0.425
= 1.0625 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 1.0625 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.425
= 0.6906 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.425
= 1.275 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.275 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.425
= 0.9031 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.9031 + 1 * 65 * 0.6906﴿; ﴾0.6 * 50 * 1.275 + 1 * 65 * 0.6906﴿﴿
= 60.0843 ≥ 33.8983 kips ﴾OK﴿
2.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5.75 * 0.375 = 69.8625 ≥ 33.8983 kips ﴾OK﴿
2.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.8983 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1352 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5.75, 3.75﴿
= 61.1718 ≥ 33.8983 kips ﴾OK﴿
2.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.8983 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1352 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5.75, 3.75﴿
= 61.1718 ≥ 33.8983 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 6 / 6 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 6 = 94.4903
= 94.4903 < 76.95 kips = 0.95 * 36 * 0.375 * 6
= 94.4903 >> 34.7322 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 6 >> 5.07 ﴾Beyond Limit﴿
0.85 * B = 5.1
Bp = 6 >> 5.1 ﴾Within Limit﴿
﴾Limit State Does Not Apply﴿
05/06/2020
JMS
146
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
Beta = 1 ≥ 1.0
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.465 * ﴾5 * 0.6975 * 0.425﴿ = 167.3767
= 167.3767 >> 34.7322 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.2162 * ﴾1 + 3 * 0.425 / ﴾6 ‐ 3 * 0.465﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 382.6597
= 382.6597 >> 34.7322 kips ﴾OK﴿
3. RIGHT SIDE BEAM ‐ W18X35 SHEAR CONNECTION
3.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.3﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
3.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7515 * 17.8923
= 67.1234 ≥ 15 kips ﴾OK﴿
3.c. Design Shear Strength of the Beam:
3.c.1. Design Shear Yield Strength:
A = dw * tw = 17.7 * 0.3 = 5.31 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 5.31 * 1
= 159.3 kips
Φ Rn = 1.0 * 159.3 = 159.3 kips
= 159.3 ≥ 15 kips ﴾OK﴿
3.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾17.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.3
= 4.26 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 4.26
= 166.14 kips
Φ Rn = 0.75 * 166.14 = 124.605 kips
= 124.605 ≥ 15 kips ﴾OK﴿
3.c.3. Design Shear Strength of the Plate:
3.c.4. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 15 kips ﴾OK﴿
3.c.5. Design Shear Rupture Strength:
05/06/2020
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 15 kips ﴾OK﴿
3.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 15 kips ﴾OK﴿
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 4 * 0.3 * 0.9378
= 98.7586 ≥ 15 kips ﴾OK﴿
3.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 12
= 117.2891 ≥ 15 kips ﴾OK﴿
LEFT SIDE BEAM
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.9378
= 102.6955 ≥ 15 kips ﴾OK﴿
3.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
4. LEFT SIDE BEAM ‐ W18X35 MOMENT CONNECTION
4.a. Moment Connection Using Flange Plate:
Flange Force ﴾Ff﴿:
=P/2+M/d
= 0 / 2 + 600 / 17.7
= 33.8983 kips
Top Plate: 4 in. X 5.75 in. X 0.375 in.
Bottom Plate: 4 in. X 5.75 in. X 0.375 in.
Plate Material: A36
Bolts on Flange: 2 Bolts ‐ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿ in 2 Lines
Bolt Holes on Plate: 0.8125 in. Lateral X 0.8125 in. Longitudinal
Bolt Holes on Flange: 0.8125 in. Lateral X 0.8125 in. Longitudinal
4.b. Check Beam:
Beam Flange Effective Area:
Afg = tf * bf = 0.425 * 6 = 2.55 in²
Afn = tf * ﴾bf ‐ Nt * ﴾dh + 0.0625﴿﴿ = 0.425 * ﴾6 ‐ ﴾2 * ﴾0.8125 + 0.0625﴿﴿﴿ = 1.8062 in²
Fy / Fu ≤ 0.8 ‐‐‐‐ Yt = 1
Fu * Afn = 65 * 1.8062 = 117.4062 kips
Yt * Fy * Afg = 1 * 50 * 2.55 = 127.5 kips
Mn = Fu * Afn * Sx / Afg = 65 * 1.8062 * 57.6 / 2.55
05/06/2020
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148
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
= 2652 kips/in.
Φ Mn = 0.9 * Mn = 198.9 ≥ 50 k‐ft. ﴾OK﴿
4.c. Check Bolts:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Edge Distance on Plate Parallel to Beam Axis ﴾el﴿:
= 2 ≥ 1 in. ﴾OK﴿
Edge Distance on Plate Transverse to Beam ﴾et﴿:
= 1.125 ≥ 1 in. ﴾OK﴿
Edge Distance on Beam Parallel to Beam Axis ﴾el﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Edge Distance Transverse to Beam ﴾et﴿:
= 1.25 ≥ 1 in. ﴾OK﴿
Design Shear Strength of Bolts = Φ n * Fv = 2 * 17.8923 = 35.7847 ≥ 33.8983
kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.5937 * 58 = 83.1937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.375
= 58.725 ≥ 33.8983 kips ﴾OK﴿
Bolt Bearing on Flange:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 1.0937 * 65 = 63.9843 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = Nt * ﴾Fbe + Fbs * ﴾Nl ‐ 1﴿﴿ * t
=2 * ﴾63.9843 + 87.75 * ﴾1 ‐ 1﴿﴿ * 0.425
= 54.3867 ≥ 33.8983 kips ﴾OK﴿
4.d. Plate Tension Design Strength:
4.d.2. Tension Rupture:
Effective Net Width:
bn1 = b ‐ Max﴾0.15 * b; nT * ﴾dh + 0.0625﴿﴿
= 5.75 ‐ Max﴾0.15 * 5.75; 2 * ﴾0.8125 + 0.0625﴿﴿ = 4 in.
bn2 = 2 * 0.85 * Ws = 2 * 0.85 * 0 = 0 in.
bn = Min﴾bn1, bn2﴿ = Min﴾4, 0﴿ = 4 in.
Φ Rn = 0.75 * Fu * bn * t
= 0.75 * 58 * 4 * 0.375
= 65.25 ≥ 33.8983 kips ﴾OK﴿
4.d.3. Block shear rupture of the Plate:
Agt = Min﴾g, 2 * e﴿ * t = 2.25 * 0.375
= 0.8437 in²
Ant = Agt ‐ ﴾dh + 0.0625﴿ * t
= 0.8437 ‐ ﴾0.875﴿ * 0.375
= 0.5156 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + Le﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 2﴿ * 0.375
= 1.5 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.5 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿*0.375
= 1.1718 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 0.5156﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 0.5156﴿﴿
= 46.7296 ≥ 33.8983 kips ﴾OK﴿
4.d.4. Block shear rupture of the Beam Flange:
Agt = ﴾bf ‐ g﴿ * t = ﴾6 ‐ 3.5﴿* 0.425
= 1.0625 in²
Ant = Agt ‐ ﴾nt ‐ 1﴿ * ﴾dh + 0.0625﴿ * t
= 1.0625 ‐ ﴾2 ‐ 1﴿ * ﴾0.875﴿ * 0.425
= 0.6906 in²
Agv = 2 * ﴾﴾nl ‐ 1﴿ * s + ef﴿ * t
= 2 * ﴾﴾1 ‐ 1﴿ * 3 + 1.5﴿ * 0.425
= 1.275 in²
Anv = Agv ‐ 2 * ﴾nl ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
=1.275 ‐ 2 * ﴾1 ‐ 0.5﴿ * ﴾0.875﴿ * 0.425
= 0.9031 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 65 * 0.9031 + 1 * 65 * 0.6906﴿; ﴾0.6 * 50 * 1.275 + 1 * 65 * 0.6906﴿﴿
= 60.0843 ≥ 33.8983 kips ﴾OK﴿
4.e. Bottom Plate Design Compressive Strength:
Unbraced Length ﴾L﴿ = c + ef = 0.5 + 1.5 = 2 in.
Effective Length Factor, K = 0.65
KL / r = k * L / ﴾t / 3.464﴿ = 0.65 * 2 / ﴾0.375 / 3.464﴿ = 12.0088
4.d.1. Tension Yielding:
Φ Rn = 0.9 * Fy * b * t
= 0.9 * 36 * 5.75 * 0.375
= 69.8625 ≥ 33.8983 kips ﴾OK﴿
05/06/2020
JMS
149
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
MC‐12: S302 A.9 W18x35 Connx
KL / r ≤ 25
Fcr = Fy = 36 ksi
ΦcPn = 0.9 * Fcr * Ag = 0.9 * 36 * 5.75 * 0.375 = 69.8625 ≥ 33.8983 kips ﴾OK﴿
4.f. Top Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.8983 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1352 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5.75, 3.75﴿
= 61.1718 ≥ 33.8983 kips ﴾OK﴿
4.g. Bottom Plate‐to‐Support Weld:
Required Fillet Weld Size = Ff / ﴾0.75 * 1.5 * 0.4242 * Fexx * b * 2﴿
= 33.8983 / ﴾0.75 * 1.5 * 0.4242 * 70 * 3.75 * 2﴿
= 0.1352 in. ≤ 0.25 in. ﴾OK﴿
If Using Full Penetration Weld:
Capacity = tp * 0.75 * Fu * Min﴾Bp, B_col ‐ 4.5 * tnom﴿
= 0.375 * 0.75 * 58 * Min﴾5.75, 3.75﴿
= 61.1718 ≥ 33.8983 kips ﴾OK﴿
Note: Descon does not check the moment versus rotation behavior of the
connection.
If your particular application requires this check, you must do it outside the
program.
Concentrated Forces on HSS
Check General Limits of Applicability
Fy = 46 ksi ≤ 52.0 ksi ﴾Within Limit﴿
Fy / Fu = 46 / 58 = 0.7076 ≤ 0.8 ﴾Within Limit﴿
Beta = Bp / B = 6 / 6 = 1
0.25 < 1 ≤ 1.0 ﴾Within Limit﴿
B / t = 6 / 0.465 = 12.9032 ≤ 35.0 ﴾Within Limit﴿
Local Yielding Due to Uneven Load Distribution:
Φ Rn = Φ * ﴾10 * Fy * t / ﴾B / t﴿﴿ * Bp ≤ Φ * Fyp * tp * Bp
= 0.95 * ﴾10 * 46 * 0.465 / ﴾6 / 0.465﴿﴿ * 6 = 94.4903
= 94.4903 < 76.95 kips = 0.95 * 36 * 0.375 * 6
= 94.4903 >> 34.7322 kips ﴾OK﴿
Shear Yielding ﴾Punching﴿:
Check Limits of Applicability
B ‐ 2 * t = 5.07
Bp = 6 >> 5.07 ﴾Beyond Limit﴿
0.85 * B = 5.1
Bp = 6 >> 5.1 ﴾Within Limit﴿
Check Limit State of Sidewall Local Yielding
1.0 * 2 * Fy * t * ﴾5 * k + N﴿
= 1 * 2 * 46 * 0.465 * ﴾5 * 0.6975 * 0.425﴿ = 167.3767
= 167.3767 >> 34.7322 kips ﴾OK﴿
Check Limit State of Sidewall Local Crippling
0.75 * 1.6 * t² * ﴾1 + 3 * N / ﴾H ‐ 3 * t﴿﴿ * ﴾E * Fy﴿^0.5 * Qf
= 0.75 * 1.6 * 0.2162 * ﴾1 + 3 * 0.425 / ﴾6 ‐ 3 * 0.465﴿﴿ * ﴾E * 46﴿^0.5 * 1 = 382.6597
= 382.6597 >> 34.7322 kips ﴾OK﴿
5. LEFT SIDE BEAM ‐ W18X35 SHEAR CONNECTION
5.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 9.9032 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 26.97 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.3﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Axial Load ﴾H﴿ = 0 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5
= ﴾15² + 0²﴿^0.5
= 15 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 0﴿ = 90 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
﴾Limit State Does Not Apply﴿
Beta = 1 ≥ 1.0
05/06/2020
JMS
150
PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
5.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.7515 * 17.8923
= 67.1234 ≥ 15 kips ﴾OK﴿
5.c. Design Shear Strength of the Beam:
5.c.1. Design Shear Yield Strength:
A = dw * tw = 17.7 * 0.3 = 5.31 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 5.31 * 1
= 159.3 kips
Φ Rn = 1.0 * 159.3 = 159.3 kips
= 159.3 ≥ 15 kips ﴾OK﴿
5.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾17.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.3
= 4.26 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 4.26
= 166.14 kips
Φ Rn = 0.75 * 166.14 = 124.605 kips
= 124.605 ≥ 15 kips ﴾OK﴿
5.c.3. Design Shear Strength of the Plate:
5.c.4. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 15 kips ﴾OK﴿
5.c.5. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
MC‐12: S302 A.9 W18x35 Connx
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 15 kips ﴾OK﴿
5.c.6. Block Shear Strength of the Plate:
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 15 kips ﴾OK﴿
Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Strength = nL * ﴾Fbe + Fbs * ﴾nR ‐ 1﴿﴿ * t * Npl * ef
= 1 * ﴾57.0937 + 78.3 * ﴾4 ‐ 1﴿﴿ * 0.375 * 1 * 0.9378
= 102.6955 ≥ 15 kips ﴾OK﴿
5.d. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Strength = nL * Fbs * nR * t * ef
= 1 * 87.75 * 4 * 0.3 * 0.9378
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PROJECT NAME
Nancy O'Brian
PAGES
PROJECT NO
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
MC‐12 S302_A.9_W18.dsn
CHECKED BY
DESCRIPTION
= 98.7586 ≥ 15 kips ﴾OK﴿
5.d.1. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 0
Φ C = 1.39
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.465 / ﴾0.707 * 70﴿
= 0.5449 ≥ 0.25 in. ﴾OK﴿
MC‐12: S302 A.9 W18x35 Connx
= 106.381 kips
Φ Rv = 106.381 ≥ 66.39 kips ﴾OK﴿
Shear Buckling of HSS Side Wall:
Thickness Required = Tc * ﴾Fy^0.5﴿ / ﴾2.24 * E^0.5﴿ = 4.61 * ﴾46^0.5﴿ / ﴾2.24 *
﴾29000﴿^0.5﴿
= 0.0819 ≤ 0.465 in. ﴾OK﴿
HSS Side Wall Reinforcement Not Required ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 12
= 117.2891 ≥ 15 kips ﴾OK﴿
HSS Column Panel Zone
Framing System: OMF
Column Axial Force ﴾Pu﴿ = 0 kips
Column Shear Force ﴾Vus﴿ = 0 kips
5.e. Right Side Beam Flange Forces:
PufRight = Mu / dm + Pu / 2
= 600 / 18.075 + 0 / 2
= 33.195 kips
Left Side Beam Flange Forces:
PufLeft = Mu / dm + Pu / 2
= 600 / 18.075 + 0 / 2
= 33.195 kips
HSS Column Panel Zone Shear:
Required Strength ﴾Vu﴿
= PufLeft + PufRight ‐ Vus
= 33.195 + 33.195 ‐ 0
= 66.39 kips
HSS Side Wall Shear Strength:
Py = A * Fy = 9.74 * 46 = 448.04 kips
Pu ≤ 0.4 * Py
h/tw = ﴾H ‐ 3 * t﴿ / t = ﴾6 ‐ 3 * 0.465﴿ / 0.465 = 9.9032
Cv = 1
Φ Rv = 0.9 * 0.6 * Fy * 2 ﴾H ‐ 3 * t﴿ * t * Cv
= 0.9 * 0.6 * 46 * 2 * ﴾6 ‐ 3 * 0.465﴿ * 0.465 * 1
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152
Project: Nancy O'Brian CPA
Location: Norman OK
Date:
04/20/2020
Revision:
X-Brace Splice Plate Design
Brace Size
Force
Brace Len
HSS6x6x1/4 HSS8x8x5/16 HSS8x8x1/4 HSS4x4x1/4 HSS4x4x1/4 HSS5x5x1/4
25
110
80
15
30
50 kip
29
33
33
19
14
21 ft
Out of Plane Force
Bending Moment
0.5
3.625
2.2
18.15
1.6
13.2
0.3
1.425
0.6
2.1
1 kip
5.25 k-ft
Brace Dim
Plate Force
6
19.75
8
82.225
8
59.8
8
9.6375
8
18.15
8 in
32.875 kip
4
0.5
64.8
6
0.5
97.2
6
0.5
97.2
4
0.5
64.8
4
0.5
64.8
3
0.5
48.6 kip
Plate Width
Plate Thickness
phi Pn
OK
Weld Len
Fillet Required
OK
20
0.71
OK
20
2.95
OK
20
2.15
FAR SIDE GUSSET PL CAN
BE FIELD WELDED AT
CONTRACTOR'S OPTION
1/4
1/4
10"
NOTE:
* WELD AND CONNECTION
SIZED FOR AXIAL FORCES
SHOWN.
HSS BRACE REFER
ELEVATIONS
10"
1/2" x 4" CONNECTION
PLATE EACH SIDE
CENTERED ON GRIDLINE
WORKING
POINT
1/4
8
DETAIL
S401
SCALE: 1/2" = 1'-0"
OK
20
0.35
OK
20
0.65
20 in
1.18 16ths
Provide Splice Plate NS&FS as
Shown in EOR Detail 8/S401, Except
Modify Plate Size and Weld as
Noted Below
Brace Size
HSS4x4
HSS5x5
HSS6x6
HSS8x8
PL Size Weld Size
1/2 x 4
Flare Bev.
1/2 x 3
1/4
1/2 x 4
1/4
1/2 x 6
1/4
] TYP.
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PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐01.dsn
CHECKED BY
DESCRIPTION
BR‐01 Grid A.8‐18&18.5 Roof
Front View
HSS6X6X5/16 ‐ A500‐B‐46
E70XX:
All Welds UNO
1/4
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
PL3/8X4X6 ‐ A36 1/4
W10X12 ‐ A992
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
End Gap = 1/2"
W12X26 ‐ A992
End Gap = 1/2"
2"
3"
3"
6"
9"
2"
3/16
18‐9/16"
2‐1/2"
9"
3‐1/8"
1/4
11"
9‐1/2"
18‐9/16"
GPL1/2X11X1' 6 9/16‐A36
6"
4 places
HSS6X6X1/4 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 1' ‐ 5‐7/16"
13‐1/4"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
2"
1/4
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PROJECT NAME
PAGES
2/2
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐01.dsn
CHECKED BY
DESCRIPTION
BR‐01 Grid A.8‐18&18.5 Roof
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
Front View
E70XX:
All Welds UNO
1/4
HSS6X6X5/16 ‐ A500‐B‐46
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
15‐13/16"
9‐1/2"
HSS6X6X1/4 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 1' ‐ 8‐9/16"
1/4
W14X22 ‐ A992
PL3/8X4X11 ‐ A36
End Gap =4@3"
1/2" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
11"
1/4
9"
2"
2‐1/2" 3‐1/8"
2‐3/8"
3/16
21‐3/16"
3"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
11"
2"
6"
4 places
GPL1/2X11X1' 9 3/16‐A36
21‐3/16"
W16X26 ‐ A992
End Gap = 1/2"
12"
2"
GPL1/2X1' 5X1' 10 1/8‐A36
1/4
22‐1/8"
3/16
22‐1/8"
2‐1/2"
8‐11/16"
17" 15"
2"
1/4
11‐1/2"
8"
4 places
HSS8X8X5/16 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 10"
14‐3/16"
1/4
PL3/8X4X15 ‐ A36
5@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
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PROJECT NAME
PAGES
2 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam and/or Brace to Column
Member: Column
Section: HSS6X6X5/16
Material: A500‐B‐46
Member: Upper Right Brace
Section: HSS6X6X1/4
Material: A500‐B‐46
Member: Lower Right Brace
Section: HSS8X8X5/16
Material: A500‐B‐46
Member: Left Side Beam
Section: W14X22
Material: A992
Member: Right Side Beam
Section: W16X26
Material: A992
DETAILED CALCULATION REPORT
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS6X6X5/16
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 50 kips
Shear Force: 0 kips
Upper Right Brace:
Size: HSS6X6X1/4
Length: 27 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 25 kips
Axial Force ﴾Compression﴿: 25 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1 / 1.475
Bolt Edge Distance: 1.5 in.
BR‐02 Grid A.8‐18&18.5 2nd Floor
Gusset Plate:
Material: A36
Column Side Length: 10.9886 in.
Beam Side Length: 21.1533 in.
Brace Side Length: 11.0084 in.
Column Side Free Edge: x = 15.8223 in., y = 0 in.
Beam Side Free Edge: x = 0 in., y = 3.1253 in.
Thickness: 0.5 in.
Setback from Column: 0.5 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 6 in.
Single Plate:
Length: 9 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
Lower Right Brace:
Size: HSS8X8X5/16
Length: 27 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 110 kips
Axial Force ﴾Compression﴿: 110 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1 / 1.048
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 13.7575 in.
Beam Side Length: 18.7545 in.
Brace Side Length: 14.4457 in.
Column Side Free Edge: x = 10.8155 in., y = 0 in.
Beam Side Free Edge: x = 0 in., y = 5.4375 in.
Thickness: 0.5 in.
Setback from Column: 0.5 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 8 in.
Single Plate:
Length: 15 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
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PROJECT NAME
PAGES
3 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 100.2172 ≥ 25 kips ﴾OK﴿
Left Side Beam:
Size: W14X22
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 29 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: 29 kips
Shear Force: 10 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Single Plate:
Length: 11 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 6
= 145.9512 ≥ 25 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 5.24
= 216.936 ≥ 25 kips ﴾OK﴿
Right Side Beam:
Size: W16X26
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 29.8901 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: ‐29.8901 kips
Shear Force: 10 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 5.24 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.233
= 4.9778 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾6² + 2 * 6 * 6﴿ / ﴾4 * ﴾6 + 6﴿﴿
= 2.25 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾2.25 / 6﴿
= 0.625
Ae = U * An = 0.625 * 4.9778 = 3.1111 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 3.1111
= 135.3359 ≥ 25 kips ﴾OK﴿
Single Plate:
Length: 12 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 11 in.
Right Side Beam Side ﴾Lgb﴿ = 21.1701 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 3.1367 in.
Column Side Free Edge ﴾Lhfx﴿ = 15.8391 in.
Column Side Free Edge ﴾Lhfy﴿ = 0 in.
UPPER RIGHT BRACE
1.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 55.864
eb = 7.85 in.
ec = 3 in.
Beta = 5.5 in.
BetaBar = 5.5 in.
AlphaBar = 11.085 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾5.5 + 7.85﴿ * Tan﴾55.864﴿ ‐ 3
= 16.6912 in.
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 25 kips
Brace Force ﴾Compression﴿ = 25 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
1.a. Brace to Gusset Weld Length = 4 X 6 in.
Weld Design Strength = 100.2172 ≥ 25 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 6
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
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PROJECT NAME
PAGES
4 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
= 25 / ﴾﴾16.6912 + 3﴿² + ﴾5.5 + 7.85﴿²﴿^0.5
= 1.0508 k/ft.
Hb = Alpha * r = 16.6912 * 1.0508
= 17.5401 kips
Hc = ec * r = 3 * 1.0508
= 3.1525 kips
Vb = eb * r = 7.85 * 1.0508
= 8.2492 kips
Vc = GussetBeta * r = 5.5 * 1.0508
= 5.7797
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |8.2492 * ﴾16.6912 ‐ 11.085﴿|
= 46.2467 k‐in.
Mc = 0
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 25 / ﴾﴾16.6912 + 3﴿² + ﴾5.5 + 7.85﴿²﴿^0.5
= 1.0508 k/ft.
Hb = Alpha * r = 16.6912 * 1.0508
= 17.5401 kips
Hc = ec * r = 3 * 1.0508
= 3.1525 kips
Vb = eb * r = 7.85 * 1.0508
= 8.2492 kips
Vc = GussetBeta * r = 5.5 * 1.0508
= 5.7797
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |8.2492 * ﴾16.6912 ‐ 11.085﴿|
= 46.2467 k‐in.
Mc = 0
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 6
= 156.6 ≥ 25 kips ﴾OK﴿
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
6 = 2 * 6 * 0.5
Agt = Ant = d * t
3 = 6 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 6, 36 * 6﴿ + 1 * 58 * 3﴿
= 227.7 ≥ 25 kips ﴾OK﴿
BR‐02 Grid A.8‐18&18.5 2nd Floor
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 6 + 6 = 12.9282 in.
Lwb = 1.9921 in. of Lw is in the Beam.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 10.936 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 25 / ﴾10.936 * 0.5 + 1.9921 * 0.25 + 0 * 0.291﴿
= 4.1903 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 25 / ﴾10.936 * 0.5 + 1.9921 * 0.25 + 0 * 0.291﴿
= 4.1903 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾10.936 * 0.5 * 36 + 1.9921 * 0.25 * 50 + 0 * 0.291 * 46﴿
= 199.5754 ≥ 25 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 6.3913 in.
L1 = 6.596
L2 = ‐2.9384, Use 0
L3 = 12.578
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾6.596 + 0 + 12.578﴿ / 3 = 6.3913
Lcr = KL = 0.5 * 6.3913 = 3.1956
KL / r = Lcr / ﴾t / 12^0.5﴿ = 3.1956 / ﴾0.5 / 3.464﴿
= 22.1397
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 4.1903 ksi ﴾OK﴿
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
3.a. With Tensile Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 5.7797 kips
Horizontal Force on Connection Plate ﴾H﴿ = 3.1525 kips
Resultant Force on Connection Plate ﴾R﴿ = 6.5836 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
3.b. With Compressive Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 5.7797 kips
Horizontal Force on Connection Plate ﴾H﴿ = 3.1525 kips
Resultant Force on Connection Plate ﴾R﴿ = 6.5836 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
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PROJECT NAME
PAGES
5 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
eb = a / 2 = 1
4. UPPER RIGHT BRACE ‐ HSS6X6X1/4 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.5﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Gusset: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐29.8901 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 29.8901 kips
Upper Brace Compression: 25 kips
Upper Brace Tension: 25 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Theta = Atan﴾V / H﴿ = Atan﴾5.7797 / 3.1525﴿ = 61.3895 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Gusset:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Gusset ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Distance to Free Edge of Gusset:
= 2.5 ≥ 1 in. ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
Design Strength = Npl * C * Fv
= 1 * 2.6795 * 17.8923
= 47.9429 ≥ 6.5836 kips ﴾OK﴿
4.c. Design Shear Strength of the Gusset:
4.c.1. Design Shear Yield Strength:
A = Lgc * tp = 11 * 0.5 = 5.5 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 5.5
= 118.8 kips
Φ Rn = 1.0 * 118.8 = 118.8 kips
= 118.8 ≥ 5.7797 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾Lgc ‐ N * ﴾dh + 0.0625﴿﴿ * tp
= ﴾11 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 4.1875 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 58 * 4.1875
= 145.725 kips
Φ Rn = 0.75 * 145.725 = 109.2937 kips
= 109.2937 ≥ 5.7797 kips ﴾OK﴿
4.c.3. Design Block Shear Rupture Strength of Gusset Due to Shear Load ﴾L‐
Shape﴿
Agv = ﴾L ‐ 2 * Lvs + Lvg﴿ * tp
= ﴾9 ‐ 2 * 1.5 + 2.5﴿ * 0.5
= 4.25 in²
Anv = ﴾L ‐ 2 * Lvs + Lvg ‐ ﴾Nl ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * tp
= ﴾9 ‐ 2 * 1.5 + 2.5 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 3.1562 in²
Agt = ﴾W ‐ c ‐ Lh﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5﴿ * 0.5
= 1 in²
Ant = ﴾W ‐ c ‐ Lh ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 0.7812 in²
ΦRn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.1562 + 1 * 58 * 0.7812﴿; ﴾0.6 * 36 * 4.25 + 1 * 58 * 0.7812﴿﴿
= 0.75 * Min﴾155.15; 137.1125﴿
= 102.8343 ≥ 5.7797 kips ﴾OK﴿
4.d. Gusset Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
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PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
=0.9 * 36 * 5.5
= 356.4 ≥ 3.1525 kips ﴾OK﴿
= ﴾3 ‐ 1﴿ * 3
= 6 in.
4.e. Gusset Design Tensile Rupture Strength
U=1
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 2.125 + 1 * 58 * 4.25﴿; ﴾0.6 * 36 * 3 + 1 * 58 * 4.25﴿﴿ * 0.5
= 116.7375 ≥ 3.1525 kips ﴾OK﴿
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tp
An = 5.5 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.5
= 4.1875 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 58 * 4.1875 * 1
= 182.1562 ≥ 3.1525 kips ﴾OK﴿
4.f. Gusset Block Shear under Axial Load ﴾L‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 1.0625 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 1.5 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿ + ev ‐ ﴾dh + 0.0625﴿ /
2
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 2.5 ‐ ﴾0.8125 + 0.0625﴿ / 2
= 6.3125 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv + ev
= ﴾3 ‐ 1﴿ * 3 + 2.5
= 8.5 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 1.0625 + 1 * 58 * 6.3125﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 6.3125﴿﴿ *
0.5
= 149.4468 ≥ 3.1525 kips ﴾OK﴿
4.g. Gusset Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
4.g.1. Block Shear Strength of Gusset for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾5.7797 / 102.8343﴿² + ﴾3.1525 / 149.4468﴿²
= 0.0036 < 1 ﴾OK﴿
4.g.2. Design Shear Strength of the Plate:
4.g.3. Design Shear Yield Strength:
A = Lgc * tp = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 3.375
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 5.7797 kips ﴾OK﴿
4.g.4. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 5.7797 kips ﴾OK﴿
4.g.5. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
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PROJECT NAME
PAGES
7 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 5.7797 kips ﴾OK﴿
4.g.6. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 3.1525 / 3.375 + 5.7797 * 2 / 7.5937
= 2.4563 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 2.4563 ksi ﴾OK﴿
4.g.7. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
fr = N / Anet + V * e / Znet
= 3.1525 / 2.3906 + 5.7797 * 2 / 5.5532
= 3.4002 ksi
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 3.1525 kips ﴾OK﴿
4.g.10. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾5.7797 / 71.0507﴿² + ﴾3.1525 / 98.8101﴿²
= 0.0076 < 1 ﴾OK﴿
4.h. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 3.4002 ksi ﴾OK﴿
4.g.8. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.8931
= 57.3689 ≥ 6.5836 kips ﴾OK﴿
4.i. Bolt Bearing on Gusset:
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 3.1525 kips ﴾OK﴿
4.g.9. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.8437 * 58 = 44.0437 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 44.0437 * 3 * 0.5 * 0.8931
= 59.008 ≥ 6.5836 kips ﴾OK﴿
4.i.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
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PROJECT NAME
PAGES
8 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 3.1525 * ﴾0.375 + 0.233﴿ / 2 = 0.9583 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 3.1525 / ﴾2 * 0.9 * 118.3965﴿ + 0.9583 / ﴾0.9 * 11.3906﴿
= 0.1082 ≤ 1.0 ﴾OK﴿
4.i.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 28.6104
Φ C = 1.4111
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.4111 * 1 * 3.5158 * 9
= 89.3028 ≥ 6.5836 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Column Local Stresses for Upper Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 3.1525 kips
Horizontal force ﴾V﴿ = 5.7797 kips
Moment ﴾M﴿ = 0 k‐in.
BR‐02 Grid A.8‐18&18.5 2nd Floor
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾3.1525 + 3 * 0 / 9﴿² + 5.7797²﴿^0.5 = 6.5836 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 9
= 144.5688 ≥ 6.5836 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 3.1525 kips
Moment ﴾M﴿ = 0 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾3.1525 + 6 * 0 / 9﴿ / 9 = 0.3502 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 0.3502 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 3.1525 + 3 * 0 / 9 = 3.1525 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 7.776 / 46 * ﴾1 + 7.776 / 46﴿
= 0.9407
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 9 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 0.9407
= 26.8642 ≥ 3.1525 kips ﴾OK﴿
6. UPPER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 17.5401 kips
Vertical Force on Welds ﴾Vb﴿ = 8.2492 kips
Moment on Welds ﴾M﴿ = 46.2467 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 21.1701 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾8.2492 / 21.1701 + 3 * 46.2467 / ﴾21.1701 ²﴿﴿² + ﴾17.5401 / 21.1701﴿²﴿^0.5
= 1.0841 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾8.2492 / 21.1701 + 6 * 46.2467 / ﴾21.1701 ^ 2﴿﴿² + ﴾17.5401 / 21.1701﴿²﴿^0.5
= 1.3054 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
Resultant force
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PROJECT NAME
PAGES
9 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 5.2703
= 229.2619 ≥ 110 kips ﴾OK﴿
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 1.3551 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0304 ≤ 0.2929 in. ﴾OK﴿
7.c. Gusset Dimensions:
Lower Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 17 in.
Right Side Beam Side ﴾Lgb﴿ = 22.1525 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 8.6799 in.
Column Side Free Edge ﴾Lhfx﴿ = 14.2136 in.
Column Side Free Edge ﴾Lhfy﴿ = 0 in.
Try 0.1875 in. Weld
Minimum Weld size = 0.1875 ≤ 0.1875 in. ﴾OK﴿
Weld Size = 0.1875 in. ≥ 0.0304 in. ﴾OK﴿
LOWER RIGHT BRACE
7. LOWER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 110 kips
Brace Force ﴾Compression﴿ = 110 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
7.a. Brace to Gusset Weld Length = 4 X 8 in.
Weld Design Strength = 133.623 ≥ 110 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 8
= 133.623 ≥ 110 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.291 * 8
= 243.0432 ≥ 110 kips ﴾OK﴿
7.b. Check Lower Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 8.76
= 362.664 ≥ 110 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 8.76 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.291
= 8.4326 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾8² + 2 * 8 * 8﴿ / ﴾4 * ﴾8 + 8﴿﴿
= 3 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾3 / 8﴿
= 0.625
Ae = U * An = 0.625 * 8.4326 = 5.2703 in²
7.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 46.3426
eb = 7.85 in.
ec = 3 in.
Beta = 8.5 in.
BetaBar = 8.5 in.
AlphaBar = 11.5762 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾8.5 + 7.85﴿ * Tan﴾46.3426﴿ ‐ 3
= 14.1348 in.
7.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾14.1348 + 3﴿² + ﴾8.5 + 7.85﴿²﴿^0.5
= 4.6445 k/ft.
Hb = Alpha * r = 14.1348 * 4.6445
= 65.6493 kips
Hc = ec * r = 3 * 4.6445
= 13.9335 kips
Vb = 18 kips ﴾Adjusted by user﴿
Vc = 57.9378 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |14.1348 * ﴾7.85 * 4.6445 ‐ 18﴿|
= 260.9209 k‐in.
Mc = 0
7.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾14.1348 + 3﴿² + ﴾8.5 + 7.85﴿²﴿^0.5
= 4.6445 k/ft.
Hb = Alpha * r = 14.1348 * 4.6445
= 65.6493 kips
Hc = ec * r = 3 * 4.6445
= 13.9335 kips
05/06/2020
JMS
164
PROJECT NAME
PAGES
10 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
Vb = 18 kips ﴾Adjusted by user﴿
Vc = 57.9378 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |14.1348 * ﴾7.85 * 4.6445 ‐ 18﴿|
= 260.9209 k‐in.
Mc = 0
7.e. Lower Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 8
= 208.8 ≥ 110 kips ﴾OK﴿
7.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
8 = 2 * 8 * 0.5
Agt = Ant = d * t
4 = 8 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 8, 36 * 8﴿ + 1 * 58 * 4﴿
= 303.6 ≥ 110 kips ﴾OK﴿
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾10.5993 + 1.5668 + 9.5998﴿ / 3 = 7.2553
Lcr = KL = 0.5 * 7.2553 = 3.6276
KL / r = Lcr / ﴾t / 12^0.5﴿ = 3.6276 / ﴾0.5 / 3.464﴿
= 25.1326
Fe = pi² * E / ﴾KL / r﴿² = 3.14² * 29000 / 25.1326²
= 453.1289 ≥ 0.44 * Fy = 0.44 * 36 = 15.84 ksi
Fy / Fe = 36 / 453.1289 = 0.0794
Fcr = 0.658^0.0794 * Fy = 0.658^0.0794 * 36 = 34.8225 ksi
Buckling Strength = 0.9 * Fcr = 31.3403 ≥ 12.7627 ksi ﴾OK﴿
9. LOWER RIGHT BRACE GUSSET TO COLUMN CONNECTION
9.a. With Tensile Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 57.9378 kips
Horizontal Force on Connection Plate ﴾H﴿ = 13.9335 kips
Resultant Force on Connection Plate ﴾R﴿ = 59.5897 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
9.b. With Compressive Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 57.9378 kips
Horizontal Force on Connection Plate ﴾H﴿ = 13.9335 kips
Resultant Force on Connection Plate ﴾R﴿ = 59.5897 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
10. LOWER RIGHT BRACE ‐ HSS8X8X5/16 SHEAR CONNECTION
8. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 8 + 8 = 17.2376 in.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 17.2376 in.
8.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.25 + 0 * 0.291﴿
= 12.7627 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.25 + 0 * 0.291﴿
= 12.7627 ksi
8.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾17.2376 * 0.5 * 36 + 0 * 0.25 * 50 + 0 * 0.291 * 46﴿
= 279.2491 ≥ 110 kips ﴾OK﴿
8.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 7.2553 in.
L1 = 10.5993
L2 = 1.5668
L3 = 9.5998
10.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 15 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.5﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾5﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Gusset: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐29.8901 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 29.8901 kips
Upper Brace Compression: 25 kips
05/06/2020
JMS
165
PROJECT NAME
PAGES
11 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
Upper Brace Tension: 25 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Theta = Atan﴾V / H﴿ = Atan﴾57.9378 / 13.9335﴿ = 76.4776 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Gusset:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Gusset ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Distance to Free Edge of Gusset:
= 2.5 ≥ 1 in. ﴾OK﴿
10.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 4.742 * 17.8923
= 84.8467 ≥ 59.5897 kips ﴾OK﴿
10.c. Design Shear Strength of the Gusset:
10.c.1. Design Shear Yield Strength:
A = Lgc * tp = 17 * 0.5 = 8.5 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 8.5
= 183.6 kips
Φ Rn = 1.0 * 183.6 = 183.6 kips
= 183.6 ≥ 57.9378 kips ﴾OK﴿
10.c.2. Design Shear Rupture Strength:
Anv = ﴾Lgc ‐ N * ﴾dh + 0.0625﴿﴿ * tp
= ﴾17 ‐ 5 * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 6.3125 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 58 * 6.3125
= 219.675 kips
Φ Rn = 0.75 * 219.675 = 164.7562 kips
= 164.7562 ≥ 57.9378 kips ﴾OK﴿
Agv = ﴾L ‐ 2 * Lvs + Lvg﴿ * tp
= ﴾15 ‐ 2 * 1.5 + 2.5﴿ * 0.5
= 7.25 in²
Anv = ﴾L ‐ 2 * Lvs + Lvg ‐ ﴾Nl ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * tp
= ﴾15 ‐ 2 * 1.5 + 2.5 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 5.2812 in²
Agt = ﴾W ‐ c ‐ Lh﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5﴿ * 0.5
= 1 in²
Ant = ﴾W ‐ c ‐ Lh ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 0.7812 in²
ΦRn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 5.2812 + 1 * 58 * 0.7812﴿; ﴾0.6 * 36 * 7.25 + 1 * 58 * 0.7812﴿﴿
= 0.75 * Min﴾229.1; 201.9125﴿
= 151.4343 ≥ 57.9378 kips ﴾OK﴿
10.d. Gusset Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 36 * 8.5
= 550.8 ≥ 13.9335 kips ﴾OK﴿
10.e. Gusset Design Tensile Rupture Strength
U=1
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tp
An = 8.5 ‐ 5 * ﴾0.8125 + 0.0625﴿ * 0.5
= 6.3125 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 58 * 6.3125 * 1
= 274.5937 ≥ 13.9335 kips ﴾OK﴿
10.f. Gusset Block Shear under Axial Load ﴾L‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 1.0625 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 1.5 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿ + ev ‐ ﴾dh + 0.0625﴿ /
2
= ﴾5 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 2.5 ‐ ﴾0.8125 + 0.0625﴿ / 2
= 10.5625 in.
10.c.3. Design Block Shear Rupture Strength of Gusset Due to Shear Load ﴾L‐
Shape﴿
05/06/2020
JMS
166
PROJECT NAME
PAGES
12 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 103.9921 ≥ 57.9378 kips ﴾OK﴿
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv + ev
= ﴾5 ‐ 1﴿ * 3 + 2.5
= 14.5 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 1.0625 + 1 * 58 * 10.5625﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 10.5625﴿﴿
* 0.5
= 241.8843 ≥ 13.9335 kips ﴾OK﴿
10.g. Gusset Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾5 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 8.5 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾5 ‐ 1﴿ * 3
= 12 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 2.125 + 1 * 58 * 8.5﴿; ﴾0.6 * 36 * 3 + 1 * 58 * 8.5﴿﴿ * 0.5
= 209.175 ≥ 13.9335 kips ﴾OK﴿
10.g.1. Block Shear Strength of Gusset for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾57.9378 / 151.4343﴿² + ﴾13.9335 / 241.8843﴿²
= 0.1496 < 1 ﴾OK﴿
10.g.5. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾15 ‐ 1.5﴿ * 0.375 = 5.0625 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 5.0625 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 3.5859 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.5859 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 5.0625 + 1 * 58 *
0.5859﴿﴿
= 107.5007 ≥ 57.9378 kips ﴾OK﴿
10.g.6. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 15² / 4 = 21.0937 in³
Ag = t * L = 0.375 * 15 = 5.625 in²
fr = N / Ag + V * e / Zg
= 13.9335 / 5.625 + 57.9378 * 2 / 21.0937
= 7.9704 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 7.9704 ksi ﴾OK﴿
10.g.7. Tensile Rupture Strength of the Plate:
e=2
s=3
n=5
10.g.2. Design Shear Strength of the Plate:
10.g.3. Design Shear Yield Strength:
A = Lgc * tp = 15 * 0.375 = 5.625 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 5.625
= 121.5 kips
Φ Rn = 1.0 * 121.5 = 121.5 kips
ΦVn = 121.5 ≥ 57.9378 kips ﴾OK﴿
10.g.4. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾15 ‐ 5 * 0.875﴿ * 0.375 = 3.9843 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.9843 * 0.75 * 0.6 * 58
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 21.0937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾5² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 15.1157 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 5.625 ‐ 5 * ﴾0.8125 + 0.0625﴿ * 0.375
= 3.9843 in²
fr = N / Anet + V * e / Znet
= 13.9335 / 3.9843 + 57.9378 * 2 / 15.1157
= 11.1629 ksi
05/06/2020
JMS
167
PROJECT NAME
PAGES
13 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 11.1629 ksi ﴾OK﴿
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
10.g.8. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 5 * 1 * 0.375 * 0.9484
= 101.5284 ≥ 59.5897 kips ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾5 ‐ 1﴿ ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 3.5859 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 3.5859﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 3.5859﴿﴿
= 168.1382 ≥ 13.9335 kips ﴾OK﴿
10.g.9. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
10.i. Bolt Bearing on Gusset:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.8437 * 58 = 44.0437 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 44.0437 * 5 * 0.5 * 0.9484
= 104.4292 ≥ 59.5897 kips ﴾OK﴿
10.i.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾5 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾5 ‐ 1﴿﴿ * 0.375
= 3.1875 in²
Pn = Lp * t * Fcr = 15 * 0.375 * 35.0804 = 197.3276 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 13.9335 * ﴾0.375 + 0.291﴿ / 2 = 4.6398 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 15 * 0.375² / 4 = 18.9843 k‐in.
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 3.1875﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 3.1875﴿﴿
= 162.9562 ≥ 13.9335 kips ﴾OK﴿
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 13.9335 / ﴾2 * 0.9 * 197.3276﴿ + 4.6398 / ﴾0.9 * 18.9843﴿
= 0.3107 ≤ 1.0 ﴾OK﴿
10.g.10. Block Shear Strength of Plate for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾57.9378 / 107.5007﴿² + ﴾13.9335 / 168.1382﴿²
= 0.2973 < 1 ﴾OK﴿
10.h. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
10.i.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0666
Theta = 13.5223
Φ C = 1.39
Maximum useful weld size for support thickness:
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PROJECT NAME
PAGES
14 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.39 * 1 * 3.5158 * 15
= 146.6114 ≥ 59.5897 kips ﴾OK﴿
11. COLUMN AND BEAM CHECK
11.a. Column Local Stresses for Lower Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 13.9335 kips
Horizontal force ﴾V﴿ = 57.9378 kips
Moment ﴾M﴿ = 0 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾13.9335 + 3 * 0 / 15﴿² + 57.9378²﴿^0.5 = 59.5897 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 15
= 240.948 ≥ 59.5897 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 13.9335 kips
Moment ﴾M﴿ = 0 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾13.9335 + 6 * 0 / 15﴿ / 15 = 0.9289 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 0.9289 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 13.9335 + 3 * 0 / 15 = 13.9335 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 7.776 / 46 * ﴾1 + 7.776 / 46﴿
= 0.9407
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 15 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 0.9407
= 34.6816 ≥ 13.9335 kips ﴾OK﴿
12. LOWER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 65.6493 kips
Vertical Force on Welds ﴾Vb﴿ = 18 kips
Moment on Welds ﴾M﴿ = 260.9209 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 22.1525 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾18 / 22.1525 + 3 * 260.9209 / ﴾22.1525 ²﴿﴿² + ﴾65.6493 / 22.1525﴿²﴿^0.5
= 3.8182 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾18 / 22.1525 + 6 * 260.9209 / ﴾22.1525 ^ 2﴿﴿² + ﴾65.6493 / 22.1525﴿²﴿^0.5
= 4.9803 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 4.9803 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.1117 ≤ 0.2929 in. ﴾OK﴿
Try 0.1875 in. Weld
Minimum Weld size = 0.1875 ≤ 0.1875 in. ﴾OK﴿
Weld Size = 0.1875 in. ≥ 0.1117 in. ﴾OK﴿
All Welds Are E70XX
RIGHT SIDE BEAM
13. RIGHT SIDE BEAM ‐ W16X26 SHEAR CONNECTION
13.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
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169
PROJECT NAME
PAGES
15 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.25﴿ in. ﴾OK﴿
= 1 * 3.7063 * 17.8923
= 66.3157 ≥ 40.5701 kips ﴾OK﴿
13.c. Design Shear Strength of the Beam:
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐29.8901 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 29.8901 kips
Upper Brace Compression: 25 kips
Upper Brace Tension: 25 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 36.2492 kips
Horizontal Force on Single Plate = H
H ﴾Tension﴿ = 18.219 kips
H ﴾Compression﴿ = 18.219 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾36.2492² + 18.219²﴿^0.5 = 40.5701 kips
Theta = Atan﴾V / H﴿ = Atan﴾36.2492 / 18.219﴿ = 63.3157 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
13.c.1. Design Shear Yield Strength:
A = dw * tw = 15.7 * 0.25 = 3.925 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.925 * 1
= 117.75 kips
Φ Rn = 0.9 * 117.75 = 105.975 kips
= 105.975 ≥ 36.2492 kips ﴾OK﴿
13.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾15.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.25
= 3.05 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 3.05
= 118.95 kips
Φ Rn = 0.75 * 118.95 = 89.2125 kips
= 89.2125 ≥ 36.2492 kips ﴾OK﴿
13.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 7.68
= 345.6 ≥ 29.8901 kips ﴾OK﴿
13.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5.5² * 0.345 + 0.25² * ﴾15.7 ‐ 2 * 0.345﴿﴿ / ﴾8 * 5.5 * 0.345 + 4 * 0.25 * ﴾15.7 ‐ 2 *
0.345﴿﴿
= 0.7224 in.
U = Ag_BeamWeb / Ag
U = 3.7525 / 7.68
= 0.4886
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 7.68 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.25
= 6.805 in²
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 6.805 * 0.4886
= 162.0922 ≥ 29.8901 kips ﴾OK﴿
13.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
13.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Design Strength = Npl * C * Fv
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
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PAGES
16 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾4 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 6.375 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾4 ‐ 1﴿ * 3
= 9 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 6.375﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 6.375﴿﴿ * 0.25
= 93.2343 ≥ 18.219 kips ﴾OK﴿
13.f.1. Design Shear Strength of the Plate:
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 36.2492 kips ﴾OK﴿
13.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 12² / 4 = 13.5 in³
Ag = t * L = 0.375 * 12 = 4.5 in²
fr = N / Ag + V * e / Zg
= 18.219 / 4.5 + 36.2492 * 2 / 13.5
= 9.4189 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 9.4189 ksi ﴾OK﴿
13.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=4
13.f.2. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 36.2492 kips ﴾OK﴿
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 13.5 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾4² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 9.7368 in³
13.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 36.2492 kips ﴾OK﴿
fr = N / Anet + V * e / Znet
= 18.219 / 3.1875 + 36.2492 * 2 / 9.7368
= 13.1615 ksi
13.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
13.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 4.5 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.375
= 3.1875 in²
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 13.1615 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾4 ‐ 1﴿ ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 2.789 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 2.789﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 2.789﴿﴿
= 133.4742 ≥ 18.219 kips ﴾OK﴿
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PROJECT NAME
PAGES
17 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
13.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾4 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾4 ‐ 1﴿﴿ * 0.375
= 2.3906 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 2.3906﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 2.3906﴿﴿
= 128.2921 ≥ 18.219 kips ﴾OK﴿
13.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾36.2492 / 89.2757﴿² + ﴾18.219 / 133.4742﴿²
= 0.1834 < 1 ﴾OK﴿
13.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 4 * 1 * 0.375 * 0.9265
= 79.3539 ≥ 40.5701 kips ﴾OK﴿
13.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 4 * 0.25 * 0.9265
= 45.736 ≥ 40.5701 kips ﴾OK﴿
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 12 * 0.375 * 35.0804 = 157.8621 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 18.219 * ﴾0.375 + 0.25﴿ / 2 = 5.6934 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 12 * 0.375² / 4 = 15.1875 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 18.219 / ﴾2 * 0.9 * 157.8621﴿ + 5.6934 / ﴾0.9 * 15.1875﴿
= 0.4806 ≤ 1.0 ﴾OK﴿
13.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 26.6842
Φ C = 1.43
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.43 * 1 * 3.5158 * 12
= 120.6643 ≥ 40.5701 kips ﴾OK﴿
14. COLUMN AND BEAM CHECK
14.a. Beam and Column Local Stresses for Right Side Beam
14.a.1. Beam Web Local Yielding:
Force from Top, Rtop = ﴾﴾1.73 * HbTop﴿² + ﴾VbTop + 3 * MbTop / LTop﴿²﴿^0.5
13.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
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PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
33.7625= ﴾﴾1.73 * 17.5401﴿² + ﴾8.2492 + 3 * 46.2467 / 21.1701﴿²﴿^0.5
Required Web Thickness = Rtop / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0293 in. = 33.7625 / ﴾1 * 50 * ﴾21.1701 + 2.5 * 0.747﴿﴿
Force from Bottom, RBot = ﴾﴾1.73 * HbBot﴿² + ﴾VbBot + 3 * MbBot / LBot﴿²﴿^0.5
128.2486 = ﴾﴾1.73 * 65.6493﴿² + ﴾18 + 3 * 306.974 / 22.1525﴿²﴿^0.5
Required Web Thickness = RBot / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.1067 in. = 128.2486 / ﴾1 * 50 * ﴾22.1525 + 2.5 * 0.747﴿﴿
Web Yielding Top 0.0293 ≤ 0.25 in. ﴾OK﴿
Web Yielding Bottom 0.1067 ≤ 0.25 in. ﴾OK﴿
14.a.2. Beam Web Crippling:
Force from Top, Rtop = VbTop + 3 * MbTop / Ltop
= 8.2492 + 3 *46.2467 / 21.1701
= 14.8028 kips
for Top Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Ntop / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.25² * ﴾1 + ﴾4 * ﴾21.1701 / 15.7﴿ ‐ 0.2﴿
* ﴾0.25 / 0.345﴿^1.5﴿ * ﴾50 * 0.345 / 0.25﴿^0.5
Rcap Top = 111.4959 ≥ 14.8028 kips ﴾OK﴿
Force from Bottom, Rbot = VbBot + 3 * MbBot / LBot
= 18 + 3 * 306.974 / 22.1525
= 59.5717 kips
For Bottom Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Nbot / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.25² * ﴾1 + ﴾4 * ﴾22.1525 / 15.7﴿ ‐ 0.2﴿
* ﴾0.25 / 0.345﴿^1.5﴿ * ﴾50 * 0.345 / 0.25﴿^0.5
= Rcap Top =115.5911 ≥ 59.5717 kips ﴾OK﴿
HSS Wall Shear Capacity:
Horizontal force: H = 18.219 kips
Vertical force: V = 36.2492 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾18.219 + 3 * 0 / 12﴿² + 36.2492²﴿^0.5 = 40.5701 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 12
= 192.7584 ≥ 40.5701 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 18.219 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾18.219 + 6 * 0 / 12﴿ / 12 = 1.5182 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 1.5182 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 18.219 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 7.776 / 46 * ﴾1 + 7.776 / 46﴿
= 0.9407
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 12 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 0.9407
= 30.7729 ≥ 18.219 kips ﴾OK﴿
LEFT SIDE BEAM
15. LEFT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
15.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 11 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: 29 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 29 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 10 kips
Horizontal Force on Single Plate = H
H ﴾Tension﴿ = 0 kips
H ﴾Compression﴿ = 29 kips
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PROJECT NAME
PAGES
19 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾10² + 29²﴿^0.5 = 30.6757 kips
Theta = Atan﴾V / H﴿ = Atan﴾10 / 29﴿ = 19.0256 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 11 ≥ T / 2 ﴾OK﴿
15.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 3.6861 * 17.8923
= 65.9532 ≥ 30.6757 kips ﴾OK﴿
15.c. Design Shear Strength of the Beam:
BR‐02 Grid A.8‐18&18.5 2nd Floor
15.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 6.49
= 292.05 ≥ 29 kips ﴾OK﴿
15.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5² * 0.335 + 0.23² * ﴾13.7 ‐ 2 * 0.335﴿﴿ / ﴾8 * 5 * 0.335 + 4 * 0.23 * ﴾13.7 ‐ 2 *
0.335﴿﴿
= 0.6869 in.
U = Ag_BeamWeb / Ag
U = 2.9969 / 6.49
= 0.4617
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 6.49 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.23
= 5.685 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 5.685 * 0.4617
= 127.9772 ≥ 29 kips ﴾OK﴿
15.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
15.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 10 kips ﴾OK﴿
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾4 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 6.375 in.
15.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.346 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.346
= 91.494 kips
Φ Rn = 0.75 * 91.494 = 68.6205 kips
= 68.6205 ≥ 10 kips ﴾OK﴿
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 6.375﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 6.375﴿﴿ * 0.23
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾4 ‐ 1﴿ * 3
= 9 in.
15.f.1. Design Shear Strength of the Plate:
15.f.2. Design Shear Yield Strength:
A = dw * tw = 11 * 0.375 = 4.125 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.125 * 1
= 89.1 kips
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PROJECT NAME
PAGES
20 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
Φ Rn = 1.0 * 89.1 = 89.1 kips
ΦVn = 89.1 ≥ 10 kips ﴾OK﴿
15.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾11 ‐ 4 * 0.875﴿ * 0.375 = 2.8125 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.8125 * 0.75 * 0.6 * 58
= 73.4062 ≥ 10 kips ﴾OK﴿
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 4.125 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.8125 in²
fr = N / Anet + V * e / Znet
= 0 / 2.8125 + 10 * 2 / 7.5805
= 2.6383 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 2.6383 ksi ﴾OK﴿
15.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
15.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾11 ‐ 1﴿ * 0.375 = 3.75 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1 + 3 * ﴾4 ‐ 1﴿ ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 2.6015 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.75 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.6015 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 2.6015﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 2.6015﴿﴿
= 125.3179 ≥ 0 kips ﴾OK﴿
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.6015 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.75 + 1 * 58 * 0.5859﴿﴿
= 86.2382 ≥ 10 kips ﴾OK﴿
15.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
15.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 11² / 4 = 11.3437 in³
Ag = t * L = 0.375 * 11 = 4.125 in²
fr = N / Ag + V * e / Zg
= 0 / 4.125 + 10 * 2 / 11.3437
= 1.763 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 1.763 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾4 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾4 ‐ 1﴿﴿ * 0.375
= 2.3906 in²
15.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=4
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 2.3906﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 2.3906﴿﴿
= 128.2921 ≥ 0 kips ﴾OK﴿
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 11.3437 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾4² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 7.5805 in³
15.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾10 / 86.2382﴿² + ﴾0 / 125.3179﴿²
= 0.0134 < 1 ﴾OK﴿
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PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
15.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1 ‐ 0.8125 / 2﴿
= 0.5937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 30.9937 * 4 * 1 * 0.375 * 0.9215
= 42.8424 ≥ 30.6757 kips ﴾OK﴿
15.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 4 * 0.23 * 0.9215
= 41.8471 ≥ 30.6757 kips ﴾OK﴿
Eccentric Weld
k=0
a = 0.0909
Theta = 70.9743
Φ C = 1.8318
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.8318 * 1 * 3.5158 * 11
= 141.6892 ≥ 30.6757 kips ﴾OK﴿
16. COLUMN AND BEAM CHECK
16.a. Beam and Column Local Stresses for Left Side Beam
16.a.1. Beam Web Local Yielding:
15.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
16.a.2. Beam Web Crippling:
HSS Wall Shear Capacity:
Horizontal force: H = 29 kips
Vertical force: V = 10 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾29 + 3 * 0 / 11﴿² + 10²﴿^0.5 = 30.6757 kips
Pn = Lp * t * Fcr = 11 * 0.375 * 35.0804 = 144.7069 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 29 * ﴾0.375 + 0.23﴿ / 2 = 8.7725 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 11 * 0.375² / 4 = 13.9218 k‐in.
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 11
= 176.6952 ≥ 30.6757 kips ﴾OK﴿
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ ≥ 0.2
Pu / ﴾0.9 * Pn﴿ + 8 / 9 * Mu / ﴾0.9 * Mn﴿
= 29 / ﴾0.9 * 144.7069﴿ + 8 / 9 * 8.7725 / ﴾0.9 * 13.9218﴿
= 0.845 ≤ 1.0 ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 29 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾29 + 6 * 0 / 11﴿ / 11 = 2.6363 kips/in.
15.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 2.6363 in. ﴾OK﴿
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PAGES
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PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐02.dsn
CHECKED BY
DESCRIPTION
BR‐02 Grid A.8‐18&18.5 2nd Floor
HSS Wall Flexural Yielding:
Horizontal force: H = 29 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 7.776 / 46 * ﴾1 + 7.776 / 46﴿
= 0.9407
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 11 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 0.9407
= 29.47 ≥ 29 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐03.dsn
CHECKED BY
DESCRIPTION
BR‐03
Front View
W14X22 ‐ A992
End Gap = 1/2"
HSS6X6X5/16 ‐ A500‐B‐46
1/4
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W10X12 ‐ A992
End Gap = 1/2"
2"
3‐7/16"
3‐7/8"
6"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
9"
1/4
2"
23‐15/16"
23‐15/16"
1/4
3‐1/2"
GPL1/2X10 15/16X1' 11 15/16‐A36
HSS6X6X5/16 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 1' ‐ 9‐1/8"
E70XX:
All Welds UNO
6"
10‐15/16"
12‐11/16"
2"
4 places
17‐9/16"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
1/4
6"
1/4
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PROJECT NAME
PAGES
2/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐03.dsn
CHECKED BY
DESCRIPTION
BR‐03
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NAME
PAGES
1 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Front View
HSS8X8X3/8 ‐ A500‐B‐46
E70XX:
All Welds UNO
1/4
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
HSS6X6X5/16 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 1' ‐ 11‐7/16"
5/16
18‐1/2"
PL1/2X7X13‐3/4 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
VertRows: 2@3"
9‐1/2"
9" 11"
4 places
6"
GPL1/2X11X1' 11 5/16‐A36
1/4
2"
W16X26 ‐ A992
End Gap = 1/2"
2‐1/2"
3‐3/8"
2‐13/16"
23‐5/16"
3‐7/16"
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
13‐3/4"
2"
3/16
23‐5/16"
W16X31 ‐ A992
End Gap = 1/2"
12"
2"
1/4
GPL1/2X1' 5X1' 9 7/16‐A36
21‐7/16"
1/4
21‐7/16"
2‐1/2"
8‐5/8"
15" 17"
2"
1/4
4 places
8"
HSS8X8X5/16 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 10‐1/4"
11‐1/2"
13‐9/16"
1/4
PL3/8X4X15 ‐ A36
5@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
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PAGES
2 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam and/or Brace to Column
Member: Column
Section: HSS8X8X3/8
Material: A500‐B‐46
Member: Upper Right Brace
Section: HSS6X6X5/16
Material: A500‐B‐46
Member: Lower Right Brace
Section: HSS8X8X5/16
Material: A500‐B‐46
Member: Left Side Beam
Section: W16X26
Material: A992
Member: Right Side Beam
Section: W16X31
Material: A992
DETAILED CALCULATION REPORT
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS8X8X3/8
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 50 kips
Shear Force: 0 kips
Upper Right Brace:
Size: HSS6X6X5/16
Length: 27 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 40 kips
Axial Force ﴾Compression﴿: 40 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 0.584 / 1
Bolt Edge Distance: 1.5 in.
BR‐04
Gusset Plate:
Material: A36
Column Side Length: 10.934 in.
Beam Side Length: 23.2075 in.
Brace Side Length: 10.9426 in.
Column Side Free Edge: x = 18.4166 in., y = 0 in.
Beam Side Free Edge: x = 0 in., y = 2.7305 in.
Thickness: 0.5 in.
Setback from Column: 0.5 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 6 in.
Single Plate:
Length: 9 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
Lower Right Brace:
Size: HSS8X8X5/16
Length: 27 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 110 kips
Axial Force ﴾Compression﴿: 110 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 0.944 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 13.9169 in.
Beam Side Length: 18.1819 in.
Brace Side Length: 14.3658 in.
Column Side Free Edge: x = 10.2877 in., y = 0 in.
Beam Side Free Edge: x = 0 in., y = 5.5544 in.
Thickness: 0.5 in.
Setback from Column: 0.5 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 8 in.
Single Plate:
Length: 15 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
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PROJECT NAME
PAGES
3 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
= 100.2172 ≥ 40 kips ﴾OK﴿
Left Side Beam:
Size: W16X26
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 35 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: ‐35 kips
Shear Force: 50 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Single Plate:
Length: 13.75 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 2.375 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.291 * 6
= 182.2824 ≥ 40 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 6.43
= 266.202 ≥ 40 kips ﴾OK﴿
Right Side Beam:
Size: W16X31
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 16.448 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: ‐16.448 kips
Shear Force: 15 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 6.43 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.291
= 6.1026 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾6² + 2 * 6 * 6﴿ / ﴾4 * ﴾6 + 6﴿﴿
= 2.25 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾2.25 / 6﴿
= 0.625
Ae = U * An = 0.625 * 6.1026 = 3.8141 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 3.8141
= 165.9151 ≥ 40 kips ﴾OK﴿
Single Plate:
Length: 12 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 11 in.
Right Side Beam Side ﴾Lgb﴿ = 23.3204 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 2.7964 in.
Column Side Free Edge ﴾Lhfx﴿ = 18.5296 in.
Column Side Free Edge ﴾Lhfy﴿ = 0 in.
UPPER RIGHT BRACE
1.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 59.715
eb = 7.95 in.
ec = 4 in.
Beta = 5.5 in.
BetaBar = 5.5 in.
AlphaBar = 12.1602 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾5.5 + 7.95﴿ * Tan﴾59.715﴿ ‐ 4
= 19.0304 in.
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 40 kips
Brace Force ﴾Compression﴿ = 40 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
1.a. Brace to Gusset Weld Length = 4 X 6 in.
Weld Design Strength = 100.2172 ≥ 40 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 6
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
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PROJECT NAME
PAGES
4 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
= 40 / ﴾﴾19.0304 + 4﴿² + ﴾5.5 + 7.95﴿²﴿^0.5
= 1.4997 k/ft.
Hb = Alpha * r = 19.0304 * 1.4997
= 28.5417 kips
Hc = ec * r = 4 * 1.4997
= 5.9991 kips
Vb = eb * r = 7.95 * 1.4997
= 11.9233 kips
Vc = GussetBeta * r = 5.5 * 1.4997
= 8.2488
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |11.9233 * ﴾19.0304 ‐ 12.1602﴿|
= 81.9158 k‐in.
Mc = 0
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 40 / ﴾﴾19.0304 + 4﴿² + ﴾5.5 + 7.95﴿²﴿^0.5
= 1.4997 k/ft.
Hb = Alpha * r = 19.0304 * 1.4997
= 28.5417 kips
Hc = ec * r = 4 * 1.4997
= 5.9991 kips
Vb = eb * r = 7.95 * 1.4997
= 11.9233 kips
Vc = GussetBeta * r = 5.5 * 1.4997
= 8.2488
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |11.9233 * ﴾19.0304 ‐ 12.1602﴿|
= 81.9158 k‐in.
Mc = 0
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 6
= 156.6 ≥ 40 kips ﴾OK﴿
BR‐04
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 6 + 6 = 12.9282 in.
Lwb = 1.9796 in. of Lw is in the Beam.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 10.9485 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 40 / ﴾10.9485 * 0.5 + 1.9796 * 0.275 + 0 * 0.349﴿
= 6.6459 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 40 / ﴾10.9485 * 0.5 + 1.9796 * 0.275 + 0 * 0.349﴿
= 6.6459 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾10.9485 * 0.5 * 36 + 1.9796 * 0.275 * 50 + 0 * 0.349 * 46﴿
= 201.8646 ≥ 40 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 7.5716 in.
L1 = 7.6788
L2 = ‐3.3898, Use 0
L3 = 15.036
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾7.6788 + 0 + 15.036﴿ / 3 = 7.5716
Lcr = KL = 0.5 * 7.5716 = 3.7858
KL / r = Lcr / ﴾t / 12^0.5﴿ = 3.7858 / ﴾0.5 / 3.464﴿
= 26.2281
Fe = pi² * E / ﴾KL / r﴿² = 3.14² * 29000 / 26.2281²
= 416.0674 ≥ 0.44 * Fy = 0.44 * 36 = 15.84 ksi
Fy / Fe = 36 / 416.0674 = 0.0865
Fcr = 0.658^0.0865 * Fy = 0.658^0.0865 * 36 = 34.7195 ksi
Buckling Strength = 0.9 * Fcr = 31.2476 ≥ 6.6459 ksi ﴾OK﴿
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
6 = 2 * 6 * 0.5
Agt = Ant = d * t
3 = 6 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 6, 36 * 6﴿ + 1 * 58 * 3﴿
= 227.7 ≥ 40 kips ﴾OK﴿
3.a. With Tensile Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 8.2488 kips
Horizontal Force on Connection Plate ﴾H﴿ = 5.9991 kips
Resultant Force on Connection Plate ﴾R﴿ = 10.1997 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
3.b. With Compressive Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 8.2488 kips
Horizontal Force on Connection Plate ﴾H﴿ = 5.9991 kips
Resultant Force on Connection Plate ﴾R﴿ = 10.1997 kips
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PROJECT NAME
PAGES
5 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
4. UPPER RIGHT BRACE ‐ HSS6X6X5/16 SHEAR CONNECTION
4.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
4.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 2.6728 * 17.8923
= 47.823 ≥ 10.1997 kips ﴾OK﴿
4.c. Design Shear Strength of the Gusset:
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.5﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Gusset: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐16.448 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 16.448 kips
Upper Brace Compression: 40 kips
Upper Brace Tension: 40 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Theta = Atan﴾V / H﴿ = Atan﴾8.2488 / 5.9991﴿ = 53.9726 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Gusset:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Gusset ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Distance to Free Edge of Gusset:
= 2.5 ≥ 1 in. ﴾OK﴿
4.c.1. Design Shear Yield Strength:
A = Lgc * tp = 11 * 0.5 = 5.5 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 5.5
= 118.8 kips
Φ Rn = 1.0 * 118.8 = 118.8 kips
= 118.8 ≥ 8.2488 kips ﴾OK﴿
4.c.2. Design Shear Rupture Strength:
Anv = ﴾Lgc ‐ N * ﴾dh + 0.0625﴿﴿ * tp
= ﴾11 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 4.1875 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 58 * 4.1875
= 145.725 kips
Φ Rn = 0.75 * 145.725 = 109.2937 kips
= 109.2937 ≥ 8.2488 kips ﴾OK﴿
4.c.3. Design Block Shear Rupture Strength of Gusset Due to Shear Load ﴾L‐
Shape﴿
Agv = ﴾L ‐ 2 * Lvs + Lvg﴿ * tp
= ﴾9 ‐ 2 * 1.5 + 2.5﴿ * 0.5
= 4.25 in²
Anv = ﴾L ‐ 2 * Lvs + Lvg ‐ ﴾Nl ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * tp
= ﴾9 ‐ 2 * 1.5 + 2.5 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 3.1562 in²
Agt = ﴾W ‐ c ‐ Lh﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5﴿ * 0.5
= 1 in²
Ant = ﴾W ‐ c ‐ Lh ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 0.7812 in²
ΦRn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.1562 + 1 * 58 * 0.7812﴿; ﴾0.6 * 36 * 4.25 + 1 * 58 * 0.7812﴿﴿
= 0.75 * Min﴾155.15; 137.1125﴿
= 102.8343 ≥ 8.2488 kips ﴾OK﴿
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PROJECT NAME
PAGES
6 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
4.d. Gusset Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 36 * 5.5
= 356.4 ≥ 5.9991 kips ﴾OK﴿
4.e. Gusset Design Tensile Rupture Strength
U=1
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tp
An = 5.5 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.5
= 4.1875 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 58 * 4.1875 * 1
= 182.1562 ≥ 5.9991 kips ﴾OK﴿
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾3 ‐ 1﴿ * 3
= 6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 2.125 + 1 * 58 * 4.25﴿; ﴾0.6 * 36 * 3 + 1 * 58 * 4.25﴿﴿ * 0.5
= 116.7375 ≥ 5.9991 kips ﴾OK﴿
4.g.1. Block Shear Strength of Gusset for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾8.2488 / 102.8343﴿² + ﴾5.9991 / 149.4468﴿²
= 0.008 < 1 ﴾OK﴿
4.g.2. Design Shear Strength of the Plate:
4.f. Gusset Block Shear under Axial Load ﴾L‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 1.0625 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 1.5 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿ + ev ‐ ﴾dh + 0.0625﴿ /
2
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 2.5 ‐ ﴾0.8125 + 0.0625﴿ / 2
= 6.3125 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv + ev
= ﴾3 ‐ 1﴿ * 3 + 2.5
= 8.5 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 1.0625 + 1 * 58 * 6.3125﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 6.3125﴿﴿ *
0.5
= 149.4468 ≥ 5.9991 kips ﴾OK﴿
4.g. Gusset Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
4.g.3. Design Shear Yield Strength:
A = Lgc * tp = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 3.375
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 8.2488 kips ﴾OK﴿
4.g.4. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 8.2488 kips ﴾OK﴿
4.g.5. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
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PROJECT NAME
PAGES
7 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 8.2488 kips ﴾OK﴿
4.g.6. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 5.9991 / 3.375 + 8.2488 * 2 / 7.5937
= 3.95 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 3.95 ksi ﴾OK﴿
4.g.9. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
4.g.7. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 5.9991 kips ﴾OK﴿
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
4.g.10. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾8.2488 / 71.0507﴿² + ﴾5.9991 / 98.8101﴿²
= 0.0171 < 1 ﴾OK﴿
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
fr = N / Anet + V * e / Znet
= 5.9991 / 2.3906 + 8.2488 * 2 / 5.5532
= 5.4803 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 5.4803 ksi ﴾OK﴿
4.g.8. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 5.9991 kips ﴾OK﴿
4.h. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.8909
= 57.2255 ≥ 10.1997 kips ﴾OK﴿
4.i. Bolt Bearing on Gusset:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.8437 * 58 = 44.0437 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 44.0437 * 3 * 0.5 * 0.8909
= 58.8605 ≥ 10.1997 kips ﴾OK﴿
4.i.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
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PROJECT NAME
PAGES
8 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 5.9991 * ﴾0.375 + 0.291﴿ / 2 = 1.9977 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 5.9991 / ﴾2 * 0.9 * 118.3965﴿ + 1.9977 / ﴾0.9 * 11.3906﴿
= 0.223 ≤ 1.0 ﴾OK﴿
4.i.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 36.0273
Φ C = 1.5022
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.5022 * 1 * 3.5158 * 9
= 95.0689 ≥ 10.1997 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Column Local Stresses for Upper Right Brace
BR‐04
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾5.9991 + 3 * 0 / 9﴿² + 8.2488²﴿^0.5 = 10.1997 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 9
= 173.3832 ≥ 10.1997 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 5.9991 kips
Moment ﴾M﴿ = 0 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾5.9991 + 6 * 0 / 9﴿ / 9 = 0.6665 kips/in.
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 0.6665 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 5.9991 + 3 * 0 / 9 = 5.9991 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 4.8076 / 46 * ﴾1 + 4.8076 / 46﴿
= 0.9653
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.375 / 8﴿ * ﴾2 * 9 / 8+ 4 * ﴾1 ‐ 0.375 / 8﴿^0.5﴿ * 0.9653
= 34.9292 ≥ 5.9991 kips ﴾OK﴿
6. UPPER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 28.5417 kips
Vertical Force on Welds ﴾Vb﴿ = 11.9233 kips
Moment on Welds ﴾M﴿ = 81.9158 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 23.3204 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾11.9233 / 23.3204 + 3 * 81.9158 / ﴾23.3204 ²﴿﴿² + ﴾28.5417 / 23.3204﴿²﴿^0.5
= 1.5574 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾11.9233 / 23.3204 + 6 * 81.9158 / ﴾23.3204 ^ 2﴿﴿² + ﴾28.5417 / 23.3204﴿²﴿^0.5
= 1.8708 kips/in.
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 5.9991 kips
Horizontal force ﴾V﴿ = 8.2488 kips
Moment ﴾M﴿ = 0 k‐in.
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PROJECT NAME
PAGES
9 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 1.9467 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0437 ≤ 0.2929 in. ﴾OK﴿
Try 0.1875 in. Weld
Minimum Weld size = 0.1875 ≤ 0.1875 in. ﴾OK﴿
Weld Size = 0.1875 in. ≥ 0.0437 in. ﴾OK﴿
LOWER RIGHT BRACE
7. LOWER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 110 kips
Brace Force ﴾Compression﴿ = 110 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
7.a. Brace to Gusset Weld Length = 4 X 8 in.
Weld Design Strength = 133.623 ≥ 110 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 8
= 133.623 ≥ 110 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.291 * 8
= 243.0432 ≥ 110 kips ﴾OK﴿
7.b. Check Lower Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 8.76
= 362.664 ≥ 110 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 8.76 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.291
= 8.4326 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾8² + 2 * 8 * 8﴿ / ﴾4 * ﴾8 + 8﴿﴿
= 3 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾3 / 8﴿
= 0.625
Ae = U * An = 0.625 * 8.4326 = 5.2703 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 5.2703
= 229.2619 ≥ 110 kips ﴾OK﴿
7.c. Gusset Dimensions:
Lower Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 17 in.
Right Side Beam Side ﴾Lgb﴿ = 21.4478 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 8.6374 in.
Column Side Free Edge ﴾Lhfx﴿ = 13.5536 in.
Column Side Free Edge ﴾Lhfy﴿ = 0 in.
7.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 46.65
eb = 7.95 in.
ec = 4 in.
Beta = 8.5 in.
BetaBar = 8.5 in.
AlphaBar = 11.2239 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾8.5 + 7.95﴿ * Tan﴾46.65﴿ ‐ 4
= 13.4254 in.
7.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾13.4254 + 4﴿² + ﴾8.5 + 7.95﴿²﴿^0.5
= 4.5903 k/ft.
Hb = Alpha * r = 13.4254 * 4.5903
= 61.6271 kips
Hc = ec * r = 4 * 4.5903
= 18.3612 kips
Vb = 18 kips ﴾Adjusted by user﴿
Vc = 57.5106 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |13.4254 * ﴾7.95 * 4.5903 ‐ 18﴿|
= 248.2771 k‐in.
Mc = 0
7.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾13.4254 + 4﴿² + ﴾8.5 + 7.95﴿²﴿^0.5
= 4.5903 k/ft.
Hb = Alpha * r = 13.4254 * 4.5903
= 61.6271 kips
05/06/2020
JMS
188
PROJECT NAME
PAGES
10 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Hc = ec * r = 4 * 4.5903
= 18.3612 kips
Vb = 18 kips ﴾Adjusted by user﴿
Vc = 57.5106 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |13.4254 * ﴾7.95 * 4.5903 ‐ 18﴿|
= 248.2771 k‐in.
Mc = 0
7.e. Lower Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 8
= 208.8 ≥ 110 kips ﴾OK﴿
7.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
8 = 2 * 8 * 0.5
Agt = Ant = d * t
4 = 8 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 8, 36 * 8﴿ + 1 * 58 * 4﴿
= 303.6 ≥ 110 kips ﴾OK﴿
8. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 8 + 8 = 17.2376 in.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 17.2376 in.
L2 = 1.5438
L3 = 8.6182
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾10.6738 + 1.5438 + 8.6182﴿ / 3 = 6.9453
Lcr = KL = 0.5 * 6.9453 = 3.4726
KL / r = Lcr / ﴾t / 12^0.5﴿ = 3.4726 / ﴾0.5 / 3.464﴿
= 24.0586
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 12.7627 ksi ﴾OK﴿
9. LOWER RIGHT BRACE GUSSET TO COLUMN CONNECTION
9.a. With Tensile Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 57.5106 kips
Horizontal Force on Connection Plate ﴾H﴿ = 18.3612 kips
Resultant Force on Connection Plate ﴾R﴿ = 60.3705 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
9.b. With Compressive Brace Force:
Vertical Force on Connection Plate ﴾V﴿ = 57.5106 kips
Horizontal Force on Connection Plate ﴾H﴿ = 18.3612 kips
Resultant Force on Connection Plate ﴾R﴿ = 60.3705 kips
Moment on Connection Plate ﴾M﴿ = 0 kip‐in./in.
10. LOWER RIGHT BRACE ‐ HSS8X8X5/16 SHEAR CONNECTION
10.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 15 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
8.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.275 + 0 * 0.349﴿
= 12.7627 ksi
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.5﴿ in. ﴾OK﴿
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.275 + 0 * 0.349﴿
= 12.7627 ksi
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾5﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Gusset: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
8.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾17.2376 * 0.5 * 36 + 0 * 0.275 * 50 + 0 * 0.349 * 46﴿
= 279.2491 ≥ 110 kips ﴾OK﴿
8.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 6.9453 in.
L1 = 10.6738
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐16.448 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 16.448 kips
Upper Brace Compression: 40 kips
05/06/2020
JMS
189
PROJECT NAME
PAGES
11 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Upper Brace Tension: 40 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Theta = Atan﴾V / H﴿ = Atan﴾57.5106 / 18.3612﴿ = 72.2934 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Gusset:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Gusset ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Distance to Free Edge of Gusset:
= 2.5 ≥ 1 in. ﴾OK﴿
10.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
Design Strength = Npl * C * Fv
= 1 * 4.7339 * 17.8923
= 84.7009 ≥ 60.3705 kips ﴾OK﴿
10.c. Design Shear Strength of the Gusset:
10.c.1. Design Shear Yield Strength:
A = Lgc * tp = 17 * 0.5 = 8.5 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 8.5
= 183.6 kips
Φ Rn = 1.0 * 183.6 = 183.6 kips
= 183.6 ≥ 57.5106 kips ﴾OK﴿
10.c.2. Design Shear Rupture Strength:
Anv = ﴾Lgc ‐ N * ﴾dh + 0.0625﴿﴿ * tp
= ﴾17 ‐ 5 * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 6.3125 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 58 * 6.3125
= 219.675 kips
Φ Rn = 0.75 * 219.675 = 164.7562 kips
= 164.7562 ≥ 57.5106 kips ﴾OK﴿
Agv = ﴾L ‐ 2 * Lvs + Lvg﴿ * tp
= ﴾15 ‐ 2 * 1.5 + 2.5﴿ * 0.5
= 7.25 in²
Anv = ﴾L ‐ 2 * Lvs + Lvg ‐ ﴾Nl ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * tp
= ﴾15 ‐ 2 * 1.5 + 2.5 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 5.2812 in²
Agt = ﴾W ‐ c ‐ Lh﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5﴿ * 0.5
= 1 in²
Ant = ﴾W ‐ c ‐ Lh ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾4 ‐ 0.5 ‐ 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 0.7812 in²
ΦRn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 5.2812 + 1 * 58 * 0.7812﴿; ﴾0.6 * 36 * 7.25 + 1 * 58 * 0.7812﴿﴿
= 0.75 * Min﴾229.1; 201.9125﴿
= 151.4343 ≥ 57.5106 kips ﴾OK﴿
10.d. Gusset Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 36 * 8.5
= 550.8 ≥ 18.3612 kips ﴾OK﴿
10.e. Gusset Design Tensile Rupture Strength
U=1
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tp
An = 8.5 ‐ 5 * ﴾0.8125 + 0.0625﴿ * 0.5
= 6.3125 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 58 * 6.3125 * 1
= 274.5937 ≥ 18.3612 kips ﴾OK﴿
10.f. Gusset Block Shear under Axial Load ﴾L‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 1.0625 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 1.5 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿ + ev ‐ ﴾dh + 0.0625﴿ /
2
= ﴾5 ‐ 1﴿ * ﴾3 ‐ 0.875﴿ + 2.5 ‐ ﴾0.8125 + 0.0625﴿ / 2
= 10.5625 in.
10.c.3. Design Block Shear Rupture Strength of Gusset Due to Shear Load ﴾L‐
Shape﴿
05/06/2020
JMS
190
PROJECT NAME
PAGES
12 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
= 103.9921 ≥ 57.5106 kips ﴾OK﴿
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv + ev
= ﴾5 ‐ 1﴿ * 3 + 2.5
= 14.5 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 1.0625 + 1 * 58 * 10.5625﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 10.5625﴿﴿
* 0.5
= 241.8843 ≥ 18.3612 kips ﴾OK﴿
10.g. Gusset Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾5 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 8.5 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾5 ‐ 1﴿ * 3
= 12 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 58 * 2.125 + 1 * 58 * 8.5﴿; ﴾0.6 * 36 * 3 + 1 * 58 * 8.5﴿﴿ * 0.5
= 209.175 ≥ 18.3612 kips ﴾OK﴿
10.g.1. Block Shear Strength of Gusset for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾57.5106 / 151.4343﴿² + ﴾18.3612 / 241.8843﴿²
= 0.1499 < 1 ﴾OK﴿
10.g.5. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾15 ‐ 1.5﴿ * 0.375 = 5.0625 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 5.0625 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 3.5859 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.5859 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 5.0625 + 1 * 58 *
0.5859﴿﴿
= 107.5007 ≥ 57.5106 kips ﴾OK﴿
10.g.6. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 15² / 4 = 21.0937 in³
Ag = t * L = 0.375 * 15 = 5.625 in²
fr = N / Ag + V * e / Zg
= 18.3612 / 5.625 + 57.5106 * 2 / 21.0937
= 8.717 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 8.717 ksi ﴾OK﴿
10.g.7. Tensile Rupture Strength of the Plate:
e=2
s=3
n=5
10.g.2. Design Shear Strength of the Plate:
10.g.3. Design Shear Yield Strength:
A = Lgc * tp = 15 * 0.375 = 5.625 in²
Rn = 0.6 * Fy * A
= 0.6 * 36 * 5.625
= 121.5 kips
Φ Rn = 1.0 * 121.5 = 121.5 kips
ΦVn = 121.5 ≥ 57.5106 kips ﴾OK﴿
10.g.4. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾15 ‐ 5 * 0.875﴿ * 0.375 = 3.9843 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.9843 * 0.75 * 0.6 * 58
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 21.0937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾5² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 15.1157 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 5.625 ‐ 5 * ﴾0.8125 + 0.0625﴿ * 0.375
= 3.9843 in²
fr = N / Anet + V * e / Znet
= 18.3612 / 3.9843 + 57.5106 * 2 / 15.1157
= 12.2176 ksi
05/06/2020
JMS
191
PROJECT NAME
PAGES
13 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 12.2176 ksi ﴾OK﴿
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
10.g.8. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 5 * 1 * 0.375 * 0.9467
= 101.3539 ≥ 60.3705 kips ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾5 ‐ 1﴿ ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 3.5859 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 3.5859﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 3.5859﴿﴿
= 168.1382 ≥ 18.3612 kips ﴾OK﴿
10.g.9. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
10.i. Bolt Bearing on Gusset:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1.5 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.8437 * 58 = 44.0437 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 44.0437 * 5 * 0.5 * 0.9467
= 104.2497 ≥ 60.3705 kips ﴾OK﴿
10.i.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾5 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾5 ‐ 1﴿﴿ * 0.375
= 3.1875 in²
Pn = Lp * t * Fcr = 15 * 0.375 * 35.0804 = 197.3276 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 18.3612 * ﴾0.375 + 0.291﴿ / 2 = 6.1142 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 15 * 0.375² / 4 = 18.9843 k‐in.
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 3.1875﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 3.1875﴿﴿
= 162.9562 ≥ 18.3612 kips ﴾OK﴿
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 18.3612 / ﴾2 * 0.9 * 197.3276﴿ + 6.1142 / ﴾0.9 * 18.9843﴿
= 0.4095 ≤ 1.0 ﴾OK﴿
10.g.10. Block Shear Strength of Plate for Combined Shear and Axial
Interaction on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾57.5106 / 107.5007﴿² + ﴾18.3612 / 168.1382﴿²
= 0.2981 < 1 ﴾OK﴿
10.h. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
10.i.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0666
Theta = 17.7065
Φ C = 1.44
Maximum useful weld size for support thickness:
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JMS
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PROJECT NAME
PAGES
14 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.44 * 1 * 3.5158 * 15
= 151.8852 ≥ 60.3705 kips ﴾OK﴿
11. COLUMN AND BEAM CHECK
11.a. Column Local Stresses for Lower Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 18.3612 kips
Horizontal force ﴾V﴿ = 57.5106 kips
Moment ﴾M﴿ = 0 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾18.3612 + 3 * 0 / 15﴿² + 57.5106²﴿^0.5 = 60.3705 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 15
= 288.972 ≥ 60.3705 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 18.3612 kips
Moment ﴾M﴿ = 0 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾18.3612 + 6 * 0 / 15﴿ / 15 = 1.224 kips/in.
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 1.224 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 18.3612 + 3 * 0 / 15 = 18.3612 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 4.8076 / 46 * ﴾1 + 4.8076 / 46﴿
= 0.9653
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
BR‐04
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.375 / 8﴿ * ﴾2 * 15 / 8+ 4 * ﴾1 ‐ 0.375 / 8﴿^0.5﴿ * 0.9653
= 43.4414 ≥ 18.3612 kips ﴾OK﴿
12. LOWER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 61.6271 kips
Vertical Force on Welds ﴾Vb﴿ = 18 kips
Moment on Welds ﴾M﴿ = 248.2771 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 21.4478 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾18 / 21.4478 + 3 * 248.2771 / ﴾21.4478 ²﴿﴿² + ﴾61.6271 / 21.4478﴿²﴿^0.5
= 3.7815 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾18 / 21.4478 + 6 * 248.2771 / ﴾21.4478 ^ 2﴿﴿² + ﴾61.6271 / 21.4478﴿²﴿^0.5
= 4.9882 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 4.9882 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.1119 ≤ 0.2929 in. ﴾OK﴿
Try 0.25 in. Weld
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Size = 0.25 in. ≥ 0.1119 in. ﴾OK﴿
All Welds Are E70XX
RIGHT SIDE BEAM
13. RIGHT SIDE BEAM ‐ W16X31 SHEAR CONNECTION
13.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 12 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
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JMS
193
PROJECT NAME
PAGES
15 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
13.5 ≤ 20.242 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.275﴿ in. ﴾OK﴿
= 1 * 3.7174 * 17.8923
= 66.5133 ≥ 47.9052 kips ﴾OK﴿
13.c. Design Shear Strength of the Beam:
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐16.448 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 16.448 kips
Upper Brace Compression: 40 kips
Upper Brace Tension: 40 kips
Lower Brace Compression: 110 kips
Lower Brace Tension: 110 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 44.9233 kips
Horizontal Force on Single Plate = H
H ﴾Tension﴿ = 16.6373 kips
H ﴾Compression﴿ = 16.6373 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾44.9233² + 16.6373²﴿^0.5 = 47.9052 kips
Theta = Atan﴾V / H﴿ = Atan﴾44.9233 / 16.6373﴿ = 69.6779 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
13.c.1. Design Shear Yield Strength:
A = dw * tw = 15.9 * 0.275 = 4.3725 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 4.3725 * 1
= 131.175 kips
Φ Rn = 1.0 * 131.175 = 131.175 kips
= 131.175 ≥ 44.9233 kips ﴾OK﴿
13.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾15.9 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.275
= 3.41 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 3.41
= 132.99 kips
Φ Rn = 0.75 * 132.99 = 99.7425 kips
= 99.7425 ≥ 44.9233 kips ﴾OK﴿
13.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 9.13
= 410.85 ≥ 16.448 kips ﴾OK﴿
13.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5.53² * 0.44 + 0.275² * ﴾15.9 ‐ 2 * 0.44﴿﴿ / ﴾8 * 5.53 * 0.44 + 4 * 0.275 * ﴾15.9 ‐ 2
* 0.44﴿﴿
= 0.7793 in.
U = Ag_BeamWeb / Ag
U = 4.1305 / 9.13
= 0.4524
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 9.13 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.275
= 8.1675 in²
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 12 ≥ T / 2 ﴾OK﴿
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 8.1675 * 0.4524
= 180.1339 ≥ 16.448 kips ﴾OK﴿
13.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
13.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Design Strength = Npl * C * Fv
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
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PROJECT NAME
PAGES
16 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾4 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 6.375 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾4 ‐ 1﴿ * 3
= 9 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 6.375﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 6.375﴿﴿ * 0.275
= 102.5578 ≥ 16.6373 kips ﴾OK﴿
13.f.1. Design Shear Strength of the Plate:
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.789 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 3.9375 + 1 * 58 * 0.5859﴿﴿
= 89.2757 ≥ 44.9233 kips ﴾OK﴿
13.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 12² / 4 = 13.5 in³
Ag = t * L = 0.375 * 12 = 4.5 in²
fr = N / Ag + V * e / Zg
= 16.6373 / 4.5 + 44.9233 * 2 / 13.5
= 10.3524 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 10.3524 ksi ﴾OK﴿
13.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=4
13.f.2. Design Shear Yield Strength:
A = dw * tw = 12 * 0.375 = 4.5 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 4.5 * 1
= 97.2 kips
Φ Rn = 1.0 * 97.2 = 97.2 kips
ΦVn = 97.2 ≥ 44.9233 kips ﴾OK﴿
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 13.5 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾4² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 9.7368 in³
13.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾12 ‐ 4 * 0.875﴿ * 0.375 = 3.1875 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 3.1875 * 0.75 * 0.6 * 58
= 83.1937 ≥ 44.9233 kips ﴾OK﴿
fr = N / Anet + V * e / Znet
= 16.6373 / 3.1875 + 44.9233 * 2 / 9.7368
= 14.447 ksi
13.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
13.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾12 ‐ 1.5﴿ * 0.375 = 3.9375 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 3.9375 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 2.789 in²
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 4.5 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.375
= 3.1875 in²
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 14.447 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾4 ‐ 1﴿ ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 2.789 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 2.789﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 2.789﴿﴿
= 133.4742 ≥ 16.6373 kips ﴾OK﴿
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195
PROJECT NAME
PAGES
17 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
13.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾4 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾4 ‐ 1﴿﴿ * 0.375
= 2.3906 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 2.3906﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 2.3906﴿﴿
= 128.2921 ≥ 16.6373 kips ﴾OK﴿
13.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾44.9233 / 89.2757﴿² + ﴾16.6373 / 133.4742﴿²
= 0.2687 < 1 ﴾OK﴿
13.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 4 * 1 * 0.375 * 0.9293
= 79.5904 ≥ 47.9052 kips ﴾OK﴿
13.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 4 * 0.275 * 0.9293
= 50.4595 ≥ 47.9052 kips ﴾OK﴿
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 12 * 0.375 * 35.0804 = 157.8621 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 16.6373 * ﴾0.375 + 0.275﴿ / 2 = 5.4071 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 12 * 0.375² / 4 = 15.1875 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 16.6373 / ﴾2 * 0.9 * 157.8621﴿ + 5.4071 / ﴾0.9 * 15.1875﴿
= 0.4541 ≤ 1.0 ﴾OK﴿
13.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0833
Theta = 20.322
Φ C = 1.43
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.43 * 1 * 3.5158 * 12
= 120.6643 ≥ 47.9052 kips ﴾OK﴿
14. COLUMN AND BEAM CHECK
14.a. Beam and Column Local Stresses for Right Side Beam
14.a.1. Beam Web Local Yielding:
Force from Top, Rtop = ﴾﴾1.73 * HbTop﴿² + ﴾VbTop + 3 * MbTop / LTop﴿²﴿^0.5
13.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
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196
PROJECT NAME
PAGES
18 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
54.2459= ﴾﴾1.73 * 28.5417﴿² + ﴾11.9233 + 3 * 81.9158 / 23.3204﴿²﴿^0.5
Required Web Thickness = Rtop / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0426 in. = 54.2459 / ﴾1 * 50 * ﴾23.3204 + 2.5 * 0.842﴿﴿
Force from Bottom, RBot = ﴾﴾1.73 * HbBot﴿² + ﴾VbBot + 3 * MbBot / LBot﴿²﴿^0.5
121.4997 = ﴾﴾1.73 * 61.6271﴿² + ﴾18 + 3 * 287.9048 / 21.4478﴿²﴿^0.5
Required Web Thickness = RBot / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.1031 in. = 121.4997 / ﴾1 * 50 * ﴾21.4478 + 2.5 * 0.842﴿﴿
Web Yielding Top 0.0426 ≤ 0.275 in. ﴾OK﴿
Web Yielding Bottom 0.1031 ≤ 0.275 in. ﴾OK﴿
14.a.2. Beam Web Crippling:
Force from Top, Rtop = VbTop + 3 * MbTop / Ltop
= 11.9233 + 3 *81.9158 / 23.3204
= 22.4612 kips
for Top Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Ntop / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.275² * ﴾1 + ﴾4 * ﴾23.3204 / 15.9﴿ ‐ 0.2﴿
* ﴾0.275 / 0.44﴿^1.5﴿ * ﴾50 * 0.44 / 0.275﴿^0.5
Rcap Top = 131.3148 ≥ 22.4612 kips ﴾OK﴿
Force from Bottom, Rbot = VbBot + 3 * MbBot / LBot
= 18 + 3 * 287.9048 / 21.4478
= 58.2703 kips
For Bottom Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Nbot / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.275² * ﴾1 + ﴾4 * ﴾21.4478 / 15.9﴿ ‐ 0.2﴿
* ﴾0.275 / 0.44﴿^1.5﴿ * ﴾50 * 0.44 / 0.275﴿^0.5
= Rcap Top =123.271 ≥ 58.2703 kips ﴾OK﴿
HSS Wall Shear Capacity:
Horizontal force: H = 16.6373 kips
Vertical force: V = 44.9233 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾16.6373 + 3 * 0 / 12﴿² + 44.9233²﴿^0.5 = 47.9052 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 12
= 231.1776 ≥ 47.9052 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 16.6373 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾16.6373 + 6 * 0 / 12﴿ / 12 = 1.3864 kips/in.
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 1.3864 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 16.6373 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 4.8076 / 46 * ﴾1 + 4.8076 / 46﴿
= 0.9653
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.375 / 8﴿ * ﴾2 * 12 / 8+ 4 * ﴾1 ‐ 0.375 / 8﴿^0.5﴿ * 0.9653
= 39.1853 ≥ 16.6373 kips ﴾OK﴿
LEFT SIDE BEAM
15. LEFT SIDE BEAM ‐ W16X26 SHEAR CONNECTION
15.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 13.75 in. X 7 in. X 0.5 in.
Shear Connection Using One Plate:
HSS b/t = 19.9226 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
18 ≤ 20.242 ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾8﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.3125 E70XX ‐ Fillet Welds
15.a.1. Maximum Plate Thickness
Mmax = ﴾1 / 0.9﴿ * FvAb * C' = 1.1111 * 23.8564 * 26.0315 = 690.0228 k‐in.
t_Max = 6 * Mmax / ﴾Fy * L²﴿ = 6 * 690.0228 / ﴾36 * 13.75²﴿
= 0.6082 ≥ 0.5 in. ﴾OK﴿
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐35 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 35 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 50 kips
Horizontal Force on Single Plate = H
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PROJECT NAME
PAGES
19 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
H ﴾Tension﴿ = 35 kips
H ﴾Compression﴿ = 35 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾50² + 35²﴿^0.5 = 61.0327 kips
Theta = Atan﴾V / H﴿ = Atan﴾50 / 35﴿ = 55.0079 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 2.375 ≥ 1 in. ﴾OK﴿
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 13.75 ≥ T / 2 ﴾OK﴿
15.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿ = 3.5 in.
Design Strength = Npl * C * Fv
= 1 * 5.4758 * 17.8923
= 97.9749 ≥ 61.0327 kips ﴾OK﴿
= 0.7224 in.
U = Max﴾1 ‐ xbar / L, Ag_BeamWeb / Ag﴿
U = Max﴾1 ‐ 0.7224 / 3, 3.7525 / 7.68﴿
= 0.7591
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 7.68 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.25
= 6.805 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 6.805 * 0.7591
= 251.8548 ≥ 35 kips ﴾OK﴿
15.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾2 ‐ 1﴿ ‐ 0.875 * ﴾2 ‐ 0.5﴿﴿
= 6.375 in.
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾2 ‐ 1﴿﴿
= 9 in.
15.c. Design Shear Strength of the Beam:
15.c.1. Design Shear Yield Strength:
A = dw * tw = 15.7 * 0.25 = 3.925 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.925 * 1
= 117.75 kips
Φ Rn = 0.9 * 117.75 = 105.975 kips
= 105.975 ≥ 50 kips ﴾OK﴿
15.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾15.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.25
= 3.05 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 3.05
= 118.95 kips
Φ Rn = 0.75 * 118.95 = 89.2125 kips
= 89.2125 ≥ 50 kips ﴾OK﴿
15.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 7.68
= 345.6 ≥ 35 kips ﴾OK﴿
15.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5.5² * 0.345 + 0.25² * ﴾15.7 ‐ 2 * 0.345﴿﴿ / ﴾8 * 5.5 * 0.345 + 4 * 0.25 * ﴾15.7 ‐ 2 *
0.345﴿﴿
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾4 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 6.375 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾4 ‐ 1﴿ * 3
= 9 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 6.375 + 1 * 65 * 6.375﴿; ﴾0.6 * 50 * 9 + 1 * 65 * 6.375﴿﴿ * 0.25
= 124.3125 ≥ 35 kips ﴾OK﴿
15.f.1. Design Shear Strength of the Plate:
15.f.2. Design Shear Yield Strength:
A = dw * tw = 13.75 * 0.5 = 6.875 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 6.875 * 1
= 148.5 kips
Φ Rn = 1.0 * 148.5 = 148.5 kips
ΦVn = 148.5 ≥ 50 kips ﴾OK﴿
15.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾13.75 ‐ 4 * 0.875﴿ * 0.5 = 5.125 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 5.125 * 0.75 * 0.6 * 58
= 133.7625 ≥ 50 kips ﴾OK﴿
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PROJECT NAME
PAGES
20 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 16.2301 ksi ﴾OK﴿
15.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾2 ‐ 1﴿ * 3﴿ * 0.5
= 2.5 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 2.5 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.5
= 1.8437 in²
15.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾2 ‐ 1﴿ + 2﴿ * 0.5
= 2.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 2.5 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.5
= 1.8437 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾13.75 ‐ 2.375﴿ * 0.5 = 5.6875 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾2.375 + 3 * ﴾4 ‐ 1﴿ ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 4.1562 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 5.6875 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.5
= 4.1562 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.8437 + 1 * 58 * 4.1562﴿; ﴾0.6 * 36 * 2.5 + 1 * 58 * 4.1562﴿﴿
= 221.2968 ≥ 35 kips ﴾OK﴿
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 4.1562 + 0.5 * 58 * 1.8437﴿; ﴾0.6 * 36 * 5.6875 + 0.5 * 58 *
1.8437﴿﴿
= 132.239 ≥ 50 kips ﴾OK﴿
15.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾2 ‐ 1﴿ + 2﴿ * 0.5 * 2
= 5 in²
15.f.5. Tensile Yielding Strength of the Plate:
e = 3.5
Zg = t * L² / 4 = 0.5 * 13.75² / 4 = 23.6328 in³
Ag = t * L = 0.5 * 13.75 = 6.875 in²
fr = N / Ag + V * e / Zg
= 35 / 6.875 + 50 * 3.5 / 23.6328
= 12.4958 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 12.4958 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 5 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.5 * 2
= 3.6875 in²
15.f.6. Tensile Rupture Strength of the Plate:
e = 3.5
s=3
n=4
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 23.6328 ‐ 0.5 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾4² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 18.6152 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 6.875 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.5
= 5.125 in²
fr = N / Anet + V * e / Znet
= 35 / 5.125 + 50 * 3.5 / 18.6152
= 16.2301 ksi
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾4 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾4 ‐ 1﴿﴿ * 0.5
= 3.1875 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.6875 + 1 * 58 * 3.1875﴿; ﴾0.6 * 36 * 5 + 1 * 58 * 3.1875﴿﴿
= 219.6562 ≥ 35 kips ﴾OK﴿
15.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾50 / 132.239﴿² + ﴾35 / 221.2968﴿²
= 0.1679 < 1 ﴾OK﴿
Check Shear Yielding, Buckling, and Yielding due to Flexure
KL/r = 1.2 * 2 * 12^0.5 / 0.5 = 16.6276
Pn = Fy * Ag = 36 * 6.875 = 247.5
Fcr = 0.877 * Fe
= 0.877 * 0
=0
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PAGES
21 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
BR‐04
Pc = Φ * Pn = 0.9 * Fcr * Ag
= 0.9 * 247.5 * ﴾0.5 * 13.75﴿
=0
Pu / Pc = 35 / 0 = 0
Mn = Fy * Z = 36 * 23.6328 = 850.7812 k‐in.
Mc = 0.9 * 1971.0937 = 765.7031 k‐in.
Vn = 0.6 * Fy * Ag = 0.6 * 36 * 6.875 = 148.5 kips
Vc = 1.0 * 148.5 = 148.5 kips
Pr = 35 kips
Vr = 50 kips
Mr = Vr * e = 50 * 2 = 100 k‐in.
﴾Pr / ﴾2 * Pc﴿ + Mr / Mc﴿² + ﴾Vr / Vc﴿² = ﴾35 / ﴾2 * 0﴿ + 100 / 765.7031﴿² + ﴾50 /
148.5﴿² = 0 ≤ 1.0 ﴾OK﴿
15.g. Design Shear Strength Based on Bending of the Plate:
Flexural Rupture:
Net Section Modulus ﴾Znet﴿ = 18.3828 in³
Eccentricity ﴾e﴿ = 2 in.
Design Shear Strength = Φ * Znet * Fu / e = 0.75 * 18.3828 * 58 / 2
= 399.8261 ≥ 50 kips ﴾OK﴿
Check Plate Flexural Local Buckling:
c = 2 in.
h0 = 13.75 in.
Lambda = h0 * Fy^0.5 / ﴾10 * t * ﴾475 + 280 * ﴾h0 / cp﴿²﴿^0.5﴿
= 13.75 * 36^0.5 / ﴾10 * 0.5 * ﴾475 + 280 * ﴾13.75 / 2﴿²﴿^0.5﴿
= 0.1409
Q=1
ΦFcr = 0.9 * Fy * Q = 0.9 * 36 * 1 = 32.4 ksi
Buckling Strength:
Φ Rn = ΦFcr * Snet / c = 32.4 * 15.7552 / 2
= 255.2343 ≥ 50 kips ﴾OK﴿
Lateral‐Torsional Buckling Strength of Plate:
Φ * Rn = 0.9 * 1500 * pi * L * tp³ / a²
= 0.9 * 1500 * pi * 13.75 * 0.5³ / 2²
= 1822.3691 ≥ 50 kips ﴾OK﴿
Plate Torsion Due to Lap Eccentricity:
Mt = V * ﴾﴾tw + tp﴿ / 2﴿
= 50 * ﴾﴾0.25 + 0.5﴿ / 2﴿
= 18.75 k‐in.
Φ * Mn = ﴾1.0 * ﴾0.6 * Fyp﴿ ‐ V / ﴾L * tp﴿﴿ * ﴾L * tp²﴿ / 2
= ﴾1 * ﴾0.6 * 36﴿ ‐ 50 / ﴾13.75 * 0.5﴿﴿ * ﴾13.75 * 0.5²﴿ / 2
= 24.625
= 24.625 ≥ 18.75 k‐in. ﴾OK﴿
15.h. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 2.375 ‐ 0.8125 / 2﴿
= 1.5937 in.
Fbe = 0.75 * 2.4 * d * Fu ≤ 0.75 * 1.2 * Lc * Fu = 83.1937
= 0.75 * 2.4 * 0.8125 * 58 = 78.3 kips/in.
Use Fbe = 83.1937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 78.3 * 4 * 2 * 0.5 * 0.6844
= 214.3776 ≥ 61.0327 kips ﴾OK﴿
15.i. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 2 * 49.3593 * 4 * 0.25 * 0.6844
= 67.5705 ≥ 61.0327 kips ﴾OK﴿
15.i.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.5 / 3.464 = 0.1443 in.
KL / r = 16.6272
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 16.6272 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.1864
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0347 * 36 = 35.4798 ksi
Pn = Lp * t * Fcr = 13.75 * 0.5 * 35.4798 = 243.9239 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 35 * ﴾0.5 + 0.25﴿ / 2 = 13.125 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 13.75 * 0.5² / 4 = 30.9375 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 35 / ﴾2 * 0.9 * 243.9239﴿ + 13.125 / ﴾0.9 * 30.9375﴿
= 0.551 ≤ 1.0 ﴾OK﴿
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JMS
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PROJECT NAME
PAGES
22 / 22
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐04.dsn
CHECKED BY
DESCRIPTION
15.i.2. Weld Strength:
Weld Size ﴾w﴿ = 0.3125 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.2545
Theta = 34.992
Φ C = 1.2727
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.349 / ﴾0.707 * 70﴿
= 0.409 ≥ 0.3125 in. ﴾OK﴿
BR‐04
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 2.5454 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 35 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 4.8076 / 46 * ﴾1 + 4.8076 / 46﴿
= 0.9653
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.5 / 8﴿ * ﴾2 * 13.75 / 8+ 4 * ﴾1 ‐ 0.5 / 8﴿^0.5﴿ * 0.9653
= 42.177 ≥ 35 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.5 / ﴾2 * 0.707 * 70﴿
= 0.2929 in.
0.2929 << 0.3125 in.
Use 0.2929 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.2727 * 1 * 4.6878 * 13.75
= 164.0735 ≥ 61.0327 kips ﴾OK﴿
16. COLUMN AND BEAM CHECK
16.a. Beam and Column Local Stresses for Left Side Beam
16.a.1. Beam Web Local Yielding:
16.a.2. Beam Web Crippling:
HSS Wall Shear Capacity:
Horizontal force: H = 35 kips
Vertical force: V = 50 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾35 + 3 * 0 / 13.75﴿² + 50²﴿^0.5 = 61.0327 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 13.75
= 264.891 ≥ 61.0327 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 35 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾35 + 6 * 0 / 13.75﴿ / 13.75 = 2.5454 kips/in.
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PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐05.dsn
CHECKED BY
DESCRIPTION
BR‐05 Grid S.1 / 18.7 Middle
Front View
HSS6X6X5/16 ‐ A500‐B‐46
E70XX:
All Welds UNO1/4
1/4
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W10X12 ‐ A992
End Gap = 1/2"
W16X31 ‐ A992
End Gap = 1/2"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
3‐7/16"
3‐7/16"
6"
12"
2"
GPL1/2X1' 5X1' 10 7/16‐A36
1/4
2"
1/4
22‐7/16"
2‐1/2"
PL3/8X4X15 ‐ A36
5@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
8‐5/8"
15" 17"
22‐7/16"
2"
4 places
8"
HSS8X8X5/16 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 10‐1/4"
1/4
11‐1/2"
14‐9/16"
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PAGES
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PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐05.dsn
CHECKED BY
DESCRIPTION
BR‐05 Grid S.1 / 18.7 Middle
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
203
PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/23/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐07.dsn
CHECKED BY
DESCRIPTION
BR‐07
Front View
E70XX:
All Welds UNO1/4
HSS8X8X3/8 ‐ A500‐B‐46
PL3/8X4X12 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W18X40 ‐ A992
End Gap = 1/2"
4‐7/16"
12"
1/4
20‐13/16"
2"
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
GPL1/2X11X1' 8 13/16‐A36
1/4
20‐13/16"
HSS6X6X1/4 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 1' ‐ 9‐11/16"
4 places
1/4
3‐1/4"
3‐1/2"
2"
6"
6"
11"
9‐1/2"
15‐5/16"
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PAGES
2/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/23/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐07.dsn
CHECKED BY
DESCRIPTION
BR‐07
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
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JMS
205
PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/23/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐08.dsn
CHECKED BY
DESCRIPTION
BR‐08
Front View
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
HSS6X6X1/4 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 2' ‐ 2‐11/16"
HSS8X8X3/8 ‐ A500‐B‐46
GPL1/2X11X2'7/8‐A36
19‐5/16"
4 places
E70XX:
All Welds UNO
1/4
1/4
9‐1/2"
6"
1/4
2"
6"
11"
24‐7/8"
W24X62 ‐ A992
End Gap = 1/2"
4"
3‐1/4"
24‐7/8"
4‐3/8"
5/16
PL1/2X4X20 ‐ A36
6@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
20"
2"
1/4
26‐13/16"
26‐13/16"
3"
GPL1/2X1' 8X2' 2 13/16‐A36
11‐15/16"
4 places
1/4
8"
20"
18"
1/4
HSS8X8X1/4 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 2' ‐ 6‐15/16"
11‐1/2"
2"
18‐9/16"
PL3/8X4X18 ‐ A36
6@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
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PAGES
2/2
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/23/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐08.dsn
CHECKED BY
DESCRIPTION
BR‐08
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
207
PROJECT NAME
PAGES
1/2
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐09.dsn
CHECKED BY
DESCRIPTION
BR‐09
Front View
HSS6X6X5/16 ‐ A500‐B‐46
1/4
E70XX:
All Welds UNO
PL3/8X4X6 ‐ A36
2@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W10X12 ‐ A992
End Gap = 1/2"
3"
6"
2"
12‐11/16"
1/4
1/4
3‐1/2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
8‐1/8"
9"
13"
2"
12‐11/16"
GPL1/2X1' 1X1'11/16‐A36
1/4
4"
4 places
7‐1/2"
7"
HSS4X4X1/4 ‐ A500‐B‐46
End Gap = ‐﴾4"﴿, WP Offset = 1' ‐ 4‐7/16"
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208
PROJECT NAME
PAGES
2/2
PROJECT NO
Nancy O'Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/22/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐09.dsn
CHECKED BY
DESCRIPTION
BR‐09
Descon 8.0.2.113A (Next License) Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
209
PROJECT NAME
PAGES
1 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Front View
PL1/2X5‐1/2X14 ‐ A36
Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
W24X62 ‐ A992
HSS6X6X1/4 ‐ A500‐B‐46
End Gap = ‐﴾6"﴿, WP Offset = 2' ‐ 5"
4 places
1/4
E70XX:
All Welds UNO
1/4
6"
PL5/8X5‐1/2X14 ‐ A36
Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
9‐1/2"
5/16
7‐1/16"
HSS8X8X1/4 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 10‐13/16"
GPL1/2X1' 10X1'‐A36
7‐1/8"
11‐1/2"
GPL1/2X1' 5X1' 1 1/2‐A36
1/4
22‐1/16"
8"
4 places
22"
17"
1/4
W8X40 ‐ A992
End Gap = 1/2"
13‐1/16" 1/4
12"
5"
12"
13‐1/2"
2‐1/2"
4‐1/8"
5‐1/4"
13‐1/2"
W8X48 ‐ A992
End Gap = 5/8"
1/4
PL1/2X5‐1/2X5 ‐ A36
Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
5/16
PL5/8X6‐1/2X8 ‐ A36
Gage: 3‐1/2"
﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Geometry above used to fit
software. Adapt to
"rotated" condition as
shonw.
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PAGES
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam and/or Brace to Column
Member: Column
Section: W24X62
Material: A992
Member: Upper Left Brace
Section: HSS6X6X1/4
Material: A500‐B‐46
Member: Upper Right Brace
Section: HSS8X8X1/4
Material: A500‐B‐46
Member: Left Side Beam
Section: W8X40
Material: A992
Member: Right Side Beam
Section: W8X48
Material: A992
DETAILED CALCULATION REPORT
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: W24X62
Material: A992
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 0 kips
Shear Force: 0 kips
Upper Left Brace:
Size: HSS6X6X1/4
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 15 kips
Axial Force ﴾Compression﴿: 15 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1 / 0.711
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 22 in.
Beam Side Length: 12 in.
Brace Side Length: 26.0693 in.
Column Side Free Edge: x = 4.3609 in., y = 5.5756 in.
Beam Side Free Edge: x = 0.1034 in., y = 22.0707 in.
Thickness: 0.5 in.
Setback from Column: 0.5 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 6 in.
End Plate:
Length: 14 in.
Width: 5.5 in.
Thickness: 0.5 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Upper Right Brace:
Size: HSS8X8X1/4
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 80 kips
Axial Force ﴾Compression﴿: 80 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1 / 1.0355
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 17 in.
Beam Side Length: 13.5 in.
Brace Side Length: 21.3197 in.
Column Side Free Edge: x = 5.7126 in., y = 4.3076 in.
Beam Side Free Edge: x = 0.2013 in., y = 13.0353 in.
Thickness: 0.5 in.
Setback from Column: 0.625 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 8 in.
End Plate:
Length: 14 in.
Width: 5.5 in.
Thickness: 0.625 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Left Side Beam:
Size: W8X40
Material: A992
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PROJECT NAME
PAGES
3 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 8.6919 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: ‐8.6919 kips
Shear Force: 15 kips
Work Point X: 0 in.
Work Point Y: 0 in.
End Plate:
Length: 5 in.
Width: 5.5 in.
Thickness: 0.5 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Right Side Beam:
Size: W8X48
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: ‐57.5463 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: 57.5463 kips
Shear Force: 15 kips
Work Point X: 0 in.
Work Point Y: 0 in.
End Plate:
Length: 8 in.
Width: 6.5 in.
Thickness: 0.625 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
UPPER RIGHT BRACE
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 80 kips
Brace Force ﴾Compression﴿ = 80 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
1.a. Brace to Gusset Weld Length = 4 X 8 in.
Weld Design Strength = 133.623 ≥ 80 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 8
= 133.623 ≥ 80 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 8
= 194.6016 ≥ 80 kips ﴾OK﴿
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 7.1
= 293.94 ≥ 80 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 7.1 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.233
= 6.8378 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾8² + 2 * 8 * 8﴿ / ﴾4 * ﴾8 + 8﴿﴿
= 3 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾3 / 8﴿
= 0.625
Ae = U * An = 0.625 * 6.8378 = 4.2736 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 4.2736
= 185.9047 ≥ 80 kips ﴾OK﴿
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 17 in.
Right Side Beam Side ﴾Lgb﴿ = 13.5 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0.2013 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 13.0353 in.
Column Side Free Edge ﴾Lhfx﴿ = 5.7126 in.
Column Side Free Edge ﴾Lhfy﴿ = 4.3076 in.
1.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 45.9991
eb = 4.25 in.
ec = 11.85 in.
Beta = 8.5 in.
BetaBar = 8.5 in.
AlphaBar = 7.375 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾8.5 + 4.25﴿ * Tan﴾45.9991﴿ ‐ 11.85
= 1.3526 in.
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 80 / ﴾﴾1.3526 + 11.85﴿² + ﴾8.5 + 4.25﴿²﴿^0.5
= 4.3587 k/ft.
Hb = Alpha * r = 1.3526 * 4.3587
= 5.8956 kips
Hc = ec * r = 11.85 * 4.3587
= 51.6506 kips
Vb = 0 kips ﴾Adjusted by user﴿
1.b. Check Upper Right Brace
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PROJECT NAME
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Vc = 55.5735 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |1.3526 * ﴾4.25 * 4.3587 ‐ 0﴿|
= 25.0567 k‐in.
Mc = 0
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 80 / ﴾﴾1.3526 + 11.85﴿² + ﴾8.5 + 4.25﴿²﴿^0.5
= 4.3587 k/ft.
Hb = Alpha * r = 1.3526 * 4.3587
= 5.8956 kips
Hc = ec * r = 11.85 * 4.3587
= 51.6506 kips
Vb = 0 kips ﴾Adjusted by user﴿
Vc = 55.5735 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |1.3526 * ﴾4.25 * 4.3587 ‐ 0﴿|
= 25.0567 k‐in.
Mc = 0
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 8
= 208.8 ≥ 80 kips ﴾OK﴿
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 80 / ﴾15.208 * 0.5 + 0 * 0.4 + 2.0295 * 0.43﴿
= 9.4376 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾15.208 * 0.5 * 36 + 0 * 0.4 * 50 + 2.0295 * 0.43 * 50﴿
= 285.6422 ≥ 80 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 4.7191 in.
L1 = 6.3633
L2 = 7.7942
L3 = ‐1.9599, Use 0
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾6.3633 + 7.7942 + 0﴿ / 3 = 4.7191
Lcr = KL = 0.5 * 4.7191 = 2.3595
KL / r = Lcr / ﴾t / 12^0.5﴿ = 2.3595 / ﴾0.5 / 3.464﴿
= 16.3472
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 9.4376 ksi ﴾OK﴿
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
4. UPPER RIGHT BRACE ‐ HSS8X8X1/4 SHEAR CONNECTION
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 8, 36 * 8﴿ + 1 * 58 * 4﴿
= 303.6 ≥ 80 kips ﴾OK﴿
4.a. Shear Connection Using End Plate:
Plate ﴾W x L x T﴿: 5.5 in. X 14 in. X 0.625 in.
Plate Material: A36
Bolts: ﴾10﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Support: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.3125 E70XX Fillet Welds
Effective Thickness of Support Material: 0.59 in.
WARNING: Plate thickness exceeds 0.375 in.
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 8 + 8 = 17.2376 in.
Lwc = 2.0295 in. of Lw is in the column.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 15.208 in.
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: 57.5463 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: ‐57.5463 kips
Upper Brace Compression: 80 kips
Upper Brace Tension: 80 kips
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 80 / ﴾15.208 * 0.5 + 0 * 0.4 + 2.0295 * 0.43﴿
= 9.4376 ksi
Loading:
Vertical Shear ﴾V﴿ = 55.5735 kips
Horizontal Force ﴾Hc﴿ = 51.6506 kips
Horizontal Force ﴾Ht﴿ = 51.6506 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾55.5735 ² + 51.6506²﴿^0.5 = 75.8696 kips
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
8 = 2 * 8 * 0.5
Agt = Ant = d * t
4 = 8 * 0.5
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PROJECT NAME
PAGES
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Theta = Atan﴾V / H﴿ = Atan﴾55.5735 / 51.6506﴿ = 47.0952
4.a.1. Design Shear Strength of Bolts:
ΦRn = n * Fv = 10 * 17.8923 = 178.9235 ≥ 55.5735 kips ﴾OK﴿
Design Tension Strength:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾55.5735 / ﴾10 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
89.046 * 0.4417 ≤ 90 * 0.4417
= 39.3393
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.5045 kips
4.a.2. Design Tension Strength per Tributary Area for Each Interior Bolt:
a = 1 in.
b = 1.5 in.
dh = 0.8125 in.
b' = 1.125 in.
a' = 1.375 in.
p = 3 in.
tc = ﴾4 / 0.9 * Φ Rn * b' / ﴾p * Fu﴿﴿^0.5
= ﴾4 / 0.9 * 29.5045 * 1.125 / ﴾3 * 58﴿﴿^0.5
= 0.9207 in.
delta = 1 ‐ dh / p
= 1 ‐ 0.8125 / 3
= 0.7291
ro = b' / a'
= 1.125 / 1.375
= 0.8181
Alfa' = ﴾﴾tc / t﴿² ‐ 1﴿ / ﴾delta * ﴾1 + ro﴿﴿
= ﴾﴾0.9207 / 0.625﴿² ‐ 1﴿ / ﴾0.7291 * ﴾1 + 0.8181﴿﴿
= 0.8828
Φ Tn = Φ Rn * ﴾t / tc﴿² * ﴾1 + delta * Alfa'﴿
= 29.5045 * ﴾0.625 / 0.9207﴿² * ﴾1 + 0.7291 * 0.8828﴿ = 22.3446 kips
= ﴾4 / 0.9 * 29.5045 * 1.125 / ﴾2.5 * 58﴿﴿^0.5
= 1.0086 in.
delta = 1 ‐ dh / p
= 1 ‐ 0.8125 / 2.5
= 0.675
ro = b' / a'
= 1.125 / 1.375
= 0.8181
Alfa' = ﴾﴾tc / t﴿² ‐ 1﴿ / ﴾delta * ﴾1 + ro﴿﴿
= ﴾﴾1.0086 / 0.625﴿² ‐ 1﴿ / ﴾0.675 * ﴾1 + 0.8181﴿﴿
= 1.3073
ΦTn = Φ Rn * ﴾t / tc﴿² * ﴾1 + delta﴿
= 29.5045 * ﴾0.625 / 1.0086﴿² * ﴾1 + 0.675﴿
= 18.9746 kips
4.a.4. Average Prying Force:
Alfa = Max[0; ﴾1 / Delta﴿ * ﴾rut / Φ Rn * ﴾tc / t﴿² ‐ 1﴿]
= Max﴾0; ﴾1 / 0.675﴿ * ﴾20.9966 / 29.5045 * ﴾1.0086 / 0.625﴿² ‐ 1﴿﴿
= 1.2644
qu = Φ Rn * Delta * alfa * ro * ﴾t / tc﴿²
= 29.5045 * 0.675 * 1.2644 * 0.8181 * ﴾0.625 / 1.0086﴿²
= 7.9106 kips / bolt
Average ΦTn:
= ﴾2 * ΦTn_Ext + ﴾N ‐ 2﴿ * ΦTn_Int﴿ / N
= ﴾2 * 18.9746 + ﴾5 ‐ 2﴿ * 22.3446﴿ / 5
= 20.9966 kips
ΦRn = n * Ta = 10 * 20.9966 = 209.9664 ≥ 51.6506 kips ﴾OK﴿
4.a.5. End Plate Design Shear Strength
End Plate Shear Capacity:
Gross Area ﴾Ag﴿ = L * t = 14 * 0.625 = 8.75 in²
Design Strength = 2 * Ag * 1.0 * 0.6 * Fy
= 2 * 8.75 * 1.0 * 0.6 * 36
= 378 ≥ 55.5735 kips ﴾OK﴿
4.a.3. Design Tension Strength per Tributary Area for Each Exterior Bolt:
a = 1 in.
b = 1.5 in.
dh = 0.8125 in.
b' = 1.125 in.
a' = 1.375 in.
p = 2.5 in.
Net Area ﴾An﴿ = ﴾L ‐ n * ﴾dh + 0.0625﴿﴿ * t = ﴾14 ‐ 5 * 0.8125 + 0.0625﴿ * 0.625 =
6.0156 in²
Design Strength = 2 * An * 0.75 * 0.6 * Fu
= 2 * 6.0156 * 0.75 * 0.6 * 58
= 314.0156 ≥ 55.5735 kips ﴾OK﴿
tc = ﴾4 / 0.9 * Φ Rn * b' / ﴾p * Fu﴿﴿^0.5
Net Area with Tension Resistance ﴾Ant﴿
= ﴾Lh ‐ ﴾dh + 0.0625﴿ / 2﴿ * t
= ﴾1 ‐ ﴾0.8125 + 0.0625﴿ / 2﴿ * 0.625
4.a.6. Block Shear Design Strength:
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
= 0.3515 in²
Net Area with Shear Resistance ﴾Anv﴿
= ﴾L ‐ Lv ‐ ﴾N ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * t
= ﴾14 ‐ 1 ‐ ﴾5 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.625
= 5.664 in²
Weld Design Strength = 2 * ﴾L ‐ 2 * w﴿ * w * 0.75 * 0.4242 * Fexx * rf
= 2 * ﴾14 ‐ 2 * 0.3125﴿ * 0.3125 * 0.75 * 0.4242 * 70 * 0.9375
= 174.5437 ≥ 75.8696 kips ﴾OK﴿
5. COLUMN AND BEAM CHECK
5.a. Column Local Stresses for Upper Right Brace
Gross Area with Tension Resistance ﴾Agt﴿
= Lh * t = 1 * 0.625 = 0.625 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ Lv﴿ * t = ﴾14 ‐ 1﴿ * 0.625 = 8.125 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 5.664 + 1 * 58 * 0.3515﴿; ﴾0.6 * 36 * 8.125 + 1 * 58 * 0.3515﴿﴿
= 146.9179 ≥ 27.7867 kips ﴾OK﴿
4.a.7. Bolt Bearing on End Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = nT * ﴾Fbe + Fbs * ﴾n ‐ 1﴿﴿ * t
= 2 * ﴾30.9937 + 78.3 * ﴾5 ‐ 1﴿﴿ * 0.625
= 430.2421 ≥ 55.5735 kips ﴾OK﴿
4.a.8. Bolt Bearing on Support:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Bearing Strength = nT * ﴾Fbs * n﴿ * t
= 2 * ﴾87.75 * 5﴿ * 0.59
= 517.725 ≥ 55.5735 kips ﴾OK﴿
4.a.9. Beam Web to End Plate Weld:
Weld Size = 0.3125 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Length ﴾L﴿ = 14 in.
Useful Weld Size = Fu * tp / ﴾1.414 * Fexx﴿
= 58 * 0.5 / ﴾1.414 * 70﴿
= 0.2929 in.
Reduce weld Strength by 0.9375 for beam tw
5.a.1. Column Flange Bending:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾55.5735 / ﴾14 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
97.0329 * 0.4417 ≤ 90 * 0.4417
= 39.7607
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.8205 kips
Force ﴾H'﴿ = ﴾H + 3 * M / N﴿ / 2
25.8253 = ﴾51.6506 + 3 * 0 / 14﴿ / 2
Force per Bolt ﴾T﴿ = H' / n
5.165 = 25.8253 / 5
b = 1.5 in.
a = 1 in.
b' = 1.125 in.
a' = 1.375 in.
ro = 0.8181 in.
p=3
d' = 0.8125
delta = 1 ‐ d' / p = 1 ‐ 0.8125 / 3
delta = 0.7291
Beta = ﴾B / T ‐ 1﴿ / ro = ﴾29.8205 / 5.165 ‐ 1﴿ / 0.8181
Beta = 5.8342
Alpha' = 1
Required Flange Thickness for Bending ﴾treq'd﴿
= ﴾4 / 0.9 * T * b' / ﴾p * Fy * ﴾1 + delta * Alpha'﴿﴿^0.5
= ﴾4 / 0.9 * 5.165 * 1.125 / ﴾3 * 50 * ﴾1 + 0.7291 * 1﴿﴿﴿^0.5
= 0.3155 ≤ tf 0.59 ﴾OK﴿
5.a.2. Column Flange Shear ‐ Required Flange Thickness for Shear
= T / Min﴾ 1.0 * 0.6 * p * Fy, 0.75 * 0.6 * ﴾p ‐ ﴾d' + 0.0625﴿﴿﴿ * Fu
= 5.165 / Min﴾1.0 * 0.6 * 3 * 50, 0.75 * 0.6 * ﴾3 ‐ ﴾0.8125 + 0.0625﴿﴿﴿ * 65
= 0.083 ≤ tf 0.59 ﴾OK﴿
5.a.3. Column Web Local Yielding:
Force from Gusset ﴾RColumn﴿ = ﴾﴾H + 3 * M / N﴿² + ﴾1.73 * V﴿²﴿^0.5
= ﴾﴾51.6506 + 3 * 0 / 14﴿² + ﴾1.73 * 55.5735﴿²﴿^0.5
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PROJECT NAME
PAGES
7 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
= 109.138 kips
Required Web Thickness = RColumn / ﴾1.0 * Fy * ﴾N + 5 * k﴿﴿
= 109.138 / 1.0 * 50 * ﴾14 + 5 * 1.09﴿﴿
= 0.1122 ≤ tw 0.43 ﴾OK﴿
7. UPPER LEFT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 15 kips
Brace Force ﴾Compression﴿ = 15 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
5.a.4. Column Web Crippling:
Force from Gusset ﴾RColumn﴿ = H + 3 * M / N
= 51.6506 + 3 * 0 / 14
= 51.6506 kips
7.a. Brace to Gusset Weld Length = 4 X 6 in.
Weld Design Strength = 100.2172 ≥ 15 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Rcap = 0.75 * 0.8 * E^0.5 * tw² * ﴾1 + 3 * ﴾N / d﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf / tw﴿^0.5
= 0.75 * 0.8 * 29000^0.5 * 0.43² * ﴾1 + 3 * 0.5907 * ﴾0.43 / 0.59﴿^1.5﴿ * ﴾50 * 0.59 /
0.43﴿^0.5
= 329.0217 ≥ RColumn 51.6506 kips ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 6
= 100.2172 ≥ 15 kips ﴾OK﴿
6. UPPER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 5.8956 kips
Vertical Force on Welds ﴾Vb﴿ = 0 kips
Moment on Welds ﴾M﴿ = 25.0567 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 13.5 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 13.5 + 3 * 25.0567 / ﴾13.5 ²﴿﴿² + ﴾5.8956 / 13.5﴿²﴿^0.5
= 0.6007 kips/in.
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 6
= 145.9512 ≥ 15 kips ﴾OK﴿
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 13.5 + 6 * 25.0567 / ﴾13.5 ^ 2﴿﴿² + ﴾5.8956 / 13.5﴿²﴿^0.5
= 0.9333 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 0.9333 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0209 ≤ 0.2929 in. ﴾OK﴿
Try 0.25 in. Weld
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Size = 0.25 in. ≥ 0.0209 in. ﴾OK﴿
UPPER LEFT BRACE
7.b. Check Upper Left Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 5.24
= 216.936 ≥ 15 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 5.24 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.233
= 4.9778 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾6² + 2 * 6 * 6﴿ / ﴾4 * ﴾6 + 6﴿﴿
= 2.25 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾2.25 / 6﴿
= 0.625
Ae = U * An = 0.625 * 4.9778 = 3.1111 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 3.1111
= 135.3359 ≥ 15 kips ﴾OK﴿
7.c. Gusset Dimensions:
Upper Left Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 22 in.
Left Side Beam Side ﴾Lgb﴿ = 12 in.
Left Side Beam Side Free Edge ﴾Lvfx﴿ = 0.1034 in.
Left Side Beam Side Free Edge ﴾Lvfy﴿ = 22.0707 in.
Column Side Free Edge ﴾Lhfx﴿ = 4.3609 in.
Column Side Free Edge ﴾Lhfy﴿ = 5.5756 in.
7.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
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8 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Theta ﴾degrees﴿ = 35.4128
eb = 4.125 in.
ec = 11.85 in.
Beta = 11 in.
BetaBar = 11 in.
AlphaBar = 6.5 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾11 + 4.125﴿ * Tan﴾35.4128﴿ ‐ 11.85
= ‐1.0961 in.
7.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 15 / ﴾﴾‐1.0961 + 11.85﴿² + ﴾11 + 4.125﴿²﴿^0.5
= 0.8082 k/ft.
Hb = Alpha * r = ‐1.0961 * 0.8082
= ‐0.8859 kips
Hc = ec * r = 11.85 * 0.8082
= 9.5779 kips
Vb = 0 kips ﴾Adjusted by user﴿
Vc = 12.2249 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |‐1.0961 * ﴾4.125 * 0.8082 ‐ 0﴿|
= 3.6545 k‐in.
Mc = 0
7.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 15 / ﴾﴾‐1.0961 + 11.85﴿² + ﴾11 + 4.125﴿²﴿^0.5
= 0.8082 k/ft.
Hb = Alpha * r = ‐1.0961 * 0.8082
= ‐0.8859 kips
Hc = ec * r = 11.85 * 0.8082
= 9.5779 kips
Vb = 0 kips ﴾Adjusted by user﴿
Vc = 12.2249 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |‐1.0961 * ﴾4.125 * 0.8082 ‐ 0﴿|
= 3.6545 k‐in.
Mc = 0
7.e. Upper Left Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 6
= 156.6 ≥ 15 kips ﴾OK﴿
7.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
6 = 2 * 6 * 0.5
Agt = Ant = d * t
3 = 6 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 6, 36 * 6﴿ + 1 * 58 * 3﴿
= 227.7 ≥ 15 kips ﴾OK﴿
8. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 6 + 6 = 12.9282 in.
Lwc = 0.0157 in. of Lw is in the column.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 12.9124 in.
8.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 15 / ﴾12.9124 * 0.5 + 0 * 0.36 + 0.0157 * 0.43﴿
= 2.3209 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 15 / ﴾12.9124 * 0.5 + 0 * 0.36 + 0.0157 * 0.43﴿
= 2.3209 ksi
8.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾12.9124 * 0.5 * 36 + 0 * 0.36 * 50 + 0.0157 * 0.43 * 50﴿
= 209.4864 ≥ 15 kips ﴾OK﴿
8.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 9.6437 in.
L1 = 9.0693
L2 = 19.862
L3 = ‐0.0221, Use 0
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾9.0693 + 19.862 + 0﴿ / 3 = 9.6437
Lcr = KL = 0.5 * 9.6437 = 4.8218
KL / r = Lcr / ﴾t / 12^0.5﴿ = 4.8218 / ﴾0.5 / 3.464﴿
= 33.4061
Fe = pi² * E / ﴾KL / r﴿² = 3.14² * 29000 / 33.4061²
= 256.4754 ≥ 0.44 * Fy = 0.44 * 36 = 15.84 ksi
Fy / Fe = 36 / 256.4754 = 0.1403
Fcr = 0.658^0.1403 * Fy = 0.658^0.1403 * 36 = 33.9459 ksi
Buckling Strength = 0.9 * Fcr = 30.5513 ≥ 2.3209 ksi ﴾OK﴿
9. UPPER LEFT BRACE GUSSET TO COLUMN CONNECTION
10. UPPER LEFT BRACE ‐ HSS6X6X1/4 SHEAR CONNECTION
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PROJECT NAME
PAGES
9 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
10.a. Shear Connection Using End Plate:
Plate ﴾W x L x T﴿: 5.5 in. X 14 in. X 0.5 in.
Plate Material: A36
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Support: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX Fillet Welds
Effective Thickness of Support Material: 0.59 in.
WARNING: Plate thickness exceeds 0.375 in.
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐8.6919 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 8.6919 kips
Upper Brace Compression: 15 kips
Upper Brace Tension: 15 kips
Loading:
Vertical Shear ﴾V﴿ = 12.2249 kips
Horizontal Force ﴾Hc﴿ = 9.5779 kips
Horizontal Force ﴾Ht﴿ = 9.5779 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾12.2249 ² + 9.5779²﴿^0.5 = 15.5301 kips
Theta = Atan﴾V / H﴿ = Atan﴾12.2249 / 9.5779﴿ = 51.9223
= 1 ‐ 0.8125 / 7
= 0.8839
ro = b' / a'
= 1.125 / 1.375
= 0.8181
Alfa' = ﴾﴾tc / t﴿² ‐ 1﴿ / ﴾delta * ﴾1 + ro﴿﴿
= ﴾﴾0.606 / 0.5﴿² ‐ 1﴿ / ﴾0.8839 * ﴾1 + 0.8181﴿﴿
= 0.2918
ΦTn = Φ Rn * ﴾t / tc﴿² * ﴾1 + delta * Alfa'﴿
= 29.8205 * ﴾0.5 / 0.606﴿² * ﴾1 + 0.8839 * 0.2918﴿
= 25.5363 kips
10.a.3. Average Prying Force:
Alfa = Max[0; ﴾1 / Delta﴿ * ﴾rut / Φ Rn * ﴾tc / t﴿² ‐ 1﴿]
= Max﴾0; ﴾1 / 0.8839﴿ * ﴾25.5363 / 29.8205 * ﴾0.606 / 0.5﴿² ‐ 1﴿﴿
= 0.2918
Design Tension Strength:
qu = Φ Rn * Delta * alfa * ro * ﴾t / tc﴿²
= 29.8205 * 0.8839 * 0.2918 * 0.8181 * ﴾0.5 / 0.606﴿²
= 4.2842 kips / bolt
Average ΦTn:
= ﴾2 * ΦTn_Ext + ﴾N ‐ 2﴿ * ΦTn_Int﴿ / N
= ﴾2 * 25.5363 + ﴾2 ‐ 2﴿ * 29.8205﴿ / 2
= 25.5363 kips
ΦRn = n * Ta = 4 * 25.5363 = 102.1452 ≥ 9.5779 kips ﴾OK﴿
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾12.2249 / ﴾4 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
101.6268 * 0.4417 ≤ 90 * 0.4417
= 39.7607
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.8205 kips
10.a.4. End Plate Design Shear Strength
End Plate Shear Capacity:
Gross Area ﴾Ag﴿ = L * t = 14 * 0.5 = 7 in²
Design Strength = 2 * Ag * 1.0 * 0.6 * Fy
= 2 * 7 * 1.0 * 0.6 * 36
= 302.4 ≥ 12.2249 kips ﴾OK﴿
10.a.2. Design Tension Strength per Tributary Area for Each Bolt:
a = 1 in.
b = 1.5 in.
dh = 0.8125 in.
b' = 1.125 in.
a' = 1.375 in.
p = 7 in.
Net Area ﴾An﴿ = ﴾L ‐ n * ﴾dh + 0.0625﴿﴿ * t = ﴾14 ‐ 2 * 0.8125 + 0.0625﴿ * 0.5 = 6.125
in²
Design Strength = 2 * An * 0.75 * 0.6 * Fu
= 2 * 6.125 * 0.75 * 0.6 * 58
= 319.725 ≥ 12.2249 kips ﴾OK﴿
tc = ﴾4 / 0.9 * Φ Rn * b' / ﴾p * Fu﴿﴿^0.5
= ﴾4 / 0.9 * 29.8205 * 1.125 / ﴾7 * 58﴿﴿^0.5
= 0.606 in.
Net Area with Tension Resistance ﴾Ant﴿
= ﴾Lh ‐ ﴾dh + 0.0625﴿ / 2﴿ * t
= ﴾1 ‐ ﴾0.8125 + 0.0625﴿ / 2﴿ * 0.5
= 0.2812 in²
10.a.1. Design Shear Strength of Bolts:
ΦRn = n * Fv = 4 * 17.8923 = 71.5694 ≥ 12.2249 kips ﴾OK﴿
delta = 1 ‐ dh / p
10.a.5. Block Shear Design Strength:
Net Area with Shear Resistance ﴾Anv﴿
= ﴾L ‐ Lv ‐ ﴾N ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * t
= ﴾14 ‐ 1 ‐ ﴾2 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
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PROJECT NAME
PAGES
10 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
= 5.8437 in²
11.a. Column Local Stresses for Upper Left Brace
Gross Area with Tension Resistance ﴾Agt﴿
= Lh * t = 1 * 0.5 = 0.5 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ Lv﴿ * t = ﴾14 ‐ 1﴿ * 0.5 = 6.5 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 5.8437 + 1 * 58 * 0.2812﴿; ﴾0.6 * 36 * 6.5 + 1 * 58 * 0.2812﴿﴿
= 117.5343 ≥ 6.1124 kips ﴾OK﴿
10.a.6. Bolt Bearing on End Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 1 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 0.5937 * 58 = 30.9937 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 12 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 11.1875 * 58 = 583.9875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = nT * ﴾Fbe + Fbs * ﴾n ‐ 1﴿﴿ * t
= 2 * ﴾30.9937 + 78.3 * ﴾2 ‐ 1﴿﴿ * 0.5
= 109.2937 ≥ 12.2249 kips ﴾OK﴿
10.a.7. Bolt Bearing on Support:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 12 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 11.1875 * 65 = 654.4687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Bearing Strength = nT * ﴾Fbs * n﴿ * t
= 2 * ﴾87.75 * 2﴿ * 0.59
= 207.09 ≥ 12.2249 kips ﴾OK﴿
10.a.8. Beam Web to End Plate Weld:
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Length ﴾L﴿ = 14 in.
Useful Weld Size = Fu * tp / ﴾1.414 * Fexx﴿
= 58 * 0.5 / ﴾1.414 * 70﴿
= 0.2929 in.
No weld strength reduction required
Weld Design Strength = 2 * ﴾L ‐ 2 * w﴿ * w * 0.75 * 0.4242 * Fexx
= 2 * ﴾14 ‐ 2 * 0.25﴿ * 0.25 * 0.75 * 0.4242 * 70
= 150.3258 ≥ 15.5301 kips ﴾OK﴿
11.a.1. Column Flange Bending:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾12.2249 / ﴾14 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
112.6076 * 0.4417 ≤ 90 * 0.4417
= 39.7607
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.8205 kips
Force ﴾H'﴿ = ﴾H + 3 * M / N﴿ / 2
4.7889 = ﴾9.5779 + 3 * 0 / 14﴿ / 2
Force per Bolt ﴾T﴿ = H' / n
2.3944 = 4.7889 / 2
b = 1.5 in.
a = 1 in.
b' = 1.125 in.
a' = 1.375 in.
ro = 0.8181 in.
p = 12
d' = 0.8125
delta = 1 ‐ d' / p = 1 ‐ 0.8125 / 12
delta = 0.9322
Beta = ﴾B / T ‐ 1﴿ / ro = ﴾29.8205 / 2.3944 ‐ 1﴿ / 0.8181
Beta = 13.9992
Alpha' = 1
Required Flange Thickness for Bending ﴾treq'd﴿
= ﴾4 / 0.9 * T * b' / ﴾p * Fy * ﴾1 + delta * Alpha'﴿﴿^0.5
= ﴾4 / 0.9 * 2.3944 * 1.125 / ﴾12 * 50 * ﴾1 + 0.9322 * 1﴿﴿﴿^0.5
= 0.1016 ≤ tf 0.59 ﴾OK﴿
11.a.2. Column Flange Shear ‐ Required Flange Thickness for Shear
= T / Min﴾ 1.0 * 0.6 * p * Fy, 0.75 * 0.6 * ﴾p ‐ ﴾d' + 0.0625﴿﴿﴿ * Fu
= 2.3944 / Min﴾1.0 * 0.6 * 12 * 50, 0.75 * 0.6 * ﴾12 ‐ ﴾0.8125 + 0.0625﴿﴿﴿ * 65
= 0.0073 ≤ tf 0.59 ﴾OK﴿
11.a.3. Column Web Local Yielding:
Force from Gusset ﴾RColumn﴿ = ﴾﴾H + 3 * M / N﴿² + ﴾1.73 * V﴿²﴿^0.5
= ﴾﴾9.5779 + 3 * 0 / 14﴿² + ﴾1.73 * 12.2249﴿²﴿^0.5
= 23.2169 kips
Required Web Thickness = RColumn / ﴾1.0 * Fy * ﴾N + 5 * k﴿﴿
= 23.2169 / 1.0 * 50 * ﴾14 + 5 * 1.09﴿﴿
= 0.0238 ≤ tw 0.43 ﴾OK﴿
11. COLUMN AND BEAM CHECK
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PROJECT NAME
PAGES
11 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
11.a.4. Column Web Crippling:
Force from Gusset ﴾RColumn﴿ = H + 3 * M / N
= 9.5779 + 3 * 0 / 14
= 9.5779 kips
Rcap = 0.75 * 0.8 * E^0.5 * tw² * ﴾1 + 3 * ﴾N / d﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf / tw﴿^0.5
= 0.75 * 0.8 * 29000^0.5 * 0.43² * ﴾1 + 3 * 0.5907 * ﴾0.43 / 0.59﴿^1.5﴿ * ﴾50 * 0.59 /
0.43﴿^0.5
= 329.0217 ≥ RColumn 9.5779 kips ﴾OK﴿
12. UPPER LEFT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 0.8859 kips
Vertical Force on Welds ﴾Vb﴿ = 0 kips
Moment on Welds ﴾M﴿ = 3.6545 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 12 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 12 + 3 * 3.6545 / ﴾12 ²﴿﴿² + ﴾0.8859 / 12﴿²﴿^0.5
= 0.106 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 12 + 6 * 3.6545 / ﴾12 ^ 2﴿﴿² + ﴾0.8859 / 12﴿²﴿^0.5
= 0.1692 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 0.1692 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0037 ≤ 0.2929 in. ﴾OK﴿
Try 0.25 in. Weld
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Size = 0.25 in. ≥ 0.0037 in. ﴾OK﴿
All Welds Are E70XX
RIGHT SIDE BEAM
13. RIGHT SIDE BEAM ‐ W8X48 SHEAR CONNECTION
13.a. Shear Connection Using End Plate:
Plate ﴾W x L x T﴿: 6.5 in. X 8 in. X 0.625 in.
Plate Material: A36
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Support: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.3125 E70XX Fillet Welds
Effective Thickness of Support Material: 0.59 in.
WARNING: Plate thickness exceeds 0.375 in.
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: 57.5463 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: ‐57.5463 kips
Upper Brace Compression: 80 kips
Upper Brace Tension: 80 kips
Vertical Force on End Plate = V ﴾Maximum Combined Force﴿ = 15 kips
Horizontal Force on End Plate = H
H ﴾Tension﴿ = 51.6506 kips
H ﴾Compression﴿ = 51.6506 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾15² + 51.6506²﴿^0.5 = 53.7846 kips
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Horizontal Force ﴾Hc﴿ = 51.6506 kips
Horizontal Force ﴾Ht﴿ = 51.6506 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾15 ² + 51.6506²﴿^0.5 = 53.7846 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 51.6506﴿ = 16.1939
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾NG﴿ ‐ Connection does not fit within allowable
limits of beam.
Connection Depth = 8 ≥ T / 2 ﴾OK﴿
13.a.1. Design Shear Strength of Bolts:
ΦRn = n * Fv = 2 * 17.8923 = 35.7847 ≥ 15 kips ﴾OK﴿
Design Tension Strength:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾15 / ﴾2 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
79.2743 * 0.4417 ≤ 90 * 0.4417
= 35.0223
Design Strength per Bolt, Φ * rn = 0.75 * rn = 26.2667 kips
13.a.2. Design Tension Strength per Tributary Area for Each Bolt:
a = 1.5 in.
b = 1.55 in.
dh = 0.8125 in.
b' = 1.175 in.
a' = 1.875 in.
p = 5.5 in.
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PROJECT NAME
PAGES
12 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
tc = ﴾4 / 0.9 * Φ Rn * b' / ﴾p * Fu﴿﴿^0.5
= ﴾4 / 0.9 * 26.2667 * 1.175 / ﴾5.5 * 58﴿﴿^0.5
= 0.6557 in.
delta = 1 ‐ dh / p
= 1 ‐ 0.8125 / 5.5
= 0.8522
ro = b' / a'
= 1.175 / 1.875
= 0.6266
Alfa' = ﴾﴾tc / t﴿² ‐ 1﴿ / ﴾delta * ﴾1 + ro﴿﴿
= ﴾﴾0.6557 / 0.625﴿² ‐ 1﴿ / ﴾0.8522 * ﴾1 + 0.6266﴿﴿
= 0.0727
ΦTn = Φ Rn * ﴾t / tc﴿² * ﴾1 + delta * Alfa'﴿
= 26.2667 * ﴾0.625 / 0.6557﴿² * ﴾1 + 0.8522 * 0.0727﴿
= 25.34 kips
13.a.3. Prying Force:
Alfa = Max[0; ﴾1 / Delta﴿ * ﴾rut / Φ Rn * ﴾tc / t﴿² ‐ 1﴿]
= Max﴾0; ﴾1 / 0.8522﴿ * ﴾25.34 / 26.2667 * ﴾0.6557 / 0.625﴿² ‐ 1﴿﴿
= 0.0727
qu = Φ Rn * Delta * alfa * ro * ﴾t / tc﴿²
= 26.2667 * 0.8522 * 0.0727 * 0.6266 * ﴾0.625 / 0.6557﴿²
= 0.9266 kips / bolt
ΦRn = n * Ta = 2 * 25.34 = 50.6801 << 51.6506 kips ﴾NG﴿
13.a.4. End Plate Design Shear Strength
End Plate Shear Capacity:
Gross Area ﴾Ag﴿ = L * t = 8 * 0.625 = 5 in²
Design Strength = 2 * Ag * 1.0 * 0.6 * Fy
= 2 * 5 * 1.0 * 0.6 * 36
= 216 ≥ 15 kips ﴾OK﴿
Net Area ﴾An﴿ = ﴾L ‐ n * ﴾dh + 0.0625﴿﴿ * t = ﴾8 ‐ 1 * 0.8125 + 0.0625﴿ * 0.625 =
4.4531 in²
Design Strength = 2 * An * 0.75 * 0.6 * Fu
= 2 * 4.4531 * 0.75 * 0.6 * 58
= 232.4531 ≥ 15 kips ﴾OK﴿
13.a.5. Block Shear Design Strength:
Net Area with Tension Resistance ﴾Ant﴿
= ﴾Lh ‐ ﴾dh + 0.0625﴿ / 2﴿ * t
= ﴾1.5 ‐ ﴾0.8125 + 0.0625﴿ / 2﴿ * 0.625
= 0.664 in²
Net Area with Shear Resistance ﴾Anv﴿
= ﴾L ‐ Lv ‐ ﴾N ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * t
= ﴾8 ‐ 4 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.625
= 2.2265 in²
Gross Area with Tension Resistance ﴾Agt﴿
= Lh * t = 1.5 * 0.625 = 0.9375 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ Lv﴿ * t = ﴾8 ‐ 4﴿ * 0.625 = 2.5 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 2.2265 + 1 * 58 * 0.664﴿; ﴾0.6 * 36 * 2.5 + 1 * 58 * 0.664﴿﴿
= 69.3867 ≥ 7.5 kips ﴾OK﴿
13.a.6. Bolt Bearing on End Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 4 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 3.5937 * 58 = 187.5937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.1875 * 58 = 114.1875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = nT * ﴾Fbe + Fbs * ﴾n ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.625
= 97.875 ≥ 15 kips ﴾OK﴿
13.a.7. Bolt Bearing on Support:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 3 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 2.1875 * 65 = 127.9687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Bearing Strength = nT * ﴾Fbs * n﴿ * t
= 2 * ﴾87.75 * 1﴿ * 0.59
= 103.545 ≥ 15 kips ﴾OK﴿
13.a.8. Beam Web to End Plate Weld:
Weld Size = 0.3125 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Length ﴾L﴿ = 8 in.
Useful Weld Size = Fu * tw / ﴾1.414 * Fexx﴿
= 65 * 0.4 / ﴾1.414 * 70﴿
= 0.2626 in.
Reduce weld Strength by 0.8405 for beam tw
Weld Design Strength = 2 * ﴾L ‐ 2 * w﴿ * w * 0.75 * 0.4242 * Fexx * rf
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PROJECT NAME
PAGES
13 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
= 2 * ﴾8 ‐ 2 * 0.3125﴿ * 0.3125 * 0.75 * 0.4242 * 70 * 0.8405
= 86.2875 ≥ 53.7846 kips ﴾OK﴿
14. COLUMN AND BEAM CHECK
14.a. Beam and Column Local Stresses for Right Side Beam
14.a.1. Beam Web Local Yielding:
Force from Top, Rtop = ﴾﴾1.73 * HbTop﴿² + ﴾VbTop + 3 * MbTop / LTop﴿²﴿^0.5
11.6204= ﴾﴾1.73 * 5.8956﴿² + ﴾0 + 3 * 25.0567 / 13.5﴿²﴿^0.5
Required Web Thickness = Rtop / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0143 in. = 11.6204 / ﴾1 * 50 * ﴾13.5 + 2.5 * 1.08﴿﴿
Web Yielding Top 0.0143 ≤ 0.4 in. ﴾OK﴿
14.a.2. Beam Web Crippling:
Force from Top, Rtop = VbTop + 3 * MbTop / Ltop
= 0 + 3 *25.0567 / 13.5
= 5.5681 kips
for Top Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Ntop / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.4² * ﴾1 + ﴾4 * ﴾13.5 / 8.5﴿ ‐ 0.2﴿
* ﴾0.4 / 0.685﴿^1.5﴿ * ﴾50 * 0.685 / 0.4﴿^0.5
Rcap Top = 283.3098 ≥ 5.5681 kips ﴾OK﴿
14.a.3. Column Flange Bending:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾15 / ﴾8 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
107.5685 * 0.4417 ≤ 90 * 0.4417
= 39.7607
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.8205 kips
Force ﴾H'﴿ = ﴾H + 3 * M / N﴿ / 2
25.8253 = ﴾51.6506 + 3 * 0 / 8﴿ / 2
Force per Bolt ﴾T﴿ = H' / n
25.8253 = 25.8253 / 1
b = 1.55 in.
a = 1.5 in.
b' = 1.175 in.
a' = 1.875 in.
ro = 0.6266 in.
p=3
d' = 0.8125
delta = 1 ‐ d' / p = 1 ‐ 0.8125 / 3
delta = 0.7291
Beta = ﴾B / T ‐ 1﴿ / ro = ﴾29.8205 / 25.8253 ‐ 1﴿ / 0.6266
Beta = 0.2468
Alpha' = Min﴾1, Beta / ﴾delta * ﴾1 ‐ Beta﴿﴿ = 0.4495
Required Flange Thickness for Bending ﴾treq'd﴿
= ﴾4 / 0.9 * T * b' / ﴾p * Fy * ﴾1 + delta * Alpha'﴿﴿^0.5
= ﴾4 / 0.9 * 25.8253 * 1.175 / ﴾3 * 50 * ﴾1 + 0.7291 * 0.4495﴿﴿﴿^0.5
= 0.8228 >> tf 0.59 ﴾NG﴿
Increasing the number of bolt rows to 3 or decreasing the bolt gage on column
might help.
14.a.4. Column Flange Shear ‐ Required Flange Thickness for Shear
= T / Min﴾ 1.0 * 0.6 * p * Fy, 0.75 * 0.6 * ﴾p ‐ ﴾d' + 0.0625﴿﴿﴿ * Fu
= 25.8253 / Min﴾1.0 * 0.6 * 3 * 50, 0.75 * 0.6 * ﴾3 ‐ ﴾0.8125 + 0.0625﴿﴿﴿ * 65
= 0.4154 ≤ tf 0.59 ﴾OK﴿
14.a.5. Column Web Local Yielding:
Force from Beam ﴾RColumn﴿ = ﴾﴾H + 3 * M / N﴿² + ﴾1.73 * V﴿²﴿^0.5
= ﴾﴾51.6506 + 3 * 0 / 8﴿² + ﴾1.73 * 15﴿²﴿^0.5
= 57.803 kips
Required Web Thickness = RColumn / ﴾1.0 * Fy * ﴾N + 5 * k﴿﴿
= 57.803 / 1.0 * 50 * ﴾8 + 5 * 1.09﴿﴿
= 0.0859 ≤ tw 0.43 ﴾OK﴿
14.a.6. Column Web Crippling:
Force from Beam ﴾RColumn﴿ = H + 3 * M / N
= 51.6506 + 3 * 0 / 8
= 51.6506
Rcap = 0.75 * 0.8 * E^0.5 * tw² * ﴾1 + 3 * ﴾N / d﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf / tw﴿^0.5
= 0.75 * 0.8 * 29000^0.5 * 0.43² * ﴾1 + 3 * 0.3375 * ﴾0.43 / 0.59﴿^1.5﴿ * ﴾50 * 0.59 /
0.43﴿^0.5
= 255.076 ≥ RColumn 51.6506 kips ﴾OK﴿
LEFT SIDE BEAM
15. LEFT SIDE BEAM ‐ W8X40 SHEAR CONNECTION
15.a. Shear Connection Using End Plate:
Plate ﴾W x L x T﴿: 5.5 in. X 5 in. X 0.5 in.
Plate Material: A36
Bolts: ﴾2﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Support: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX Fillet Welds
Effective Thickness of Support Material: 0.59 in.
WARNING: Plate thickness exceeds 0.375 in.
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PROJECT NAME
PAGES
14 / 16
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐8.6919 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 8.6919 kips
Upper Brace Compression: 15 kips
Upper Brace Tension: 15 kips
Vertical Force on End Plate = V ﴾Maximum Combined Force﴿ = 15 kips
Horizontal Force on End Plate = H
H ﴾Tension﴿ = 9.5779 kips
H ﴾Compression﴿ = 9.5779 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾15² + 9.5779²﴿^0.5 = 17.797 kips
Loading:
Vertical Shear ﴾V﴿ = 15 kips
Horizontal Force ﴾Hc﴿ = 9.5779 kips
Horizontal Force ﴾Ht﴿ = 9.5779 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾15 ² + 9.5779²﴿^0.5 = 17.797 kips
Theta = Atan﴾V / H﴿ = Atan﴾15 / 9.5779﴿ = 57.4406
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 5 ≥ T / 2 ﴾OK﴿
15.a.1. Design Shear Strength of Bolts:
ΦRn = n * Fv = 2 * 17.8923 = 35.7847 ≥ 15 kips ﴾OK﴿
Design Tension Strength:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾15 / ﴾2 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
79.2743 * 0.4417 ≤ 90 * 0.4417
= 35.0223
Design Strength per Bolt, Φ * rn = 0.75 * rn = 26.2667 kips
15.a.2. Design Tension Strength per Tributary Area for Each Bolt:
a = 1 in.
b = 1.57 in.
dh = 0.8125 in.
b' = 1.195 in.
a' = 1.375 in.
p = 8.5 in.
tc = ﴾4 / 0.9 * Φ Rn * b' / ﴾p * Fu﴿﴿^0.5
= ﴾4 / 0.9 * 26.2667 * 1.195 / ﴾8.5 * 58﴿﴿^0.5
= 0.5319 in.
delta = 1 ‐ dh / p
= 1 ‐ 0.8125 / 8.5
= 0.9044
ro = b' / a'
= 1.195 / 1.375
= 0.869
Alfa' = ﴾﴾tc / t﴿² ‐ 1﴿ / ﴾delta * ﴾1 + ro﴿﴿
= ﴾﴾0.5319 / 0.5﴿² ‐ 1﴿ / ﴾0.9044 * ﴾1 + 0.869﴿﴿
= 0.078
ΦTn = Φ Rn * ﴾t / tc﴿² * ﴾1 + delta * Alfa'﴿
= 26.2667 * ﴾0.5 / 0.5319﴿² * ﴾1 + 0.9044 * 0.078﴿
= 24.8435 kips
15.a.3. Prying Force:
Alfa = Max[0; ﴾1 / Delta﴿ * ﴾rut / Φ Rn * ﴾tc / t﴿² ‐ 1﴿]
= Max﴾0; ﴾1 / 0.9044﴿ * ﴾24.8435 / 26.2667 * ﴾0.5319 / 0.5﴿² ‐ 1﴿﴿
= 0.078
qu = Φ Rn * Delta * alfa * ro * ﴾t / tc﴿²
= 26.2667 * 0.9044 * 0.078 * 0.869 * ﴾0.5 / 0.5319﴿²
= 1.4231 kips / bolt
ΦRn = n * Ta = 2 * 24.8435 = 49.6871 ≥ 9.5779 kips ﴾OK﴿
15.a.4. End Plate Design Shear Strength
End Plate Shear Capacity:
Gross Area ﴾Ag﴿ = L * t = 5 * 0.5 = 2.5 in²
Design Strength = 2 * Ag * 1.0 * 0.6 * Fy
= 2 * 2.5 * 1.0 * 0.6 * 36
= 108 ≥ 15 kips ﴾OK﴿
Net Area ﴾An﴿ = ﴾L ‐ n * ﴾dh + 0.0625﴿﴿ * t = ﴾5 ‐ 1 * 0.8125 + 0.0625﴿ * 0.5 = 2.0625
in²
Design Strength = 2 * An * 0.75 * 0.6 * Fu
= 2 * 2.0625 * 0.75 * 0.6 * 58
= 107.6625 ≥ 15 kips ﴾OK﴿
15.a.5. Block Shear Design Strength:
Net Area with Tension Resistance ﴾Ant﴿
= ﴾Lh ‐ ﴾dh + 0.0625﴿ / 2﴿ * t
= ﴾1 ‐ ﴾0.8125 + 0.0625﴿ / 2﴿ * 0.5
= 0.2812 in²
Net Area with Shear Resistance ﴾Anv﴿
= ﴾L ‐ Lv ‐ ﴾N ‐ 0.5﴿ * ﴾dv + 0.0625﴿﴿ * t
= ﴾5 ‐ 2.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.5
= 1.0312 in²
Gross Area with Tension Resistance ﴾Agt﴿
= Lh * t = 1 * 0.5 = 0.5 in²
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ Lv﴿ * t = ﴾5 ‐ 2.5﴿ * 0.5 = 1.25 in²
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.0312 + 1 * 58 * 0.2812﴿; ﴾0.6 * 36 * 1.25 + 1 * 58 * 0.2812﴿﴿
= 32.4843 ≥ 7.5 kips ﴾OK﴿
15.a.6. Bolt Bearing on End Plate:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 2.5 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 2.0937 * 58 = 109.2937 kips/in.
Use: Fbe = 78.3 kips/in.
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 12 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3 kips/in.
= 0.75 * 1.2 * 11.1875 * 58 = 583.9875 kips/in.
Use: Fbs = 78.3 kips/in.
Design Bearing Strength = nT * ﴾Fbe + Fbs * ﴾n ‐ 1﴿﴿ * t
= 2 * ﴾78.3 + 78.3 * ﴾1 ‐ 1﴿﴿ * 0.5
= 78.3 ≥ 15 kips ﴾OK﴿
15.a.7. Bolt Bearing on Support:
Bearing Strength / Bolt / Thickness Using Bolt Spacing = Fbs
Bolt Spacing = 12 in., Hole Size = 0.8125 in.
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 11.1875 * 65 = 654.4687 kips/in.
Use: Fbs = 87.75 kips/in.
Design Bearing Strength = nT * ﴾Fbs * n﴿ * t
= 2 * ﴾87.75 * 1﴿ * 0.59
= 103.545 ≥ 15 kips ﴾OK﴿
15.a.8. Beam Web to End Plate Weld:
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Length ﴾L﴿ = 5 in.
Useful Weld Size = Fu * tw / ﴾1.414 * Fexx﴿
= 65 * 0.36 / ﴾1.414 * 70﴿
= 0.2364 in.
Reduce weld Strength by 0.9456 for beam tw
Weld Design Strength = 2 * ﴾L ‐ 2 * w﴿ * w * 0.75 * 0.4242 * Fexx * rf
= 2 * ﴾5 ‐ 2 * 0.25﴿ * 0.25 * 0.75 * 0.4242 * 70 * 0.9456
= 47.385 ≥ 17.797 kips ﴾OK﴿
16. COLUMN AND BEAM CHECK
16.a. Beam and Column Local Stresses for Left Side Beam
16.a.1. Beam Web Local Yielding:
Force from Top, Rtop = ﴾﴾1.73 * HbTop﴿² + ﴾VbTop + 3 * MbTop / LTop﴿²﴿^0.5
1.7843= ﴾﴾1.73 * ‐0.8859﴿² + ﴾0 + 3 * 3.6545 / 12﴿²﴿^0.5
Required Web Thickness = Rtop / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0024 in. = 1.7843 / ﴾1 * 50 * ﴾12 + 2.5 * 0.954﴿﴿
Web Yielding Top 0.0024 ≤ 0.36 in. ﴾OK﴿
16.a.2. Beam Web Crippling:
Force from Top, Rtop = VbTop + 3 * MbTop / Ltop
= 0 + 3 *3.6545 / 12
= 0.9136 kips
for Top Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Ntop / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.36² * ﴾1 + ﴾4 * ﴾12 / 8.25﴿ ‐ 0.2﴿
* ﴾0.36 / 0.56﴿^1.5﴿ * ﴾50 * 0.56 / 0.36﴿^0.5
Rcap Top = 227.4829 ≥ 0.9136 kips ﴾OK﴿
16.a.3. Column Flange Bending:
Nominal Tension Strength per Bolt = rn
= ﴾1.3 * Fnt ‐ ﴾Fnt / ﴾Phi * Fnv﴿﴿ * ﴾V / ﴾N * Ab﴿﴿﴿ * Ab ≤ Fnt * Ab
= ﴾1.3 * 90 ‐ ﴾90 / ﴾Φ * 54﴿﴿ * ﴾15 / ﴾5 * 0.4417﴿﴿﴿ * 0.4417 ≤ 90 * 0.4417
101.9097 * 0.4417 ≤ 90 * 0.4417
= 39.7607
Design Strength per Bolt, Φ * rn = 0.75 * rn = 29.8205 kips
Force ﴾H'﴿ = ﴾H + 3 * M / N﴿ / 2
4.7889 = ﴾9.5779 + 3 * 0 / 5﴿ / 2
Force per Bolt ﴾T﴿ = H' / n
4.7889 = 4.7889 / 1
b = 1.57 in.
a = 1 in.
b' = 1.195 in.
a' = 1.375 in.
ro = 0.869 in.
p = 12
d' = 0.8125
delta = 1 ‐ d' / p = 1 ‐ 0.8125 / 12
delta = 0.9322
Beta = ﴾B / T ‐ 1﴿ / ro = ﴾29.8205 / 4.7889 ‐ 1﴿ / 0.869
Beta = 6.0142
Alpha' = 1
Required Flange Thickness for Bending ﴾treq'd﴿
= ﴾4 / 0.9 * T * b' / ﴾p * Fy * ﴾1 + delta * Alpha'﴿﴿^0.5
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐10.dsn
CHECKED BY
DESCRIPTION
= ﴾4 / 0.9 * 4.7889 * 1.195 / ﴾12 * 50 * ﴾1 + 0.9322 * 1﴿﴿﴿^0.5
= 0.1481 ≤ tf 0.59 ﴾OK﴿
16.a.4. Column Flange Shear ‐ Required Flange Thickness for Shear
= T / Min﴾ 1.0 * 0.6 * p * Fy, 0.75 * 0.6 * ﴾p ‐ ﴾d' + 0.0625﴿﴿﴿ * Fu
= 4.7889 / Min﴾1.0 * 0.6 * 12 * 50, 0.75 * 0.6 * ﴾12 ‐ ﴾0.8125 + 0.0625﴿﴿﴿ * 65
= 0.0147 ≤ tf 0.59 ﴾OK﴿
16.a.5. Column Web Local Yielding:
Force from Beam ﴾RColumn﴿ = ﴾﴾H + 3 * M / N﴿² + ﴾1.73 * V﴿²﴿^0.5
= ﴾﴾9.5779 + 3 * 0 / 5﴿² + ﴾1.73 * 15﴿²﴿^0.5
= 27.6611 kips
Required Web Thickness = RColumn / ﴾1.0 * Fy * ﴾N + 5 * k﴿﴿
= 27.6611 / 1.0 * 50 * ﴾5 + 5 * 1.09﴿﴿
= 0.0529 ≤ tw 0.43 ﴾OK﴿
16.a.6. Column Web Crippling:
Force from Beam ﴾RColumn﴿ = H + 3 * M / N
= 9.5779 + 3 * 0 / 5
= 9.5779
Rcap = 0.75 * 0.8 * E^0.5 * tw² * ﴾1 + 3 * ﴾N / d﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf / tw﴿^0.5
= 0.75 * 0.8 * 29000^0.5 * 0.43² * ﴾1 + 3 * 0.2109 * ﴾0.43 / 0.59﴿^1.5﴿ * ﴾50 * 0.59 / 0.43﴿^0.5
= 218.1032 ≥ RColumn 9.5779 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Front View
HSS6X6X5/16 ‐ A500‐B‐46
3/16
1/4
HSS4X4X1/4 ‐ A500‐B‐46
End Gap = ‐﴾4"﴿, WP Offset = 1' ‐ 8‐7/8"
E70XX:
All Welds UNO
1"
PL3/8X4X14‐1/2 ‐ A36
4@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
19‐1/16"
7‐1/2"
4 places
1/4
4"
GPL1/2X1X1' 5‐A36
W14X22 ‐ A992
End Gap = 1/2"
1"
2‐1/2"
17"
3‐1/8"
4‐1/4"
1/4
14‐1/2"
W12X26 ‐ A992
End Gap = 1/2"
9"
2"
16‐1/2"
1/4
2"
PL3/8X4X9 ‐ A36
3@3" ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
9‐9/16"
Use HSS12x8x5/16 w/
End PL 1/2 x 8 x 23.5
5‐15/16"
10‐1/2"
1/4
9‐1/16"
GPL1/2X10 1/2X9 9/16‐A36
8‐1/2"
1/4
strip flange one side to
accomdate long plate
5"
4 places
2‐3/8"
HSS5X5X1/4 ‐ A500‐B‐46
End Gap = ‐﴾5"﴿, WP Offset = 11‐7/8"
1/4
10‐1/2"
1/4
Shop or
Field?(3/16)
3/16
(3/16)
1/4
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PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
BASIC DETAILS OVERVIEW
Joint Configuration: Beam and/or Brace to Column
Member: Column
Section: HSS6X6X5/16
Material: A500‐B‐46
Member: Upper Right Brace
Section: HSS4X4X1/4
Material: A500‐B‐46
Member: Lower Right Brace
Section: HSS5X5X1/4
Material: A500‐B‐46
Member: Left Side Beam
Section: W14X22
Material: A992
Member: Right Side Beam
Section: W12X26
Material: A992
DETAILED CALCULATION REPORT
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS6X6X5/16
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 0 kips
Shear Force: 0 kips
Upper Right Brace:
Size: HSS4X4X1/4
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 30 kips
Axial Force ﴾Compression﴿: 30 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 0.4866 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 1 in.
Beam Side Length: 17 in.
Brace Side Length: 8.1687 in.
Column Side Free Edge: x = 17.2048 in., y = 7.1453 in.
Beam Side Free Edge: x = 3.4864 in., y = 1.4014 in.
Thickness: 0.5 in.
Setback from Column: 0 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 4 in.
Lower Right Brace:
Size: HSS5X5X1/4
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 50 kips
Axial Force ﴾Compression﴿: 50 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1.593 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 10.4766 in.
Beam Side Length: 9.087 in.
Brace Side Length: 10.7075 in.
Column Side Free Edge: x = 1.8879 in., y = 0 in.
Beam Side Free Edge: x = 0 in., y = 5.9574 in.
Thickness: 0.5 in.
Setback from Column: 0 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 5 in.
Left Side Beam:
Size: W14X22
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: 36 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: ‐36 kips
Shear Force: 10 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Single Plate:
Length: 14.5 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 2.75 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
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PROJECT NAME
PAGES
3 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Right Side Beam:
Size: W12X26
Material: A992
Axial Force ﴾Wind/Seismic ‐ Right to Left﴿: ‐0.3923 kips
Axial Force ﴾Wind/Seismic ‐ Left to Right﴿: 0.3923 kips
Shear Force: 15 kips
Work Point X: 0 in.
Work Point Y: 0 in.
= ﴾4² + 2 * 4 * 4﴿ / ﴾4 * ﴾4 + 4﴿﴿
= 1.5 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾1.5 / 4﴿
= 0.625
Ae = U * An = 0.625 * 3.1078 = 1.9424 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 1.9424
= 84.4953 ≥ 30 kips ﴾OK﴿
Single Plate:
Length: 9 in.
Material: A36
Bolts: ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Vertical Spacing: 3 in.
Bolt Vertical Edge Distance: 1.5 in.
Bolt Horizontal Spacing: 3 in.
Bolt Horizontal Edge Distance: 2 in.
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 1 in.
Right Side Beam Side ﴾Lgb﴿ = 17 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 3.9864 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 1.4014 in.
Column Side Free Edge ﴾Lhfx﴿ = 17.7048 in.
Column Side Free Edge ﴾Lhfy﴿ = 7.1453 in.
UPPER RIGHT BRACE
1.d. Gusset Edge Forces
Gusset edge moments carried by: Beam interface
Theta ﴾degrees﴿ = 64.0524
eb = 6.1 in.
ec = 3 in.
Beta = 4.5726 in.
BetaBar = 4.5726 in.
AlphaBar = 9 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾4.5726 + 6.1﴿ * Tan﴾64.0524﴿ ‐ 3
= 18.9334 in.
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 30 kips
Brace Force ﴾Compression﴿ = 30 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
1.a. Brace to Gusset Weld Length = 4 X 4 in.
Weld Design Strength = 66.8115 ≥ 30 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 4
= 66.8115 ≥ 30 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 4
= 97.3008 ≥ 30 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 3.37
= 139.518 ≥ 30 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 3.37 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.233
= 3.1078 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 30 / ﴾﴾18.9334 + 3﴿² + ﴾4.5726 + 6.1﴿²﴿^0.5
= 1.2298 k/ft.
Hb = Alpha * r = 18.9334 * 1.2298
= 23.2862 kips
Hc = ec * r = 3 * 1.2298
= 3.6896 kips
Vb = eb * r = 6.1 * 1.2298
= 13.1263 kips
Vc = GussetBeta * r = 4.5726 * 1.2298
=0
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |18.9334 * ﴾6.1 * 1.2298 ‐ 13.1263﴿|
= 106.4804 k‐in.
Mc = 0
1.d.2. With Compressive Brace Force:
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PROJECT NAME
PAGES
4 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 30 / ﴾﴾18.9334 + 3﴿² + ﴾4.5726 + 6.1﴿²﴿^0.5
= 1.2298 k/ft.
Hb = Alpha * r = 18.9334 * 1.2298
= 23.2862 kips
Hc = ec * r = 3 * 1.2298
= 3.6896 kips
Vb = eb * r = 6.1 * 1.2298
= 13.1263 kips
Vc = GussetBeta * r = 4.5726 * 1.2298
=0
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |18.9334 * ﴾6.1 * 1.2298 ‐ 13.1263﴿|
= 106.4804 k‐in.
Mc = 0
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 4
= 104.4 ≥ 30 kips ﴾OK﴿
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
4 = 2 * 4 * 0.5
Agt = Ant = d * t
2 = 4 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 4, 36 * 4﴿ + 1 * 58 * 2﴿
= 151.8 ≥ 30 kips ﴾OK﴿
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 4 + 4 = 8.6188 in.
Lwb = 0.9472 in. of Lw is in the Beam.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 7.6715 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 30 / ﴾7.6715 * 0.5 + 0.9472 * 0.23 + 0 * 0.291﴿
= 7.4007 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 30 / ﴾7.6715 * 0.5 + 0.9472 * 0.23 + 0 * 0.291﴿
= 7.4007 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾7.6715 * 0.5 * 36 + 0.9472 * 0.23 * 50 + 0 * 0.291 * 46﴿
= 134.0828 ≥ 30 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 7.4422 in.
L1 = 6.9093
L2 = ‐1.9467, Use 0
L3 = 15.4174
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾6.9093 + 0 + 15.4174﴿ / 3 = 7.4422
Lcr = KL = 0.5 * 7.4422 = 3.7211
KL / r = Lcr / ﴾t / 12^0.5﴿ = 3.7211 / ﴾0.5 / 3.464﴿
= 25.78
Fe = pi² * E / ﴾KL / r﴿² = 3.14² * 29000 / 25.78²
= 430.6564 ≥ 0.44 * Fy = 0.44 * 36 = 15.84 ksi
Fy / Fe = 36 / 430.6564 = 0.0835
Fcr = 0.658^0.0835 * Fy = 0.658^0.0835 * 36 = 34.7622 ksi
Buckling Strength = 0.9 * Fcr = 31.2859 ≥ 7.4007 ksi ﴾OK﴿
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
Weld Size = 0.1875 in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 1 in.
Horizontal Force on Welds ﴾H﴿ = 3.6896 kips
Vertical Force on Welds ﴾V﴿ = 0 kips
Moment on Welds ﴾M﴿ = 0 k‐in.
Max. Force on Welds per Unit Length = f
= ﴾﴾H / L + 6 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾3.6896 / 1 + 6 * 0 / 1²﴿² + ﴾0 / 1﴿²﴿^0.5
= 3.6896 kips/in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾H / L + 3 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾3.6896 / 1 + 3 * 0 / 1²﴿² + ﴾0 / 1﴿²﴿^0.5
= 3.6896 kips/in.
Maximum useful weld size = 0.707 * Min﴾Fug * tg, 2 * Fuc * tf﴿ / Fexx
= 0.707 * Min﴾58 * 0.5, 2 * 58 * 0.291﴿ / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾fr, Rf * fraverage﴿ / ﴾0.75 * 0.6 * 1.414 * Fexx﴿
= Max﴾3.6896, 1.25 * 3.6896﴿ / ﴾0.75 * 0.6 * 1.414 * 70﴿
= 0.1035 in.
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JMS
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PROJECT NAME
PAGES
5 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Try 0.1875 in. weld
Minimum Weld Size = 0.1875 in.
Minimum Weld size = 0.1875 ≤ 0.1875 in. ﴾OK﴿
Effective sup. thick.:
tse = tf = 0.291 in.
Useful weld size:
wu = Min﴾0.75 * 0.6 * tg * Fup, 2 * 0.75 * 0.6 * tse * Fuc﴿ / ﴾2 * 0.707 * 0.75 * 0.6 *
Fexx﴿
= Min﴾0.75 * 0.6 * 0.5 * 58, 2 * 0.75 * 0.6 * 0.291 * 58﴿ / ﴾2 * 0.707 * 0.75 * 0.6 * 70﴿
= 0.2929 ≥ w_required = 0.1035 in. ﴾OK﴿
Plate and column develop the required weld capacity. ﴾OK﴿
Use 0.1875 in. Weld
4. COLUMN AND BEAM CHECK
4.a. Column Local Stresses for Upper Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 3.6896 kips
Horizontal force ﴾V﴿ = 0 kips
Moment ﴾M﴿ = 0 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾3.6896 + 3 * 0 / 1﴿² + 0²﴿^0.5 = 3.6896 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 1
= 16.0632 ≥ 3.6896 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 3.6896 kips
Moment ﴾M﴿ = 0 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾3.6896 + 6 * 0 / 1﴿ / 1 = 3.6896 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 3.6896 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 3.6896 + 3 * 0 / 1 = 3.6896 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.5 / 6﴿ * ﴾2 * 1 / 6+ 4 * ﴾1 ‐ 0.5 / 6﴿^0.5﴿ * 1
= 17.6906 ≥ 3.6896 kips ﴾OK﴿
5. UPPER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 23.2862 kips
Vertical Force on Welds ﴾Vb﴿ = 13.1263 kips
Moment on Welds ﴾M﴿ = 106.4804 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 16.5 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾13.1263 / 16.5 + 3 * 106.4804 / ﴾16.5 ²﴿﴿² + ﴾23.2862 / 16.5﴿²﴿^0.5
= 2.4224 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾13.1263 / 16.5 + 6 * 106.4804 / ﴾16.5 ^ 2﴿﴿² + ﴾23.2862 / 16.5﴿²﴿^0.5
= 3.4445 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 3.4445 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0773 ≤ 0.2929 in. ﴾OK﴿
Try 0.25 in. Weld
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Size = 0.25 in. ≥ 0.0773 in. ﴾OK﴿
LOWER RIGHT BRACE
6. LOWER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 50 kips
Brace Force ﴾Compression﴿ = 50 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
6.a. Brace to Gusset Weld Length = 4 X 5 in.
Weld Design Strength = 83.5143 ≥ 50 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
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JMS
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PROJECT NAME
PAGES
6 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 5
= 83.5143 ≥ 50 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 5
= 121.626 ≥ 50 kips ﴾OK﴿
6.b. Check Lower Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 4.3
= 178.02 ≥ 50 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 4.3 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.233
= 4.0378 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾5² + 2 * 5 * 5﴿ / ﴾4 * ﴾5 + 5﴿﴿
= 1.875 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾1.875 / 5﴿
= 0.625
Ae = U * An = 0.625 * 4.0378 = 2.5236 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 2.5236
= 109.7797 ≥ 50 kips ﴾OK﴿
6.c. Gusset Dimensions:
Lower Right Brace Gusset Dimensions:
Column Side ﴾Lgc﴿ = 10.4766 in.
Right Side Beam Side ﴾Lgb﴿ = 9.587 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 0 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 5.9574 in.
Column Side Free Edge ﴾Lhfx﴿ = 2.3879 in.
Column Side Free Edge ﴾Lhfy﴿ = 0 in.
6.d. Gusset Edge Forces
Gusset edge moments carried by: Column interface
Theta ﴾degrees﴿ = 32.1183
eb = 6.1 in.
ec = 3 in.
Beta = 7.1125 in.
BetaBar = 5.7383 in.
AlphaBar = 5.2935 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾7.1125 + 6.1﴿ * Tan﴾32.1183﴿ ‐ 3
= 5.2935 in.
6.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 50 / ﴾﴾5.2935 + 3﴿² + ﴾7.1125 + 6.1﴿²﴿^0.5
= 3.2051 k/ft.
Hb = Alpha * r = 5.2935 * 3.2051
= 16.9666 kips
Hc = ec * r = 3 * 3.2051
= 9.6155 kips
Vb = 0 kips ﴾Adjusted by user﴿
Vc = 42.3484 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |5.2935 * ﴾6.1 * 3.2051 ‐ 0﴿|
= 103.4962 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |9.6155 * ﴾7.1125 ‐ 5.7383﴿|
= 13.2137 k‐in.
6.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 50 / ﴾﴾5.2935 + 3﴿² + ﴾7.1125 + 6.1﴿²﴿^0.5
= 3.2051 k/ft.
Hb = Alpha * r = 5.2935 * 3.2051
= 16.9666 kips
Hc = ec * r = 3 * 3.2051
= 9.6155 kips
Vb = 0 kips ﴾Adjusted by user﴿
Vc = 42.3484 kips ﴾Adjusted by user﴿
Mb = |Alpha * ﴾eb * r ‐ Vb﴿|
= |5.2935 * ﴾6.1 * 3.2051 ‐ 0﴿|
= 103.4962 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |9.6155 * ﴾7.1125 ‐ 5.7383﴿|
= 13.2137 k‐in.
6.e. Lower Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 5
= 130.5 ≥ 50 kips ﴾OK﴿
6.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
5 = 2 * 5 * 0.5
Agt = Ant = d * t
2.5 = 5 * 0.5
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PROJECT NAME
PAGES
7 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 5, 36 * 5﴿ + 1 * 58 * 2.5﴿
= 189.75 ≥ 50 kips ﴾OK﴿
7. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 5 + 5 = 10.7735 in.
Lwc = 1.456 in. of Lw is in the column.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 9.3174 in.
7.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 50 / ﴾9.3174 * 0.5 + 0 * 0.23 + 1.456 * 0.291﴿
= 9.8378 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 50 / ﴾9.3174 * 0.5 + 0 * 0.23 + 1.456 * 0.291﴿
= 9.8378 ksi
7.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾9.3174 * 0.5 * 36 + 0 * 0.23 * 50 + 1.456 * 0.291 * 46﴿
= 168.4843 ≥ 50 kips ﴾OK﴿
7.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 2.0074 in.
L1 = 4.7019
L2 = 1.3203
L3 = ‐2.3194, Use 0
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾4.7019 + 1.3203 + 0﴿ / 3 = 2.0074
Lcr = KL = 0.5 * 2.0074 = 1.0037
KL / r = Lcr / ﴾t / 12^0.5﴿ = 1.0037 / ﴾0.5 / 3.464﴿
= 6.9537
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 9.8378 ksi ﴾OK﴿
8. LOWER RIGHT BRACE GUSSET TO COLUMN CONNECTION
Weld Size = 0.25 in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 10.4766 in.
Horizontal Force on Welds ﴾H﴿ = 9.6155 kips
Vertical Force on Welds ﴾V﴿ = 42.3484 kips
Moment on Welds ﴾M﴿ = 13.2137 k‐in.
= ﴾﴾H / L + 6 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾9.6155 / 10.4766 + 6 * 13.2137 / 10.4766²﴿² + ﴾42.3484 / 10.4766﴿²﴿^0.5
= 4.3622 kips/in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾H / L + 3 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾9.6155 / 10.4766 + 3 * 13.2137 / 10.4766²﴿² + ﴾42.3484 / 10.4766﴿²﴿^0.5
= 4.2396 kips/in.
Maximum useful weld size = 0.707 * Min﴾Fug * tg, 2 * Fuc * tf﴿ / Fexx
= 0.707 * Min﴾58 * 0.5, 2 * 58 * 0.291﴿ / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾fr, Rf * fraverage﴿ / ﴾0.75 * 0.6 * 1.414 * Fexx﴿
= Max﴾4.3622, 1.25 * 4.2396﴿ / ﴾0.75 * 0.6 * 1.414 * 70﴿
= 0.1189 in.
Try 0.25 in. weld
Minimum Weld Size = 0.1875 in.
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Effective sup. thick.:
tse = tf = 0.291 in.
Useful weld size:
wu = Min﴾0.75 * 0.6 * tg * Fup, 2 * 0.75 * 0.6 * tse * Fuc﴿ / ﴾2 * 0.707 * 0.75 * 0.6 *
Fexx﴿
= Min﴾0.75 * 0.6 * 0.5 * 58, 2 * 0.75 * 0.6 * 0.291 * 58﴿ / ﴾2 * 0.707 * 0.75 * 0.6 * 70﴿
= 0.2929 ≥ w_required = 0.1189 in. ﴾OK﴿
Plate and column develop the required weld capacity. ﴾OK﴿
Use 0.25 in. Weld
9. COLUMN AND BEAM CHECK
9.a. Column Local Stresses for Lower Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 9.6155 kips
Horizontal force ﴾V﴿ = 42.3484 kips
Moment ﴾M﴿ = 13.2137 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾9.6155 + 3 * 13.2137 / 10.4766﴿² + 42.3484²﴿^0.5 = 44.4177 kips
Max. Force on Welds per Unit Length = f
05/06/2020
JMS
232
PROJECT NAME
PAGES
8 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 10.4766
= 168.2883 ≥ 44.4177 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 9.6155 kips
Moment ﴾M﴿ = 13.2137 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾9.6155 + 6 * 13.2137 / 10.4766﴿ / 10.4766 = 1.6401 kips/in.
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 7.7485 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.1739 ≤ 0.2929 in. ﴾OK﴿
Try 0.25 in. Weld
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Weld Size = 0.25 in. ≥ 0.1739 in. ﴾OK﴿
All Welds Are E70XX
RIGHT SIDE BEAM
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 1.6401 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 9.6155 + 3 * 13.2137 / 10.4766 = 13.3992 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.5 / 6﴿ * ﴾2 * 10.4766 / 6+ 4 * ﴾1 ‐ 0.5 / 6﴿^0.5﴿ * 1
= 31.1141 ≥ 13.3992 kips ﴾OK﴿
10. LOWER RIGHT BRACE GUSSET TO BEAM CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 16.9666 kips
Vertical Force on Welds ﴾Vb﴿ = 0 kips
Moment on Welds ﴾M﴿ = 103.4962 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 9.087 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 9.087 + 3 * 103.4962 / ﴾9.087 ²﴿﴿² + ﴾16.9666 / 9.087﴿²﴿^0.5
= 4.1981 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾0 / 9.087 + 6 * 103.4962 / ﴾9.087 ^ 2﴿﴿² + ﴾16.9666 / 9.087﴿²﴿^0.5
= 7.7485 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
11. RIGHT SIDE BEAM ‐ W12X26 SHEAR CONNECTION
11.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 9 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾3﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: 0.3923 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: ‐0.3923 kips
Upper Brace Compression: 30 kips
Upper Brace Tension: 30 kips
Lower Brace Compression: 50 kips
Lower Brace Tension: 50 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 28.1263 kips
Horizontal Force on Single Plate = H
H ﴾Tension﴿ = 5.9272 kips
H ﴾Compression﴿ = 5.9272 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾28.1263² + 5.9272²﴿^0.5 = 28.744 kips
Theta = Atan﴾V / H﴿ = Atan﴾28.1263 / 5.9272﴿ = 78.0997 degrees
Check Bolt Spacing and Edge Distance:
05/06/2020
JMS
233
PROJECT NAME
PAGES
9 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 1.5 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
11.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 6.49² * 0.38 + 0.23² * ﴾12.2 ‐ 2 * 0.38﴿﴿ / ﴾8 * 6.49 * 0.38 + 4 * 0.23 * ﴾12.2 ‐ 2 *
0.38﴿﴿
= 1.078 in.
U = Ag_BeamWeb / Ag
U = 2.6312 / 7.65
= 0.3439
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 7.65 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.23
= 7.0462 in²
Connection Top Location: ﴾OK﴿
Connection Bottom Location: ﴾OK﴿
Connection Depth = 9 ≥ T / 2 ﴾OK﴿
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 7.0462 * 0.3439
= 118.1476 ≥ 0.3923 kips ﴾OK﴿
11.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
11.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Design Strength = Npl * C * Fv
= 1 * 2.6989 * 17.8923
= 48.2906 ≥ 28.744 kips ﴾OK﴿
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
11.c. Design Shear Strength of the Beam:
11.c.1. Design Shear Yield Strength:
A = dw * tw = 12.2 * 0.23 = 2.806 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 2.806 * 1
= 84.18 kips
Φ Rn = 1.0 * 84.18 = 84.18 kips
= 84.18 ≥ 28.1263 kips ﴾OK﴿
11.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾12.2 ‐ 3 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.2022 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.2022
= 85.8877 kips
Φ Rn = 0.75 * 85.8877 = 64.4158 kips
= 64.4158 ≥ 28.1263 kips ﴾OK﴿
11.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 7.65
= 344.25 ≥ 0.3923 kips ﴾OK﴿
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾3 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 4.25 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾3 ‐ 1﴿ * 3
= 6 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 4.25﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 4.25﴿﴿ * 0.23
= 61.949 ≥ 5.9272 kips ﴾OK﴿
11.f.1. Design Shear Strength of the Plate:
11.f.2. Design Shear Yield Strength:
A = dw * tw = 9 * 0.375 = 3.375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 3.375 * 1
= 72.9 kips
Φ Rn = 1.0 * 72.9 = 72.9 kips
ΦVn = 72.9 ≥ 28.1263 kips ﴾OK﴿
11.f.3. Design Shear Rupture Strength:
05/06/2020
JMS
234
PROJECT NAME
PAGES
10 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾9 ‐ 3 * 0.875﴿ * 0.375 = 2.3906 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 2.3906 * 0.75 * 0.6 * 58
= 62.3953 ≥ 28.1263 kips ﴾OK﴿
fr = N / Anet + V * e / Znet
= 5.9272 / 2.3906 + 28.1263 * 2 / 5.5532
= 12.6091 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 12.6091 ksi ﴾OK﴿
11.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
11.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾9 ‐ 1.5﴿ * 0.375 = 2.8125 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾1.5 + 3 * ﴾3 ‐ 1﴿ ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 1.9921 in²
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 2.8125 ‐ ﴾3 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 1.9921 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 1.9921﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 1.9921﴿﴿
= 98.8101 ≥ 5.9272 kips ﴾OK﴿
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.9921 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 2.8125 + 1 * 58 *
0.5859﴿﴿
= 71.0507 ≥ 28.1263 kips ﴾OK﴿
11.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
11.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 9² / 4 = 7.5937 in³
Ag = t * L = 0.375 * 9 = 3.375 in²
fr = N / Ag + V * e / Zg
= 5.9272 / 3.375 + 28.1263 * 2 / 7.5937
= 9.1639 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 9.1639 ksi ﴾OK﴿
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
11.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=3
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 7.5937 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾3² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 5.5532 in³
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 3.375 ‐ 3 * ﴾0.8125 + 0.0625﴿ * 0.375
= 2.3906 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾3 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾3 ‐ 1﴿﴿ * 0.375
= 1.5937 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 1.5937﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 1.5937﴿﴿
= 93.6281 ≥ 5.9272 kips ﴾OK﴿
11.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾28.1263 / 71.0507﴿² + ﴾5.9272 / 98.8101﴿²
= 0.1603 < 1 ﴾OK﴿
11.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
05/06/2020
JMS
235
PROJECT NAME
PAGES
11 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
= Min﴾2 ‐ 0.8125 / 2, 1.5 ‐ 0.8125 / 2﴿
= 1.0937 in.
Fbe = 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 78.3
= 0.75 * 1.2 * 1.0937 * 58 = 57.0937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 57.0937 * 3 * 1 * 0.375 * 0.8996
= 57.785 ≥ 28.744 kips ﴾OK﴿
11.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 3 * 0.23 * 0.8996
= 30.6403 ≥ 28.744 kips ﴾OK﴿
11.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 9 * 0.375 * 35.0804 = 118.3965 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 5.9272 * ﴾0.375 + 0.23﴿ / 2 = 1.793 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 9 * 0.375² / 4 = 11.3906 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ << 0.2
Pu / ﴾2 * 0.9 * Pn﴿ + Mu / ﴾0.9 * Mn﴿
= 5.9272 / ﴾2 * 0.9 * 118.3965﴿ + 1.793 / ﴾0.9 * 11.3906﴿
= 0.2027 ≤ 1.0 ﴾OK﴿
11.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.1111
Theta = 11.9002
Φ C = 1.3855
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.3855 * 1 * 3.5158 * 9
= 87.6855 ≥ 28.744 kips ﴾OK﴿
12. COLUMN AND BEAM CHECK
12.a. Beam and Column Local Stresses for Right Side Beam
12.a.1. Beam Web Local Yielding:
Force from Top, Rtop = ﴾﴾1.73 * HbTop﴿² + ﴾VbTop + 3 * MbTop / LTop﴿²﴿^0.5
54.1176= ﴾﴾1.73 * 23.2862﴿² + ﴾13.1263 + 3 * 130.3893 / 17﴿²﴿^0.5
Required Web Thickness = Rtop / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0578 in. = 54.1176 / ﴾1 * 50 * ﴾17 + 2.5 * 0.68﴿﴿
Force from Bottom, RBot = ﴾﴾1.73 * HbBot﴿² + ﴾VbBot + 3 * MbBot / LBot﴿²﴿^0.5
43.7084 = ﴾﴾1.73 * 16.9666﴿² + ﴾0 + 3 * 103.4962 / 9.587﴿²﴿^0.5
Required Web Thickness = RBot / ﴾1.0 * Fy * ﴾L + 2.5 * k﴿﴿
0.0774 in. = 43.7084 / ﴾1 * 50 * ﴾9.587 + 2.5 * 0.68﴿﴿
Web Yielding Top 0.0578 ≤ 0.23 in. ﴾OK﴿
Web Yielding Bottom 0.0774 ≤ 0.23 in. ﴾OK﴿
12.a.2. Beam Web Crippling:
Force from Top, Rtop = VbTop + 3 * MbTop / Ltop
= 13.1263 + 3 *130.3893 / 17
= 36.1362 kips
for Top Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Ntop / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.23² * ﴾1 + ﴾4 * ﴾17 / 12.2﴿ ‐ 0.2﴿
* ﴾0.23 / 0.38﴿^1.5﴿ * ﴾50 * 0.38 / 0.23﴿^0.5
Rcap Top = 86.7195 ≥ 36.1362 kips ﴾OK﴿
Force from Bottom, Rbot = VbBot + 3 * MbBot / LBot
= 0 + 3 * 103.4962 / 9.587
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JMS
236
PROJECT NAME
PAGES
12 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
= 32.3864 kips
For Bottom Loading, FiRn:
= 0.75 * 0.4 * 29000^0.5 * tw² * ﴾1 + ﴾4 * ﴾Nbot / d﴿ ‐ 0.2﴿ * ﴾tw / tf﴿^1.5﴿ * ﴾Fy * tf /
tw﴿^0.5
= 0.75 * 0.4 * 29000 * 0.23² * ﴾1 + ﴾4 * ﴾9.587 / 12.2﴿ ‐ 0.2﴿
* ﴾0.23 / 0.38﴿^1.5﴿ * ﴾50 * 0.38 / 0.23﴿^0.5
= Rcap Top =58.6071 ≥ 32.3864 kips ﴾OK﴿
HSS b/t = 17.6185 ≤ 1.4 * ﴾E / Fy﴿^0.5 = 35.1518 ﴾OK﴿
HSS Wall Shear Capacity:
Horizontal force: H = 5.9272 kips
Vertical force: V = 28.1263 kips
Plate Material: A36
Beam Setback: 0.5 in.
Bolts: ﴾4﴿ ﴾0.75 ‐ A325 ‐ N ‐ STD﴿
Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz.
Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz.
Weld: 0.25 E70XX ‐ Fillet Welds
Equation [tmax = 6 * Mmax / ﴾Fy * d²﴿] need not be checked
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾5.9272 + 3 * 0 / 9﴿² + 28.1263²﴿^0.5 = 28.744 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 9
= 144.5688 ≥ 28.744 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 5.9272 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾5.9272 + 6 * 0 / 9﴿ / 9 = 0.6585 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 0.6585 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 5.9272 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 9 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 1
= 28.5573 ≥ 5.9272 kips ﴾OK﴿
LEFT SIDE BEAM
13. LEFT SIDE BEAM ‐ W14X22 SHEAR CONNECTION
13.a. Shear Connection Using One Plate:
Plate ﴾W x L x T﴿: 14.5 in. X 4 in. X 0.375 in.
Shear Connection Using One Plate:
Shear Yielding of HSS face:
tp * Fyp ≤ Fu * t:
13.5 ≤ 16.878 ﴾OK﴿
Max. Thickness = db / 2 + 0.0625
= 0.4375 ≥ Min﴾0.375, 0.23﴿ in. ﴾OK﴿
Transfer Force and Beam Fx
Beam Axial ﴾Wind/Seismic ‐ Left to Right﴿: ‐36 kips
Beam Axial ﴾Wind/Seismic ‐ Right to Left﴿: 36 kips
Vertical Force on Single Plate = V ﴾Maximum Combined Force﴿ = 10 kips
Horizontal Force on Single Plate = H
H ﴾Tension﴿ = 36 kips
H ﴾Compression﴿ = 36 kips
Resultant ﴾R﴿ = ﴾V² + H²﴿^0.5 = ﴾10² + 36²﴿^0.5 = 37.363 kips
Theta = Atan﴾V / H﴿ = Atan﴾10 / 36﴿ = 15.5241 degrees
Check Bolt Spacing and Edge Distance:
Spacing ﴾s﴿ = 3 ≥ Minimum Spacing = 2 in. ﴾OK﴿
Distance to Horiz. Edge of PL ﴾ev﴿:
= 2.75 ≥ 1 in. ﴾OK﴿
Minimum Distance to Vert. Edge of PL:
= Max﴾2 * db, 1﴿= 1.5 in.
Distance to Vert. Edge of PL ﴾eh﴿:
= 2 ≥ 1.5 in. ﴾OK﴿
Minimum Distance to End of Beam:
= Max﴾2 * db, 1﴿ = 1.5 in.
Distance to End of Beam ﴾Lh﴿:
= 1.5 ≥ 1.5 in. ﴾OK﴿
Connection Top Location: ﴾NG﴿ ‐ Connection does not fit within allowable
limits of beam.
Connection Bottom Location: ﴾NG﴿ ‐ Connection does not fit within allowable
limits of beam.
Connection Depth = 14.5 ≥ T / 2 ﴾OK﴿
13.b. Bolt Strength:
Load Eccentricity for Bolts ﴾eb﴿:
eb = a / 2 = 1
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PROJECT NAME
PAGES
13 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
Design Strength = Npl * C * Fv
= 1 * 3.7034 * 17.8923
= 66.2643 ≥ 37.363 kips ﴾OK﴿
13.c. Design Shear Strength of the Beam:
13.c.1. Design Shear Yield Strength:
A = dw * tw = 13.7 * 0.23 = 3.151 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 50 * 3.151 * 1
= 94.53 kips
Φ Rn = 1.0 * 94.53 = 94.53 kips
= 94.53 ≥ 10 kips ﴾OK﴿
13.c.2. Design Shear Rupture Strength:
Anv = ﴾dw ‐ N * ﴾dh + 0.0625﴿﴿ * tw
= ﴾13.7 ‐ 4 * ﴾0.8125 + 0.0625﴿﴿ * 0.23
= 2.346 in²
Rn = 0.6 * Fu * Anv
= 0.6 * 65 * 2.346
= 91.494 kips
Φ Rn = 0.75 * 91.494 = 68.6205 kips
= 68.6205 ≥ 10 kips ﴾OK﴿
13.d. Beam Design Tensile Yielding Strength
Φ Rn = Φ * Fy * Ag
=0.9 * 50 * 6.49
= 292.05 ≥ 36 kips ﴾OK﴿
13.e. Beam Design Tensile Rupture Strength
xbar = ﴾2 * bf² * tf + tw² * ﴾d ‐ 2 * tf﴿﴿ / ﴾8 * bf * tf + 4 * tw * ﴾d ‐ 2 * tf﴿﴿
= ﴾2 * 5² * 0.335 + 0.23² * ﴾13.7 ‐ 2 * 0.335﴿﴿ / ﴾8 * 5 * 0.335 + 4 * 0.23 * ﴾13.7 ‐ 2 *
0.335﴿﴿
= 0.6869 in.
U = Ag_BeamWeb / Ag
U = 2.9969 / 6.49
= 0.4617
An = Ag ‐ n * ﴾dh + 0.0625﴿ * tw
An = 6.49 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.23
= 5.685 in²
Shear Area Length ﴾gross﴿ ﴾Lgv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿﴿
= 3 in.
Tension Area Length ﴾net﴿ ﴾Lnt﴿ = ﴾nv ‐ 1﴿ * ﴾sv ‐ ﴾dv + 0.0625﴿﴿
= ﴾4 ‐ 1﴿ * ﴾3 ‐ 0.875﴿
= 6.375 in.
Tension Area Length ﴾gross﴿ ﴾Lgt﴿ = ﴾nv ‐ 1﴿ * sv
= ﴾4 ‐ 1﴿ * 3
= 9 in.
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Lnv + Ubs * Fu * Lnt﴿; ﴾0.6 * Fy * Lgv + Ubs * Fu * Lnt﴿﴿ *
t
= 0.75 * Min﴾﴾0.6 * 65 * 2.125 + 1 * 65 * 6.375﴿; ﴾0.6 * 50 * 3 + 1 * 65 * 6.375﴿﴿ * 0.23
= 85.7756 ≥ 36 kips ﴾OK﴿
13.f.1. Design Shear Strength of the Plate:
13.f.2. Design Shear Yield Strength:
A = dw * tw = 14.5 * 0.375 = 5.4375 in²
Rn = 0.6 * Fy * A * Cv
= 0.6 * 36 * 5.4375 * 1
= 117.45 kips
Φ Rn = 1.0 * 117.45 = 117.45 kips
ΦVn = 117.45 ≥ 10 kips ﴾OK﴿
13.f.3. Design Shear Rupture Strength:
Net Area ﴾An﴿ = ﴾L ‐ nL * ﴾dh + 0.0625﴿﴿ * t
= ﴾14.5 ‐ 4 * 0.875﴿ * 0.375 = 4.125 in²
Shear Rupture Strength = Npl * An * 0.75 * 0.6 * Fu = 1 * 4.125 * 0.75 * 0.6 * 58
= 107.6625 ≥ 10 kips ﴾OK﴿
13.f.4. Block Shear Strength of the Plate Due to Shear Load ﴾L‐Shape﴿
Gross Area with Tension Resistance ﴾Agt﴿
= ﴾et + ﴾Nh ‐ 1﴿ * sh﴿ * t
= ﴾2 + ﴾1 ‐ 1﴿ * 3﴿ * 0.375
= 0.75 in²
Net Area with Tension Resistance ﴾Ant﴿
= Agt ‐ ﴾Nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * t
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Φ Rn = Φ * Fu * An * U
= 0.75 * 65 * 5.685 * 0.4617
= 127.9772 ≥ 36 kips ﴾OK﴿
Gross Area with Shear Resistance ﴾Agv﴿
= ﴾L ‐ el﴿ * t = ﴾14.5 ‐ 2.75﴿ * 0.375 = 4.4062 in²
13.f. Beam Web Block Shear under Axial Load ﴾U‐Shape﴿:
Shear Area Length ﴾net﴿ ﴾Lnv﴿ = 2 * ﴾Lh + sh * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 0.5﴿﴿
= 2 * ﴾1.5 + 3 * ﴾1 ‐ 1﴿ ‐ 0.875 * ﴾1 ‐ 0.5﴿﴿
= 2.125 in.
Net Area with Shear Resistance ﴾Anv﴿
= Agv ‐ ﴾Nv ‐ 0.5﴿ * ﴾dv + 0.0625﴿ * t
= 4.4062 ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿* 0.375
= 3.2578 in²
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PROJECT NAME
PAGES
14 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
= 153.8648 ≥ 36 kips ﴾OK﴿
Φ Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu * Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 3.2578 + 1 * 58 * 0.5859﴿; ﴾0.6 * 36 * 4.4062 + 1 * 58 *
0.5859﴿﴿
= 96.8695 ≥ 10 kips ﴾OK﴿
13.f.5. Tensile Yielding Strength of the Plate:
e=2
Zg = t * L² / 4 = 0.375 * 14.5² / 4 = 19.7109 in³
Ag = t * L = 0.375 * 14.5 = 5.4375 in²
fr = N / Ag + V * e / Zg
= 36 / 5.4375 + 10 * 2 / 19.7109
= 7.6353 ksi
Φ * Fn = Φ * Fy = 0.9 * 36 = 32.4 ≥ 7.6353 ksi ﴾OK﴿
13.f.8. Block Shear Strength of Plate Due to Axial Load ﴾U‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp * 2
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375 * 2
= 1.5 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp * 2
= 1.5 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375 * 2
= 1.1718 in²
Ant = ﴾s * ﴾nh ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾nh ‐ 1﴿﴿ * tp
= ﴾3 * ﴾4 ‐ 1﴿ ‐ ﴾dh + 0.0625﴿ * ﴾4 ‐ 1﴿﴿ * 0.375
= 2.3906 in²
13.f.6. Tensile Rupture Strength of the Plate:
e=2
s=3
n=4
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 1.1718 + 1 * 58 * 2.3906﴿; ﴾0.6 * 36 * 1.5 + 1 * 58 * 2.3906﴿﴿
= 128.2921 ≥ 36 kips ﴾OK﴿
Znet = Zg ‐ t / 4 * ﴾﴾dh + 0.0625﴿ * s * ﴾n² ‐ 1﴿ + ﴾dh + 0.0625﴿²﴿
= 19.7109 ‐ 0.375 / 4 * ﴾﴾0.8125 + 0.0625﴿ * 3 * ﴾4² ‐ 1﴿ + ﴾0.8125 + 0.0625﴿²﴿
= 15.9477 in³
13.f.9. Block Shear Strength of Plate for Combined Shear and Axial Interaction
on L‐Shape
= ﴾V / ﴾Phi * Rv﴿﴿² + ﴾H / ﴾Phi * Rn﴿﴿²
= ﴾10 / 96.8695﴿² + ﴾36 / 153.8648﴿²
= 0.0653 < 1 ﴾OK﴿
Anet = Ag ‐ n * ﴾dh + 0.0625﴿ * t
= 5.4375 ‐ 4 * ﴾0.8125 + 0.0625﴿ * 0.375
= 4.125 in²
fr = N / Anet + V * e / Znet
= 36 / 4.125 + 10 * 2 / 15.9477
= 9.9813 ksi
Φ * Fn = Φ * Fu = 0.75 * 58 = 43.5 ≥ 9.9813 ksi ﴾OK﴿
13.f.7. Block Shear Strength of Plate Due to Axial Load ﴾L‐Shape﴿
Agv = ﴾s * ﴾nv ‐ 1﴿ + Lh﴿ * tp
= ﴾3 * ﴾1 ‐ 1﴿ + 2﴿ * 0.375
= 0.75 in²
Anv = Agv ‐ ﴾nv ‐ 0.5﴿ * ﴾dh + 0.0625﴿ * tp
= 0.75 ‐ ﴾1 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿ * 0.375
= 0.5859 in²
Ant = ﴾Lv + s * ﴾nh ‐ 1﴿ ‐ ﴾nh ‐ 0.5﴿ * ﴾dh + 0.0625﴿﴿ * tp
= ﴾2.75 + 3 * ﴾4 ‐ 1﴿ ‐ ﴾4 ‐ 0.5﴿ * ﴾0.8125 + 0.0625﴿﴿ * 0.375
= 3.2578 in²
Φ * Rn = 0.75 * Min﴾﴾0.6 * Fu * Anv + Ubs * Fu * Ant﴿; ﴾0.6 * Fy * Agv + Ubs * Fu *
Ant﴿﴿
= 0.75 * Min﴾﴾0.6 * 58 * 0.5859 + 1 * 58 * 3.2578﴿; ﴾0.6 * 36 * 0.75 + 1 * 58 * 3.2578﴿﴿
13.g. Bolt Bearing on Plate:
Bearing Strength / Bolt / Thickness Using Minimum Bolt Edge Distance = Fbe
Lc = Min﴾eh ‐ dh / 2, ev ‐ dv / 2﴿
= Min﴾2 ‐ 0.8125 / 2, 2.75 ‐ 0.8125 / 2﴿
= 1.5937 in.
Fbe = 0.75 * 2.4 * d * Fu ≤ 0.75 * 1.2 * Lc * Fu = 83.1937
= 0.75 * 2.4 * 0.8125 * 58 = 78.3 kips/in.
Use Fbe = 83.1937 kips/in.
Bearing Design Strength:
= Fbe * nR * nL * t * ef
= 78.3 * 4 * 1 * 0.375 * 0.9258
= 108.744 ≥ 37.363 kips ﴾OK﴿
13.h. Bolt Bearing on Beam Web:
Bearing Strength / Bolt / Thickness Using Bolt Edge Distance = Fbe
Edge Dist. = 3 in., Hole Size = 0.8125 in.
Lc = Lh ‐ 0.25 Underrun ‐ dh / 2 = 1.5 ‐ 0.25 ‐ 0.8125 / 2 = 0.8437
= 0.75 * 1.2 * Lc * Fu ≤ 0.75 * 2.4 * d * Fu = 87.75 kips/in.
= 0.75 * 1.2 * 0.8437 * 65 = 49.3593 kips/in.
Design Strength = nL * Fbe * nR * t * ef
= 1 * 49.3593 * 4 * 0.23 * 0.9258
= 42.0445 ≥ 37.363 kips ﴾OK﴿
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PROJECT NAME
PAGES
15 / 15
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BR‐11.dsn
CHECKED BY
DESCRIPTION
13.h.1. Compression Buckling of Plate:
Using K = 1.2 and L = 2 in.
r = t / ﴾12^0.5﴿ = 0.375 / 3.464 = 0.1082 in.
KL / r = 22.1696
Lc = KL / r * ﴾Fy / E﴿^0.5 / PI
= 22.1696 * ﴾36 / 29000﴿^0.5 / 3.1415
= 0.2486
Fcr = 0.658^﴾Lc²﴿ * Fy
= 0.658^0.0618 * 36 = 35.0804 ksi
Pn = Lp * t * Fcr = 14.5 * 0.375 * 35.0804 = 190.75 kips
Mu = Pu * ﴾tp + tg﴿ / 2 = 36 * ﴾0.375 + 0.23﴿ / 2 = 10.89 k‐in.
Mn = Fy * Lp * t² / 4 = 36 * 14.5 * 0.375² / 4 = 18.3515 k‐in.
Utilization Factor:
Pu / ﴾0.9 * Pn﴿ ≥ 0.2
Pu / ﴾0.9 * Pn﴿ + 8 / 9 * Mu / ﴾0.9 * Mn﴿
= 36 / ﴾0.9 * 190.75﴿ + 8 / 9 * 10.89 / ﴾0.9 * 18.3515﴿
= 0.7957 ≤ 1.0 ﴾OK﴿
13.h.2. Weld Strength:
Weld Size ﴾w﴿ = 0.25 ≥ Minimum Weld, 0.1875 in. ﴾OK﴿
Eccentric Weld
k=0
a = 0.0689
Theta = 74.4758
Φ C = 1.8603
Maximum useful weld size for support thickness:
= Fu * t_eff / ﴾0.707 * Fexx﴿
= 58 * 0.291 / ﴾0.707 * 70﴿
= 0.341 ≥ 0.25 in. ﴾OK﴿
14.a.2. Beam Web Crippling:
HSS Wall Shear Capacity:
Horizontal force: H = 36 kips
Vertical force: V = 10 kips
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾36 + 3 * 0 / 14.5﴿² + 10²﴿^0.5 = 37.363 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 14.5
= 232.9164 ≥ 37.363 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force: H = 36 kips
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾36 + 6 * 0 / 14.5﴿ / 14.5 = 2.4827 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 2.4827 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force: H = 36 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 14.5 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 1
= 36.1748 ≥ 36 kips ﴾OK﴿
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
Maximum useful weld size for plate thickness:
= Fu * tp / ﴾2 * 0.707 * Fexx﴿
= 58 * 0.375 / ﴾2 * 0.707 * 70﴿
= 0.2197 in.
0.2197 << 0.25 in.
Use 0.2197 in. for strength calculation.
Φ Rn = 2 * C * C1 * D * L = 2 * 1.8603 * 1 * 3.5158 * 14.5
= 189.6807 ≥ 37.363 kips ﴾OK﴿
14. COLUMN AND BEAM CHECK
14.a. Beam and Column Local Stresses for Left Side Beam
14.a.1. Beam Web Local Yielding:
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PROJECT NAME
PAGES
1/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐01.dsn
CHECKED BY
DESCRIPTION
BP‐01
Front View
1/4
E70XX:
16‐1/2" All Welds UNO
HSS6X6X5/16 ‐ A500‐B‐46
HSS8X8X5/16 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 1/2"
7‐3/4"
11‐1/2"
1/4
16‐1/2"
8"
4 places
GPL1/2X1' 5X9‐A36
5/16
BPL not designed
1‐1/4 ‐ A36
8‐1/2"
11‐1/8"
8‐1/2"
11/16"
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241
PROJECT NAME
PAGES
2/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐01.dsn
CHECKED BY
DESCRIPTION
BP‐01
BASIC DETAILS OVERVIEW
Joint Configuration: Brace to Column Base
Member: Column
Section: HSS6X6X5/16
Material: A500‐B‐46
Column Side Free Edge: x = 7.7664 in., y = 0.1183 in.
Base Plate Free Edge: x = 6.7486 in., y = 8.8396 in.
Thickness: 0.5 in.
Setback from Column: 0 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 8 in.
UPPER RIGHT BRACE
Member: Upper Right Brace
Section: HSS8X8X5/16
Material: A500‐B‐46
DETAILED CALCULATION REPORT
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 110 kips
Brace Force ﴾Compression﴿ = 110 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS6X6X5/16
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 0 kips
Shear Force: 0 kips
Base Plate:
Length: 7
Thickness: 1.25
Material: A500‐B‐46
Design of the Base Plate and its connection to the column is beyond the scope of
Descon
Upper Right Brace:
Size: HSS8X8X5/16
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 110 kips
Axial Force ﴾Compression﴿: 110 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 0.9641 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 17 in.
Base Plate Length: 9 in.
Brace Side Length: 15.1442 in.
1.a. Brace to Gusset Weld Length = 4 X 8 in.
Weld Design Strength = 133.623 ≥ 110 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 8
= 133.623 ≥ 110 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.291 * 8
= 243.0432 ≥ 110 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 8.76
= 362.664 ≥ 110 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 8.76 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.291
= 8.4326 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾8² + 2 * 8 * 8﴿ / ﴾4 * ﴾8 + 8﴿﴿
= 3 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾3 / 8﴿
= 0.625
Ae = U * An = 0.625 * 8.4326 = 5.2703 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 5.2703
= 229.2619 ≥ 110 kips ﴾OK﴿
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
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PROJECT NAME
PAGES
3/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐01.dsn
CHECKED BY
DESCRIPTION
Column Side ﴾Lgc﴿ = 17 in.
Right Side Beam Side ﴾Lgb﴿ = 9 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 6.7486 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 8.8396 in.
Column Side Free Edge ﴾Lhfx﴿ = 7.7664 in.
Column Side Free Edge ﴾Lhfy﴿ = 0.1183 in.
1.d. Gusset Edge Forces
Gusset edge moments carried by: Base Plate and Column interfaces
Theta ﴾degrees﴿ = 46.0446
eb = 1.25 in.
ec = 3 in.
Beta = 6.7662 in.
BetaBar = 8.75 in.
AlphaBar = 4.75 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾6.7662 + 1.25﴿ * Tan﴾46.0446﴿ ‐ 3
= 5.3136 in.
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾5.3136 + 3﴿² + ﴾6.7662 + 1.25﴿²﴿^0.5
= 9.5246 k/ft.
Hb = Alpha * r = 5.3136 * 9.5246
= 50.6111 kips
Hc = ec * r = 3 * 9.5246
= 28.574 kips
Vb = eb * r = 1.25 * 9.5246
= 11.9058 kips
Vc = GussetBeta * r = 6.7662 * 9.5246
= 64.4466
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |11.9058 * ﴾5.3136 ‐ 4.75﴿|
= 6.711 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |28.574 * ﴾6.7662 ‐ 8.75﴿|
= 56.683 k‐in.
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾5.3136 + 3﴿² + ﴾6.7662 + 1.25﴿²﴿^0.5
= 9.5246 k/ft.
Hb = Alpha * r = 5.3136 * 9.5246
= 50.6111 kips
Hc = ec * r = 3 * 9.5246
= 28.574 kips
Vb = eb * r = 1.25 * 9.5246
= 11.9058 kips
BP‐01
Vc = GussetBeta * r = 6.7662 * 9.5246
= 64.4466
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |11.9058 * ﴾5.3136 ‐ 4.75﴿|
= 6.711 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |28.574 * ﴾6.7662 ‐ 8.75﴿|
= 56.683 k‐in.
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 8
= 208.8 ≥ 110 kips ﴾OK﴿
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
8 = 2 * 8 * 0.5
Agt = Ant = d * t
4 = 8 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 8, 36 * 8﴿ + 1 * 58 * 4﴿
= 303.6 ≥ 110 kips ﴾OK﴿
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 8 + 8 = 17.2376 in.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 17.2376 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.291 + 0 * 0.291﴿
= 12.7627 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾17.2376 * 0.5 + 0 * 0.291 + 0 * 0.291﴿
= 12.7627 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾17.2376 * 0.5 * 36 + 0 * 0.291 * 36 + 0 * 0.291 * 46﴿
= 279.2491 ≥ 110 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 3.3717 in.
L1 = 8.3326
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PROJECT NAME
PAGES
4/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐01.dsn
CHECKED BY
DESCRIPTION
BP‐01
L2 = 1.7601
L3 = 0.0225
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾8.3326 + 1.7601 + 0.0225﴿ / 3 = 3.3717
Lcr = KL = 0.5 * 3.3717 = 1.6858
KL / r = Lcr / ﴾t / 12^0.5﴿ = 1.6858 / ﴾0.5 / 3.464﴿
= 11.6798
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 12.7627 ksi ﴾OK﴿
wu = Min﴾0.75 * 0.6 * tg * Fup, 2 * 0.75 * 0.6 * tse * Fuc﴿ / ﴾2 * 0.707 * 0.75 * 0.6 *
Fexx﴿
= Min﴾0.75 * 0.6 * 0.5 * 58, 2 * 0.75 * 0.6 * 0.291 * 58﴿ / ﴾2 * 0.707 * 0.75 * 0.6 * 70﴿
= 0.2929 ≥ w_required = 0.128 in. ﴾OK﴿
Plate and column develop the required weld capacity. ﴾OK﴿
Use 0.25 in. Weld
4. COLUMN AND BEAM CHECK
4.a. Column Local Stresses for Upper Right Brace
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
Weld Size = 0.25 in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 16.5 in.
Horizontal Force on Welds ﴾H﴿ = 28.574 kips
Vertical Force on Welds ﴾V﴿ = 64.4466 kips
Moment on Welds ﴾M﴿ = 56.683 k‐in.
Max. Force on Welds per Unit Length = f
= ﴾﴾H / L + 6 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾28.574 / 16.5 + 6 * 56.683 / 16.5²﴿² + ﴾64.4466 / 16.5﴿²﴿^0.5
= 4.9134 kips/in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾H / L + 3 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾28.574 / 16.5 + 3 * 56.683 / 16.5²﴿² + ﴾64.4466 / 16.5﴿²﴿^0.5
= 4.5616 kips/in.
Maximum useful weld size = 0.707 * Min﴾Fug * tg, 2 * Fuc * tf﴿ / Fexx
= 0.707 * Min﴾58 * 0.5, 2 * 58 * 0.291﴿ / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾fr, Rf * fraverage﴿ / ﴾0.75 * 0.6 * 1.414 * Fexx﴿
= Max﴾4.9134, 1.25 * 4.5616﴿ / ﴾0.75 * 0.6 * 1.414 * 70﴿
= 0.128 in.
Try 0.25 in. weld
Minimum Weld Size = 0.1875 in.
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Effective sup. thick.:
tse = tf = 0.291 in.
Useful weld size:
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 28.574 kips
Horizontal force ﴾V﴿ = 64.4466 kips
Moment ﴾M﴿ = 56.683 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾28.574 + 3 * 56.683 / 16.5﴿² + 64.4466²﴿^0.5 = 75.2664 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 16.5
= 265.0428 ≥ 75.2664 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 28.574 kips
Moment ﴾M﴿ = 56.683 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾28.574 + 6 * 56.683 / 16.5﴿ / 16.5 = 2.9809 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 2.9809 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 28.574 + 3 * 56.683 / 16.5 = 38.88 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.5 / 6﴿ * ﴾2 * 16.5 / 6+ 4 * ﴾1 ‐ 0.5 / 6﴿^0.5﴿ * 1
= 39.646 ≥ 38.88 kips ﴾OK﴿
5. UPPER RIGHT BRACE GUSSET TO BASE PLATE CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 50.6111 kips
Vertical Force on Welds ﴾Vb﴿ = 11.9058 kips
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244
PROJECT NAME
PAGES
5/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐01.dsn
CHECKED BY
DESCRIPTION
BP‐01
Moment on Welds ﴾M﴿ = 6.711 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 8.5 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾11.9058 / 8.5 + 3 * 6.711 / ﴾8.5 ²﴿﴿² + ﴾50.6111 / 8.5﴿²﴿^0.5
= 6.1865 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾11.9058 / 8.5 + 6 * 6.711 / ﴾8.5 ^ 2﴿﴿² + ﴾50.6111 / 8.5﴿²﴿^0.5
= 6.2679 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 7.7331 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.1735 ≤ 0.2929 in. ﴾OK﴿
Try 0.3125 in. Weld
Minimum Weld size = 0.1875 ≤ 0.3125 in. ﴾OK﴿
Weld Size = 0.3125 in. ≥ 0.1735 in. ﴾OK﴿
All Welds Are E70XX
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
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JMS
245
PROJECT NAME
PAGES
1/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐02.dsn
CHECKED BY
DESCRIPTION
BP‐02
Front View
1/4
E70XX:
16‐1/2" All Welds UNO
HSS8X8X3/8 ‐ A500‐B‐46
HSS8X8X5/16 ‐ A500‐B‐46
End Gap = ‐﴾8"﴿, WP Offset = 1' ‐ 1/2"
6‐3/4"
11‐1/2"
1/4
8"
4 places
GPL1/2X1' 5X9‐A36
16‐1/2"
BPL not designed
1‐1/4 ‐ A36
10‐9/16"
5/16
8‐1/2"
8‐1/2"
11/16"
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JMS
246
PROJECT NAME
PAGES
2/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐02.dsn
CHECKED BY
DESCRIPTION
BP‐02
BASIC DETAILS OVERVIEW
Joint Configuration: Brace to Column Base
Member: Column
Section: HSS8X8X3/8
Material: A500‐B‐46
Column Side Free Edge: x = 6.7664 in., y = 0.1183 in.
Base Plate Free Edge: x = 5.7486 in., y = 8.8396 in.
Thickness: 0.5 in.
Setback from Column: 0 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 8 in.
UPPER RIGHT BRACE
Member: Upper Right Brace
Section: HSS8X8X5/16
Material: A500‐B‐46
DETAILED CALCULATION REPORT
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 110 kips
Brace Force ﴾Compression﴿ = 110 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS8X8X3/8
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 0 kips
Shear Force: 0 kips
Base Plate:
Length: 9
Thickness: 1.25
Material: A500‐B‐46
Design of the Base Plate and its connection to the column is beyond the scope of
Descon
Upper Right Brace:
Size: HSS8X8X5/16
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 110 kips
Axial Force ﴾Compression﴿: 110 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 0.9641 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 17 in.
Base Plate Length: 9 in.
Brace Side Length: 16.1236 in.
1.a. Brace to Gusset Weld Length = 4 X 8 in.
Weld Design Strength = 133.623 ≥ 110 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 8
= 133.623 ≥ 110 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.291 * 8
= 243.0432 ≥ 110 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 8.76
= 362.664 ≥ 110 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 8.76 ‐ 2 * ﴾0.5 + 0.0625 ﴿ * 0.291
= 8.4326 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾8² + 2 * 8 * 8﴿ / ﴾4 * ﴾8 + 8﴿﴿
= 3 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾3 / 8﴿
= 0.625
Ae = U * An = 0.625 * 8.4326 = 5.2703 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 5.2703
= 229.2619 ≥ 110 kips ﴾OK﴿
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
05/06/2020
JMS
247
PROJECT NAME
PAGES
3/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐02.dsn
CHECKED BY
DESCRIPTION
Column Side ﴾Lgc﴿ = 17 in.
Right Side Beam Side ﴾Lgb﴿ = 9 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 5.7486 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 8.8396 in.
Column Side Free Edge ﴾Lhfx﴿ = 6.7664 in.
Column Side Free Edge ﴾Lhfy﴿ = 0.1183 in.
1.d. Gusset Edge Forces
Gusset edge moments carried by: Base Plate and Column interfaces
Theta ﴾degrees﴿ = 46.0446
eb = 1.25 in.
ec = 4 in.
Beta = 7.5231 in.
BetaBar = 8.75 in.
AlphaBar = 4.75 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾7.5231 + 1.25﴿ * Tan﴾46.0446﴿ ‐ 4
= 5.0986 in.
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾5.0986 + 4﴿² + ﴾7.5231 + 1.25﴿²﴿^0.5
= 8.7029 k/ft.
Hb = Alpha * r = 5.0986 * 8.7029
= 44.3732 kips
Hc = ec * r = 4 * 8.7029
= 34.8119 kips
Vb = eb * r = 1.25 * 8.7029
= 10.8787 kips
Vc = GussetBeta * r = 7.5231 * 8.7029
= 65.4737
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |10.8787 * ﴾5.0986 ‐ 4.75﴿|
= 3.7925 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |34.8119 * ﴾7.5231 ‐ 8.75﴿|
= 42.7096 k‐in.
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 110 / ﴾﴾5.0986 + 4﴿² + ﴾7.5231 + 1.25﴿²﴿^0.5
= 8.7029 k/ft.
Hb = Alpha * r = 5.0986 * 8.7029
= 44.3732 kips
Hc = ec * r = 4 * 8.7029
= 34.8119 kips
Vb = eb * r = 1.25 * 8.7029
= 10.8787 kips
BP‐02
Vc = GussetBeta * r = 7.5231 * 8.7029
= 65.4737
Mb = |Vb * ﴾Alpha ‐ AlphaBar﴿|
= |10.8787 * ﴾5.0986 ‐ 4.75﴿|
= 3.7925 k‐in.
Mc = |Hc * ﴾Beta ‐ BetaBar﴿|
= |34.8119 * ﴾7.5231 ‐ 8.75﴿|
= 42.7096 k‐in.
1.e. Upper Right Brace Gusset Thickness
Try t = 0.5
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.5 * 8
= 208.8 ≥ 110 kips ﴾OK﴿
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
8 = 2 * 8 * 0.5
Agt = Ant = d * t
4 = 8 * 0.5
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 8, 36 * 8﴿ + 1 * 58 * 4﴿
= 303.6 ≥ 110 kips ﴾OK﴿
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 8 + 8 = 17.2376 in.
Lwc = 1.4173 in. of Lw is in the column.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 15.8202 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾15.8202 * 0.5 + 0 * 0.349 + 1.4173 * 0.349﴿
= 13.0877 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 110 / ﴾15.8202 * 0.5 + 0 * 0.349 + 1.4173 * 0.349﴿
= 13.0877 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾15.8202 * 0.5 * 36 + 0 * 0.349 * 36 + 1.4173 * 0.349 * 46﴿
= 276.7667 ≥ 110 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 2.9012 in.
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PROJECT NAME
PAGES
4/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐02.dsn
CHECKED BY
DESCRIPTION
BP‐02
L1 = 6.9435
L2 = 1.7601
L3 = ‐1.3665, Use 0
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾6.9435 + 1.7601 + 0﴿ / 3 = 2.9012
Lcr = KL = 0.5 * 2.9012 = 1.4506
KL / r = Lcr / ﴾t / 12^0.5﴿ = 1.4506 / ﴾0.5 / 3.464﴿
= 10.0498
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 13.0877 ksi ﴾OK﴿
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
Weld Size = 0.25 in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 16.5 in.
Horizontal Force on Welds ﴾H﴿ = 34.8119 kips
Vertical Force on Welds ﴾V﴿ = 65.4737 kips
Moment on Welds ﴾M﴿ = 42.7096 k‐in.
Max. Force on Welds per Unit Length = f
= ﴾﴾H / L + 6 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾34.8119 / 16.5 + 6 * 42.7096 / 16.5²﴿² + ﴾65.4737 / 16.5﴿²﴿^0.5
= 5.0054 kips/in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾H / L + 3 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾34.8119 / 16.5 + 3 * 42.7096 / 16.5²﴿² + ﴾65.4737 / 16.5﴿²﴿^0.5
= 4.7333 kips/in.
Maximum useful weld size = 0.707 * Min﴾Fug * tg, 2 * Fuc * tf﴿ / Fexx
= 0.707 * Min﴾58 * 0.5, 2 * 58 * 0.349﴿ / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾fr, Rf * fraverage﴿ / ﴾0.75 * 0.6 * 1.414 * Fexx﴿
= Max﴾5.0054, 1.25 * 4.7333﴿ / ﴾0.75 * 0.6 * 1.414 * 70﴿
= 0.1328 in.
Try 0.25 in. weld
Minimum Weld Size = 0.1875 in.
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Effective sup. thick.:
tse = tf = 0.349 in.
Useful weld size:
wu = Min﴾0.75 * 0.6 * tg * Fup, 2 * 0.75 * 0.6 * tse * Fuc﴿ / ﴾2 * 0.707 * 0.75 * 0.6 *
Fexx﴿
= Min﴾0.75 * 0.6 * 0.5 * 58, 2 * 0.75 * 0.6 * 0.349 * 58﴿ / ﴾2 * 0.707 * 0.75 * 0.6 * 70﴿
= 0.2929 ≥ w_required = 0.1328 in. ﴾OK﴿
Plate and column develop the required weld capacity. ﴾OK﴿
Use 0.25 in. Weld
4. COLUMN AND BEAM CHECK
4.a. Column Local Stresses for Upper Right Brace
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 34.8119 kips
Horizontal force ﴾V﴿ = 65.4737 kips
Moment ﴾M﴿ = 42.7096 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾34.8119 + 3 * 42.7096 / 16.5﴿² + 65.4737²﴿^0.5 = 78.1002 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.349 * 16.5
= 317.8692 ≥ 78.1002 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 34.8119 kips
Moment ﴾M﴿ = 42.7096 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾34.8119 + 6 * 42.7096 / 16.5﴿ / 16.5 = 3.051 kips/in.
Fut = Fu * t
= 58 * 0.349
= 20.242 ≥ 3.051 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 34.8119 + 3 * 42.7096 / 16.5 = 42.5773 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.349² / ﴾1 ‐ 0.5 / 8﴿ * ﴾2 * 16.5 / 8+ 4 * ﴾1 ‐ 0.5 / 8﴿^0.5﴿ * 1
= 47.7989 ≥ 42.5773 kips ﴾OK﴿
5. UPPER RIGHT BRACE GUSSET TO BASE PLATE CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 44.3732 kips
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JMS
249
PROJECT NAME
PAGES
5/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐02.dsn
CHECKED BY
DESCRIPTION
BP‐02
Vertical Force on Welds ﴾Vb﴿ = 10.8787 kips
Moment on Welds ﴾M﴿ = 3.7925 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 8.5 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾10.8787 / 8.5 + 3 * 3.7925 / ﴾8.5 ²﴿﴿² + ﴾44.3732 / 8.5﴿²﴿^0.5
= 5.4146 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾10.8787 / 8.5 + 6 * 3.7925 / ﴾8.5 ^ 2﴿﴿² + ﴾44.3732 / 8.5﴿²﴿^0.5
= 5.4585 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.5 / 70
= 0.2929 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 6.7682 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.1519 ≤ 0.2929 in. ﴾OK﴿
Try 0.3125 in. Weld
Minimum Weld size = 0.1875 ≤ 0.3125 in. ﴾OK﴿
Weld Size = 0.3125 in. ≥ 0.1519 in. ﴾OK﴿
All Welds Are E70XX
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
250
PROJECT NAME
PAGES
1/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐03.dsn
CHECKED BY
DESCRIPTION
BP‐03
Front View
HSS6X6X5/16 ‐ A500‐B‐46
HSS5X5X1/4 ‐ A500‐B‐46
End Gap = ‐﴾5"﴿, WP Offset = 11"
BPL not designed
1‐1/4 ‐ A36
1/4
E70XX:
13‐3/4" All Welds UNO
2‐11/16"
1/4
5"
4 places
8‐1/2"
GPL3/8X1' 2 1/4X5 9/16‐A36
13‐3/4"
10‐5/16"
5/16
5‐1/16"
5‐1/16"
11/16"
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JMS
251
PROJECT NAME
PAGES
2/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐03.dsn
CHECKED BY
DESCRIPTION
BP‐03
BASIC DETAILS OVERVIEW
Joint Configuration: Brace to Column Base
Member: Column
Section: HSS6X6X5/16
Material: A500‐B‐46
Column Side Free Edge: x = 2.6863 in., y = 0.0718 in.
Base Plate Free Edge: x = 4.1061 in., y = 9.4264 in.
Thickness: 0.375 in.
Setback from Column: 0 in.
Bolt Edge Distance: 1.5 in.
Gusset‐Brace Gap: 5 in.
UPPER RIGHT BRACE
Member: Upper Right Brace
Section: HSS5X5X1/4
Material: A500‐B‐46
DETAILED CALCULATION REPORT
1. UPPER RIGHT BRACE TO GUSSET CONNECTION
Brace Force ﴾Tension﴿ = 50 kips
Brace Force ﴾Compression﴿ = 50 kips
Brace to Gusset Weld Size = 0.25 in.
﴾Use 0.1875 in. for strength calculation﴿
BASIC DESIGN DATA
Non‐Seismic Design
Column:
Size: HSS6X6X5/16
Material: A500‐B‐46
Orientation: Web In Plane
Axial Force ﴾Tension﴿: 0 kips
Axial Force ﴾Compression﴿: 0 kips
Shear Force: 0 kips
Base Plate:
Length: 9
Thickness: 1.25
Material: A500‐B‐46
Design of the Base Plate and its connection to the column is beyond the scope of
Descon
Upper Right Brace:
Size: HSS5X5X1/4
Length: 1 ft.
Material: A500‐B‐46
Axial Force ﴾Tension﴿: 50 kips
Axial Force ﴾Compression﴿: 50 kips
Work Point X: 0 in.
Work Point Y: 0 in.
Rise/Run: 1.43 / 1
Bolt Edge Distance: 1.5 in.
Gusset Plate:
Material: A36
Column Side Length: 14.2257 in.
Base Plate Length: 5.5459 in.
Brace Side Length: 14.3451 in.
1.a. Brace to Gusset Weld Length = 4 X 5 in.
Weld Design Strength = 83.5143 ≥ 50 kips ﴾OK﴿
Weld Size = 0.25 ≥ Minimum Weld Size = 0.1875 in. ﴾OK﴿
Weld Design Strength:
Φ Rn = Beta * 4 * 0.75 * 0.6 * Fexx * 0.707 * w * L
= 1 * 4 * 0.75 * 0.6 * 70 * 0.707 * 0.1875 * 5
= 83.5143 ≥ 50 kips ﴾OK﴿
Maximum Weld Force Brace Can Develop:
Φ Rn = 4 * 0.75 * 0.6 * Fu * t * L
= 4 * 0.75 * 0.6 * 58 * 0.233 * 5
= 121.626 ≥ 50 kips ﴾OK﴿
1.b. Check Upper Right Brace
Tension Yielding of the Brace:
Φ Rn = 0.9 * Fy * Ag
= 0.9 * 46 * 4.3
= 178.02 ≥ 50 kips ﴾OK﴿
Tension Rupture of the Brace:
An = Ag ‐ 2 * ﴾Tg + 0.0625 ﴿ * Tb
= 4.3 ‐ 2 * ﴾0.375 + 0.0625 ﴿ * 0.233
= 4.0961 in²
x = ﴾﴾B or H﴿² + 2 * B * H﴿ / ﴾4 * ﴾B + H﴿﴿
= ﴾5² + 2 * 5 * 5﴿ / ﴾4 * ﴾5 + 5﴿﴿
= 1.875 in.
U = 1 ‐ ﴾x / L﴿
= 1 ‐ ﴾1.875 / 5﴿
= 0.625
Ae = U * An = 0.625 * 4.0961 = 2.56 in²
Φ Rn = 0.75 * Fu * Ae
= 0.75 * 58 * 2.56
= 111.3633 ≥ 50 kips ﴾OK﴿
1.c. Gusset Dimensions:
Upper Right Brace Gusset Dimensions:
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JMS
252
PROJECT NAME
PAGES
3/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐03.dsn
CHECKED BY
DESCRIPTION
Column Side ﴾Lgc﴿ = 14.2257 in.
Right Side Beam Side ﴾Lgb﴿ = 5.5459 in.
Right Side Beam Side Free Edge ﴾Lvfx﴿ = 4.1061 in.
Right Side Beam Side Free Edge ﴾Lvfy﴿ = 9.4264 in.
Column Side Free Edge ﴾Lhfx﴿ = 2.6863 in.
Column Side Free Edge ﴾Lhfy﴿ = 0.0718 in.
1.d. Gusset Edge Forces
Gusset edge moments carried by: Base Plate and Column interfaces
Theta ﴾degrees﴿ = 34.9651
eb = 1.25 in.
ec = 3 in.
Beta = 7.3628 in.
BetaBar = 7.3628 in.
AlphaBar = 3.0229 in.
Alpha = ﴾Beta + eb﴿ * Tan﴾Theta﴿ ‐ ec
= ﴾7.3628 + 1.25﴿ * Tan﴾34.9651﴿ ‐ 3
= 3.0229 in.
1.d.1. With Tensile Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 50 / ﴾﴾3.0229 + 3﴿² + ﴾7.3628 + 1.25﴿²﴿^0.5
= 4.7574 k/ft.
Hb = Alpha * r = 3.0229 * 4.7574
= 14.3816 kips
Hc = ec * r = 3 * 4.7574
= 14.2722 kips
Vb = eb * r = 1.25 * 4.7574
= 5.9467 kips
Vc = GussetBeta * r = 7.3628 * 4.7574
= 35.0283
Mb = 0
Mc = 0
1.d.2. With Compressive Brace Force:
r = Fx / ﴾﴾Alpha + ec﴿² + ﴾GussetBeta + eb﴿²﴿^0.5
= 50 / ﴾﴾3.0229 + 3﴿² + ﴾7.3628 + 1.25﴿²﴿^0.5
= 4.7574 k/ft.
Hb = Alpha * r = 3.0229 * 4.7574
= 14.3816 kips
Hc = ec * r = 3 * 4.7574
= 14.2722 kips
Vb = eb * r = 1.25 * 4.7574
= 5.9467 kips
Vc = GussetBeta * r = 7.3628 * 4.7574
= 35.0283
Mb = 0
Mc = 0
BP‐03
1.e. Upper Right Brace Gusset Thickness
Try t = 0.375
Maximum Brace Weld Force Gusset Can Develop:
= 2 * 0.75 * 0.6 * Fu * t * L
= 2 * 0.75 * 0.6 * 58 * 0.375 * 5
= 97.875 ≥ 50 kips ﴾OK﴿
1.e.1. Block Shear of Gusset at Brace
Agv = Anv = 2 * L * t
3.75 = 2 * 5 * 0.375
Agt = Ant = d * t
1.875 = 5 * 0.375
ΦRn = Φ * ﴾0.6 * Min﴾Fu * Anv, Fy * Agv﴿ + Ubs * Fu * Ant﴿
= 0.75 * ﴾0.6 * Min﴾58 * 3.75, 36 * 3.75﴿ + 1 * 58 * 1.875﴿
= 142.3125 ≥ 50 kips ﴾OK﴿
2. CHECK WHITMORE SECTION:
Width ﴾Lw﴿ = 1.1547 * Lweld + d
= 1.1547 * 5 + 5 = 10.7735 in.
Lwc = 1.3552 in. of Lw is in the column.
Width of Whitmore Section inside gusset boundaries ﴾Lwg﴿ = 9.4182 in.
2.a. Whitmore Section Stress:
Tension:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 50 / ﴾9.4182 * 0.375 + 0 * 0.291 + 1.3552 * 0.291﴿
= 12.7348 ksi
Compression:
fa = Fx / ﴾Lwg * t + Lwb * twb + Lwc * twc﴿
= 50 / ﴾9.4182 * 0.375 + 0 * 0.291 + 1.3552 * 0.291﴿
= 12.7348 ksi
2.a.1. Whitmore Section Yielding:
Design Strength = 0.9 * ﴾Lwg * t * Fyg + Lwb * twb * Fyb + Lwc * twc * Fyc﴿
= 0.9 * ﴾9.4182 * 0.375 * 36 + 0 * 0.291 * 36 + 1.3552 * 0.291 * 46﴿
= 130.7589 ≥ 50 kips ﴾OK﴿
2.a.2. Buckling Check:
Effective Length of Whitmore Section ﴾K = 0.5﴿, Lcr = 3.8242 in.
L1 = 5.7651
L2 = 5.7077
L3 = ‐1.9379, Use 0
L = ﴾L1 + L2 + L3﴿ / 3 = ﴾5.7651 + 5.7077 + 0﴿ / 3 = 3.8242
Lcr = KL = 0.5 * 3.8242 = 1.9121
KL / r = Lcr / ﴾t / 12^0.5﴿ = 1.9121 / ﴾0.375 / 3.464﴿
= 17.663
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PROJECT NAME
PAGES
4/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐03.dsn
CHECKED BY
DESCRIPTION
BP‐03
KL / r ≤ 25
Fcr = Fy = 36 ksi
Buckling Strength = 0.9 * Fcr = 32.4 ≥ 12.7348 ksi ﴾OK﴿
4. COLUMN AND BEAM CHECK
4.a. Column Local Stresses for Upper Right Brace
3. UPPER RIGHT BRACE GUSSET TO COLUMN CONNECTION
Weld Size = 0.25 in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 13.7257 in.
Horizontal Force on Welds ﴾H﴿ = 14.2722 kips
Vertical Force on Welds ﴾V﴿ = 35.0283 kips
Moment on Welds ﴾M﴿ = 9.1414E‐05 k‐in.
Max. Force on Welds per Unit Length = f
= ﴾﴾H / L + 6 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾14.2722 / 13.7257 + 6 * 9.1414E‐05 / 13.7257²﴿² + ﴾35.0283 / 13.7257﴿²﴿^0.5
= 2.7557 kips/in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾H / L + 3 * M / L²﴿² + ﴾V / L﴿²﴿^0.5
= ﴾﴾14.2722 / 13.7257 + 3 * 9.1414E‐05 / 13.7257²﴿² + ﴾35.0283 / 13.7257﴿²﴿^0.5
= 2.7557 kips/in.
Maximum useful weld size = 0.707 * Min﴾Fug * tg, 2 * Fuc * tf﴿ / Fexx
= 0.707 * Min﴾58 * 0.375, 2 * 58 * 0.291﴿ / 70
= 0.2196 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾fr, Rf * fraverage﴿ / ﴾0.75 * 0.6 * 1.414 * Fexx﴿
= Max﴾2.7557, 1.25 * 2.7557﴿ / ﴾0.75 * 0.6 * 1.414 * 70﴿
= 0.0773 in.
Try 0.25 in. weld
Minimum Weld Size = 0.1875 in.
Minimum Weld size = 0.1875 ≤ 0.25 in. ﴾OK﴿
Effective sup. thick.:
tse = tf = 0.291 in.
Useful weld size:
wu = Min﴾0.75 * 0.6 * tg * Fup, 2 * 0.75 * 0.6 * tse * Fuc﴿ / ﴾2 * 0.707 * 0.75 * 0.6 *
Fexx﴿
= Min﴾0.75 * 0.6 * 0.375 * 58, 2 * 0.75 * 0.6 * 0.291 * 58﴿ / ﴾2 * 0.707 * 0.75 * 0.6 * 70﴿
= 0.2197 ≥ w_required = 0.0773 in. ﴾OK﴿
Plate and column develop the required weld capacity. ﴾OK﴿
Use 0.25 in. Weld
HSS Wall Shear Capacity:
Horizontal force ﴾H﴿ = 14.2722 kips
Horizontal force ﴾V﴿ = 35.0283 kips
Moment ﴾M﴿ = 9.1414E‐05 k‐in.
Resultant force
R = ﴾﴾H + 3 * M / L﴿² + V²﴿^0.5
= ﴾﴾14.2722 + 3 * 9.1414E‐05 / 13.7257﴿² + 35.0283²﴿^0.5 = 37.8243 kips
Φ Rn = 1.0 * 0.6 * Fy * 2 * t * L
= 1.0 * 0.6 * 46 * 2 * 0.291 * 13.7257
= 220.4798 ≥ 37.8243 kips ﴾OK﴿
HSS Wall Punching Shear:
Horizontal force ﴾H﴿ = 14.2722 kips
Moment ﴾M﴿ = 9.1414E‐05 k‐in.
Maximum Force / Length:
ftp = ﴾H + 6 * M / L﴿ / L
= ﴾14.2722 + 6 * 9.1414E‐05 / 13.7257﴿ / 13.7257 = 1.0398 kips/in.
Fut = Fu * t
= 58 * 0.291
= 16.878 ≥ 1.0398 in. ﴾OK﴿
HSS Wall Flexural Yielding:
Horizontal force ﴾He﴿ = H + 3 * M / L
= 14.2722 + 3 * 9.1414E‐05 / 13.7257 = 14.2722 kips
Qf = 1 ‐ 0.3 * fa / Fy * ﴾1 + fa / Fy﴿
= 1 ‐ 0.3 * 0 / 46 * ﴾1 + 0 / 46﴿
=1
Φ Rn = 1.0 * Fy * t² / ﴾1 ‐ t1 / B﴿ * ﴾2 * N / B + 4 * ﴾1 ‐ t1 / B﴿^0.5﴿ * Qf
= 1.0 * 46 * 0.291² / ﴾1 ‐ 0.375 / 6﴿ * ﴾2 * 13.7257 / 6+ 4 * ﴾1 ‐ 0.375 / 6﴿^0.5﴿ * 1
= 35.1025 ≥ 14.2722 kips ﴾OK﴿
5. UPPER RIGHT BRACE GUSSET TO BASE PLATE CONNECTION
Horizontal Force on Welds ﴾Hb﴿ = 14.3816 kips
Vertical Force on Welds ﴾Vb﴿ = 5.9467 kips
Moment on Welds ﴾M﴿ = 9.1815E‐06 kip‐in./in.
Weld Length on Each Side of Gusset Plate ﴾L﴿ = 5.0459 in.
Average Force on Welds per Unit Length = fraverage
= ﴾﴾V / L + 3 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾5.9467 / 5.0459 + 3 * 9.1815E‐06 / ﴾5.0459 ²﴿﴿² + ﴾14.3816 / 5.0459﴿²﴿^0.5
05/06/2020
JMS
254
PROJECT NAME
PAGES
5/5
PROJECT NO
Nancy O' Brian
CODE
AISC14
PROJECT DATE
METHOD
LRFD
CALC DATE
4/28/2020
UNITS
US
CALCULATED BY
JMS
SEISMIC
No
FILE NAME
BP‐03.dsn
CHECKED BY
DESCRIPTION
BP‐03
= 3.0841 kips/in.
Max. Force on Welds per Unit Length = fr
= ﴾﴾V / L + 6 * M / ﴾L²﴿﴿² + ﴾H / L﴿²﴿^0.5
= ﴾﴾5.9467 / 5.0459 + 6 * 9.1815E‐06 / ﴾5.0459 ^ 2﴿﴿² + ﴾14.3816 / 5.0459﴿²﴿^0.5
= 3.0841 kips/in.
Maximum useful weld size = 0.7072 * Fu * t / Fexx
= 0.7072 * 58 * 0.375 / 70
= 0.2197 in.
Use Richard Factor ﴾Rf﴿ = 1.25
Required Weld Size ﴾w﴿ = Max﴾Rf * f_avrg, f_peak﴿ / ﴾0.75 * 0.6 * 1.41 * Fexx﴿
= 3.8551 / ﴾0.75 * 0.6 * 1.41 * 70﴿
= 0.0865 ≤ 0.2197 in. ﴾OK﴿
Try 0.3125 in. Weld
Minimum Weld size = 0.1875 ≤ 0.3125 in. ﴾OK﴿
Weld Size = 0.3125 in. ≥ 0.0865 in. ﴾OK﴿
All Welds Are E70XX
Descon 8.0.2.113A ﴾Next License﴿ Licensed to: Kirkpatrick Forest Curtis PC
05/06/2020
JMS
255
(REF. ERECTION SHEET# E101, E104 & E106)
(REF. DESIGN DWG. NO.2/S401)
ERECTION BOLT
TYP.
5
16
106
VB
2
14-57/8
5-6
11
6
6
11 3
/
8
35.
19
104
VB3
87/16
8
1/2"x3" THICK
GUSSET PLATE
HSS
5x5
x1
/4
4 5/
18-5
8
T/STEEL
EL: 118-0
12
119M9
4 5/
4
TYP.
4
4
5
5
1/4
1/4
HSS
5x5
x 1/
3-3
2-3
4
HS
S4x
4x 1
/
40
.92
16
3 5/
HS
S4x
4x 1
/4
3 5/
106
VB
3
7-87/16
6-97/16
40
.92
1/4
1/4
9-51/2
12
(REF. ERECTION SHEET# E101, E104 & E106)
(REF. DESIGN DWG. NO.3/S401)
87/16
12
87/16
B.O.B.P.
EL: 99-7
1/4
1/4
12
5
5
1/4
1/4
17C1
8
8
35.
19
1/4
1/4
104
VB2
TYP.
15C1
8
TYP.
8
E109
5-41/8
HSS6x6x5/16
1-4 7
/
16
HSS6x6x5/8
HSS8x8x3/8
ERECTION BOLT
TYP.
3 ELEVATION VIEW ALONG GRID 15.2
/2
3/4" DIA. A307
10
9V
B3
28C2
B.O.B.P.
EL: 99-7
1/4
1/4
16
HSS12x8x5/16
5
5
5
5
3/4" DIA. A307
2
ELEVATION VIEW ALONG GRID S.1
8
8
/2
30C1
29C1
E109
TYP.
1/4
1/4
1-0
1
1-0
1
2
1/4
1/4
10 1
/
(REF. ERECTION SHEET# E101, E104 & E106)
(REF. DESIGN DWG. NO.1/S401)
1-
8
TYP.
8
11
1V
B1
1-10 3
/
B.O.B.P.
EL: 99-7
1/2
10
E109
ELEVATION VIEW ALONG GRID A.8
/2
01
91B1
1/2
1
ERECTION BOLT
TYP.
B.O.B.P.
EL: 99-7
H
1/ 8
1-10
1-0
1/2
1-0
1/4
1/4
4
4
23.5
2
1/4
B.O.B.P.
EL: 99-7
3/4" DIA. A307
x8x
8
S
S
105V
B1
x
5x5
8
8
/2
16C1
17C1
TYP.
5/
16
3/ 16
1-10
12
T/STEEL
EL: 123-6
HSS
1/4
1/4
HSS12x8x5/16
19
35.
8
TYP.
8
5 / 16
REFER DETAIL VIEW-4
ON E109
B3
51/4 515/ 16 105V
2
1/ 4 23.5 51/4
x
4
x
HSS4119M7 12
2
12
B
V
5
1/ x4 PLATE
10
51/4
2
HSS4 2
23.5
1/
4
x4x 1/
x4x 515/ 16
4
HSS4
8
3/4" DIA. A307
/4
B.O.B.P.
EL: 99-7
1/4
1/4
1-0
1
103/8
119M6
1/2"x4" THICK
GUSSET PLATE
4
TYP.
4
117/8
12
12
103/8
REFER DETAIL VIEW-3
ON E109
1
x8x
S8
HS
B2
7V
0
1
113/16
12
1/4
1/4
33C1
1113/16
HS
S8
x8x
15-111/16
23-11
12
44
.67
.93
42
12
/1
6
7-11/16
10
9V
B2
16
12-515/16
117/8
.50
44
1-10 1
/
REFER DETAIL VIEW-2
ON E109
.67
44
5
12-515/16
1/4
1/4
4
4
/4
96B1
117/8
4
5 / 16
3/16
3/16
16
11-915/16
TYP. AT
HSS12x8
TYP.
12
12
5 1/
23-11
2
VB
1
11
HS
S8
x8x
1/
S
HS
/ 16
H
REFER DETAIL VIEW-2
ON E109
T/STEEL
EL: 123-6
23-11
51
x8
SS8
12
6
6
103/8
VB1
104
/ 16
/ 16
55
12
16
x5 /
119M5
1/2"x6" THICK
GUSSET PLATE
(FAR SIDE)
113/16
/1
6
4 BOTH ENDS
4 TYP.
1/4
TYP.
1
REFER DETAIL VIEW-1
ON E109
(3/16)
(3/16)
Parentheses Indicate
Effective Weld Size vs
Measured Size
2-2 1
1
W24x62
8
8
1/4
1/4
TYP.
5 1/
113/16
3
VB
7
10
1 / 16
42
.93
.93
42
1/4
B3 -10
V
1
1
11
8
TYP.
8
12-51/2
116M2
1/2"x6" THICK
GUSSET PLATE
(FAR SIDE)
8
8
1/4
1/4
4
1/4
1/4
TYP.
1-0
41C2
1113/16
1/4
1/4
63B1
6
TYP.
6
1/4
1/4
1/2
10
12
9
HSS8x8x3/8
7
8
TYP.
12-31/2
16
REFER DETAIL VIEW-2
ON E109
11-915/16
8
TYP.
8
66B4
HSS8x8x3/8
1-1 HSS
0 1/ 8x8
x 5/
4
1/4
1/4
2-5
T/STEEL
EL: 123-6
W16x31
12
44
.50
x5
8
x
8
14-77/8
15-55/16
H
T/STEEL
EL:123-6
1/4
1/4
12
HSS
6x6
x 1/
T/STEEL
EL: 137-117/8
W10x12
/ 16
12-31/2
x6
SS6
0
1-1
/ 16
6
x5/1
74B1
51 / 4
12
VB2
110
x1 / 4 6
6
x
6
11 / 1
HSS 1-9
52 9/
8 16
35.
VB3
0
1
1
3/1
.50
44
x5
8
x
8
52 9/
8 16
35.
9-11
6
17/1
1-1
x1 / 4
6
x
6
HSS
B1
9V
10 6
S
HS
116M1
1/2"x6" THICK
GUSSET PLATE
(FAR SIDE)
23-11
1
6x6
x 1/ -9 11/1
4
6
W16x26
1/4
8
1/4
8
TYP.
5
REFER DETAIL VIEW-1
ON E109
6
6
1
11
8
TYP.
8
1113/16
HSS
T/STEEL
EL:123-6
51 / 4
35
89/16 .52
12
6
6
/1
6
12
54 1/
30.
7 16
1/4
1/4
TYP.
1/4
116M3
1/2"x4" THICK
GUSSET PLATE
(FAR SIDE)
1
1-1
10
7V
B1
1/4
1/4
1/8
1-9
1/4
6
4
52B5
15-55/16
VB3
8
0
1
53 /4
6
6
VB1
112
11
1-1 0VB1
0 15
8
TYP.
8
1/
4x
S4x
HS
1/4
1/4
6
6
42 15/
33.
7 16
6-113/8
12
1-
1/4
1/4
1/4
1/4
T/STEEL
EL: 139-51/16
T/STEEL
EL: 143-4
.92
40
VB1
108
H
8
14-87/16
6x6
x
SS6
BOTH ENDS
TYP.
T/STEEL
EL: 138-17/8
99B1
6-313/16
HSS6x4x1/4
1
VB
106
HSS
x1 /4
1 /4
6x 69 /16
12
42 15/
33.
7 16
T/STEEL
EL: 123-6
1-1
0
53 /4
12
REFER DETAIL VIEW-1
ON E109
1-8
119M4
1/2"x4" THICK
GUSSET PLATE
(FAR SIDE)
32.
15
79/16
9 /16
TYP.
88B5
W18x40
6-313/16
7 / 16
16
6
TYP.
6
3/8
1.80
11-315/16
A.8
12-75/8
1-4
108
VB2
1-5 7
/
1/4
1/4
6
6
W14x22
HSS6x6x5/16
1/4
1/4
T/STEEL
EL: 138-115/16
88B1
12
HSS8x8x3/8
1.80
T/STEEL
EL: 138-115/16
23-11
75B2
W12x26
6
12
3/8
HSS8x8x3/8
HSS6x6x5/16
12-13/8
6
T/STEEL
EL: 138-23/8
11-61/2
11-315/16
4
24-117/8
23-77/8
A.6
22-77/8
10-0
2-6
15
18.7
HS
S8
x8x
1/
18
18
U
44
.67
18.5
P.8
ERECTION BOLT
TYP.
4 ELEVATION VIEW ALONG GRID 18.5
E109
(REF. ERECTION SHEET# E101, E104 & E106)
(REF. DESIGN DWG. NO.4/S401)
HSS6x6x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
3 SIDES
BOTH END
TYP.
1/4
3 SIDES
BOTH END
TYP.
1/4
1/4
1/4
HSS8x8x5/16
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
TYP.
HSS6x6x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
1/2" THICK
GUSSET PLATE
FOR PCMK
SEE ELEVATION
3 SIDES
BOTH END
TYP.
1/4
1/4
1/2" THICK
GUSSET PLATE
FOR PCMK
SEE ELEVATION
1/4
1/4
1/2" THICK
ERECTION BOLT
A307 TYP.
CONNECTION PLATE
SHOP ATTACHED
HSS6x6x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
DETAIL VIEW-1
(REF.ERECTION SHEET # E109)
HSS4x4x1/4
3 SIDES
BOTH END
TYP.
HSS8x8x5/16
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
HSS5x5x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
HSS5x5x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
TYP.
1/2" THICK
CONNECTION PLATE
SHOP ATTACHED
ERECTION BOLT
A307 TYP.
HSS8x8x5/16
DETAIL VIEW-2
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
(REF.ERECTION SHEET # E109)
3 SIDES
BOTH END
TYP.
1/4
1/4
TYP.
1/2" THICK
CONNECTION PLATE
SHOP ATTACHED
3 SIDES
BOTH END
1/4
TYP.
1/4
1/2" THICK
GUSSET PLATE
FOR PCMK
SEE ELEVATION
ERECTION BOLT
A307 TYP.
DETAIL VIEW-3
(REF.ERECTION SHEET # E109)
HSS5x5x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
BOTH END
TYP.
TYP.
1/2" THICK
CONNECTION PLATE
SHOP ATTACHED
HSS4x4x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
BOTH END
TYP.
1/4
1/4
1/4
1/4
BOTH END
TYP.
HSS4x4x1/4
VERTICAL BRACE
FOR PIECEMARK
SEE ELEVATION
1/2" THICK
GUSSET PLATE
FOR PCMK
SEE ELEVATION
SHAWNEE FABRICATORS, INC.
5 AMERICAN WAY SHAWNEE, OKLA. 74804
PHONE (405) 275-8264 FAX (405) 275-8440
ERECTION BOLT
A307 TYP.
PROJECT
DETAIL VIEW-4
(REF.ERECTION SHEET # E110)
NANCY O'BRIAN CPA
LOCATION
CONTRACTOR
1801 STUBBEMAN AVE. NORMAN, OKLAHOMA
MANHATTAN CONSTRUCTION
ARCHITECT
MA+
REFERENCE
S-104
HOLES
PAINT
UNLESS NOTED
APPROVAL/FABRICATION/REVISION
A
REV
05-04-2020
DATE
DRAWN
MK
CHECKED
SF
FOR APPROVAL
DESCRIPTION
SHEET #
JOB #
E109
6175
05/06/2020
JMS
256
U
12
72B4
B.O.B.P.
EL: 138-81/8
3/8
W16x26
15C1
2
11 1
/
2-8
42C4
HSS6x6x1/2
1.79
T/STEEL
EL: 140-8
T/STEEL
EL: 138-915/16
W12x14
3/8
61/16
8
W14x22
E110
TYP.
T/STEEL
EL: 123-6
12
1.80
48B1
W14x22
3/8
3/8" THICK
PLATE
49B6
W24x68
PLATE
48B4
SHOP ATTACHED
WITH BEAM
T/STEEL
EL: 138-17/8
ELEVATION VIEW AT PARAPET ALONG GRID U
(REF. ERECTION SHEET# E108)
E110
3/16
W12x19
117M11
1/4" THICK
PLATE WASHER
4
HSS PARAPET
GIRT
1/2
134M1
3/8" THICK
L6x4x5/16
89B4
34C1
3
4
(2) 131M8
134M1
T/STEEL
EL: 143-4
ES103
3/8
1.80
33C1
89B3
B.O.B.P.
EL: 138-65/8
ES106
(2) 119M8
5/16" THICK
PLATE WASHER
BOTH SIDES
HSS6x6x1/4
B.O.B.P.
EL: 139-37/16
GRID
18-01/16
HSS6x4x1/4
W12x19
T/STEEL
EL: 138-115/16
A.9
18-61/8
11C2
TYP.
100B1
43C5
4
35C1
112
VB3
30C1
32.
30
8-111/4
CONNECTION BOLT
TYP.
(2)131M8
HSS6x6x5/8
5-21/8
T/STEEL
EL: 139-79/16
3/16
12
4
(2) 5/16" BENT
PLATE
3/4" DIA. A325N
CONNECTION BOLT
1
TYP.
1/2" CAP PLATE
SHOP ATTACHED
HSS COLUMN
TYPICAL DETAIL VIEW
ELEVATION VIEW ALONG GRID-12.9
(REF. ERECTION SHEET# E110)
(REF. DESIGN DWG. NO. 9/S104)
(REF. ERECTION SHEET# E105)
B.O.B.P.
EL: 99-7
1 /2
11
ERECTION BOLT
TYP.
W12x14
12
3/4" DIA. A325N
12-515/16
HSS8x6x3/8
100B2
HSS8x6x3/8
3-87/16
HSS8x8x3/8
119M12
1/2"x3" THICK
GUSSET PLATE
3/4" DIA. A307
W12x14 71B3
T/STEEL
EL:138-83/8
3/8
12
(REF. ERECTION SHEET# E108)
12-515/16
HSS6x6x5/8
8
79/16
5
5
1.80
T/STEEL
EL: 143-4
18C2
4
12
1 /4
1/4
1/4
5
5
T/STEEL
EL: 140-315/16
W12x19
3/8
3/8
12
4
79/16
79/16
W12x16
35C1
16
5 1/
/4
3/16
T/STEEL
EL: 143-4
x
5x5
HSS
1/4
1/4
BOTH END
TYP.
12
1.79
71B4
18.7
10-1115/16
30
32.
12
HSS8x6x3/8
ELEVATION VIEW AT PARAPET ALONG GRID A.6
18
HSS6x6x5/8
16
5 1/
TYP.
HSS
5x5
x1
15.2
10-1115/16
5x5
x 1/
112
VB4
REFER DETAIL VIEW-3
ON E109
(3/16)
(3/16)
Parentheses Indicate
Effective Weld Size vs
Measured Size
T/STEEL
EL: 117-111/2
6
5
5
12
4
4
72B1
5-61/2
6
5 BOTH END
5 TYP.
1/4
BOTH END
1/4
TYP.
32.
30
3/16
3/16
1/4
1/4
HSS12x8x5/16
W14x26
A.6
18-41/2
TYP. AT
HSS12x8
TO COL.
VB2
112
9-51/4
7 /8
11
92B4
4 BOTH END
4 TYP.
HSS6x6x5/8
8
4
4
HS S
1/4
1/4
BOTH END
TYP.
4 BOTH END
4 TYP.
11 7
/
114
VB
2
11 7
/
1-
57/8
B2
13V
1
2
1/4
26.1
4x 3/8
x
4
5
HSS
12
57/8
87/8
26.1
2
ES103
1.81
3/16
3/16
T/STEEL
EL: 123-6
43C4
37
.87
6-93/16
3-31/4
2-31/4
113
VB1
4
4
E110
8
1/4
1/4
7/8
1-8
3
3VB
1/4
53/8 11 1/4
2
1
.
6
x
2
57/8 1/4
4x4
HSS 119M11 12
1/4
HSS 1/2x4 PLATE
1
4x4 1
1-8 7 /4
x/
/8
4
4
B.O.B.P.
EL: 139-1015/16
72B2
TYP.
98B3
HSS8x6x3/8
TYP.
3/8
12
2
HSS12x8x5/16
12
1.79
71B5
7/
11
8
96B2
12
B.O.B.P.
EL: 139-51/2
3/8
98B4
13C1
14-53/8
T/STEEL
EL: 137-37/8
1/4
4
4
1-8 7
/
BOTH END
TYP.
95/16
1.80
72B3
REFER DETAIL VIEW-4
ON E109
12
4x
S4x
HS
1/4
1/4
BOTH END
TYP.
TYP.
ES103
4-17/8
1-101/16
1.80
HSS8x6x3/8
98B5
L3x3x1/4
ERECTION AID ANGLE
REMOVE AFTER ERECTION
REFER TYP DETAIL ON E110
3
HSS6x6x3/8
4
TYP.
4
TYP.
4
13-213/16
HSS6x6x5/8
5-15/8
HSS6x6x5/8
1/
4
S4x
4x
3/16
3/16
3/16
HS
S4x
4x 1
/
4
3 5/
8
119M10
1/2"x4" THICK
GUSSET PLATE
TYP.
APPROVER:
PLEASE VERIFY EXTENSION
OF GIRTS
13.9
5-815/16
14C1
.87
37
95/16
HSS10x8x5/8
98B6
14.7
8-71/8
16-4
31/4
T/STEEL
EL: 138-23/8
12
15-27/8
1/4
4
T/STEEL
EL: 143-4
HS
7-83/16
1
VB
114
REFER DETAIL VIEW-4
ON E109
12
4
4
37
.87
16
4 BOTH ENDS
4 TYP.
1/4
BOTH END
1/4
TYP.
95/16
3/16
T/STEEL
EL: 137-113/8
3 5/ 1
8 14
VB
3
7/
1-4
1/4
1/4
17.6
HSS6x6x5/8
5-45/8
1-4 7
/
TYP.
W10x12
5
89B2
18.5
15-27/8
16
HSS6x6x5/16
HSS6x6x5/8
T/STEEL
EL: 143-4
HSS6x6x3/8
HSS6x4x1/4
99B9
APPROVER:
PLEASE VERIFY WELD
APPROVER:
PLEASE VERIFY ARRANGMENT
OF GIRTS FROM GRID 17.6 TO
13.9 IS ACCEPTABLE AS SHOWN
HSS6x6x5/8
5-713/16
42C6
5-713/16
12C1
11-35/8
42C5
S.1
1 ELEVATION VIEW ALONG GRID 18.7
E110
(REF. ERECTION SHEET# E101, E104 & E106)
(REF. DESIGN DWG. NO.5/S401)
A.8
D.8
14-105/8
G.8
16-85/8
13-811/16
L.2
15-611/16
13-67/8
P.2
15-47/8
13-91/16
S.1
15-71/16
20-101/4
2
ES100
W24x62
W21x44
L3x3x1/4
ERECTION AID ANGLE
(REMOVE AFTER ERECTION)
W21x44
87B2
W14x22
124M10
22-0
APPROVER:
PLEASE VERIFY ALL CLOUDED
DIMENSION.
4-03/4
4-1
ERECTION BOLT
A307 TYP.
22-0
3-25/8
24-6
3-23/8
41C1
124M13
1-33/8
5
E110
124M8
124M7
22-0
1-27/8
B/ANGLE
EL: 133-10
116M4
6-11/4
8
16-3
A307 ERECTION BOLT
TYP.
C8x11.5 FRAME
SHOP ATTACHED
TO BEAM
3-111/4
31C1
124M9
41C1
18C1
5-61/4
124M1
124M1
22C1
B/ANGLE
EL: 133-10
B/ANGLE
EL: 134-10
27C1
124M13
3-95/8
3-95/8
2-95/8
87B1
HSS8x4x1/4
HSS7x7x1/2
4
4
99B7
HSS7x7x1/2
3/16
3/16
HSS7x7x3/8
TYP.
43C3
TYP.
ES103
86B3
W21x48
HSS10x8x5/8
99B6
HSS7x7x3/8
HSS7x7x3/8
HSS7x7x3/8
HSS7x7x3/8
77B3
HSS10x8x5/8
99B5
4
43C2
HSS7x7x1/2
HSS7x7x3/8
43C1
5-83/8
HSS7x7x1/2
76B2
T/STEEL
EL: 137-75/8
HSS10x8x5/8
99B4
43C3
HSS10x8x5/8
99B3
T/STEEL
EL: 143-4
ELEVATION VIEW AT PARAPET ALONG GRID 19
(REF. ERECTION SHEET# E107)
SHAWNEE FABRICATORS, INC.
5 AMERICAN WAY SHAWNEE, OKLA. 74804
PHONE (405) 275-8264 FAX (405) 275-8440
PROJECT
NANCY O'BRIAN CPA
LOCATION
APPROVER:
PLEASE VERIFY ALL
CLOUDED INFORMATION.
CONTRACTOR
1801 STUBBEMAN AVE. NORMAN, OKLAHOMA
MANHATTAN CONSTRUCTION
ARCHITECT
MA+
REFERENCE
S-104
HOLES
PAINT
UNLESS NOTED
APPROVAL/FABRICATION/REVISION
A
REV
05-04-2020
DATE
DRAWN
MK
CHECKED
SF
FOR APPROVAL
DESCRIPTION
SHEET #
JOB #
E110
6175
05/06/2020
JMS
257
MC-04
05/06/2020
JMS
258