HomeMy WebLinkAboutREACTIONS MB124 Kirby Dr
Version 2019.02.19 (2/25/19)
124 Kirby Dr Ph: (615) 325-4165 Portland, TN 37148
Portland, TN 37148 Fax: (800) 231-3460 Ph: (615) 325-4165
Fax: (800) 231-3460
Page: R1 of
Date: 4/26/2020
GENERAL INFORMATION FOR COLUMN BASE REACTIONS
Project Name:FPL-EOC AT INTERSTATE SOLAR
KBS Project Number: K2090272A (MAIN BUILDING: PHASE A)
Customer:CURINGTON CONSTRUCTION
NBG Engineer:CHRIS TUCKER
GLOBAL X GLOBAL Y GLOBAL Z
( + to right) ( + upward) ( + counter-clockwise)
+ X + Y + Z
Excellence from the ground up
Column base reactions are included in this packet for a building designed by Kirby Building Systems. These
reactions result from frame analysis done by the KBS Engineer for this specific job. They reflect all loading
to which the building may be subject, per the appropriate building code and loading information provided to
Kirby Building Systems at the date of design. Reaction packets marked "FOR REVIEW" are subject to
change and are usually provided at the request of the customer, although the KBS Engineer believes he/she is
working with undefined, incomplete or assumed information.
Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of
the frame sketch given on the reactions sheets.
Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate
load factors and combinations to be used with either Working Stress or Ultimate Strength design methods.
Wind load cases are given for each primary wind direction.
For ASCE7-10 based building codes, the unfactored load case reactions due to wind are generated using the
ultimate design wind speed (Vult).
Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt
embedment lengths and types are not provided by Kirby Building Systems. This information is closely
related to the complete foundation design which should be done by a Registered Professional Engineer
familiar with the local site conditions and construction practices.
FOR REVIEW FOR CONSTRUCTION
9
4/26/20 1
05/04/2020
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
This design extends only for the loads specified on Kirby's purchase order as applied
to the structural components of the building designed and fabricated by Kirby and
erected in accordance with Kirby's instructions.
Note: Kirby's Engineer is not acting as the Engineer of Record for this construction
project and is not responsible for the observation or inspection of the building
system during or after erection.
Revision:
Standard Load Nomenclature:
+---------------------------------------+----------------------------------------------+
Note: Not all load conditions are applicable to all buildings.
DL - DEAD LOAD WL1 - WIND LEFT W/ INT. PRESS.
LL - LIVE LOAD WR1 - WIND RIGHT W/ INT. PRESS.
CL - COLLATERAL LOAD WL2 - WIND LEFT W/ INT. SUCT.
SL - SNOW LOAD WR2 - WIND RIGHT W/ INT. SUCT.
DRIFT - SNOW DRIFT LW1/LNWIND1 = LONG. WIND W/ INT. PRESS.
SLIDE - SLIDING SNOW LW2/LNWIND2 = LONG. WIND W/ INT. SUCT.
FxPAT_LLx - PATTERN LIVE LWIND1_L2E - LONG. WIND W/ INT. PRESS. + ZONE 2E
FxPAT_SLx - PATTERN SNOW LWIND1_R2E - LONG. WIND W/ INT. PRESS. + ZONE 2E
FxUNB_SL_L - UNBALANCED SNOW LEFT LWIND2_L3E - LONG. WIND W/ INT. SUCT. + ZONE 3E
FxUNB_SL_R - UNBALANCED SNOW RIGHT LWIND2_R3E - LONG. WIND W/ INT. SUCT. + ZONE 3E
FxCRANEA1 - MAX LEFT W/ THRUST RIGHT WINDP/WP - WIND PRESS. W/ INT SUCT. ENDWALL & SC
FxCRANEA2 - MAX LEFT W/ THRUST LEFT WINDS/WS - WIND SUCT. W/ INT PRESS. ENDWALL & SC
FxCRANEA3 - MAX RIGHT W/ THRUST RIGHT SEISMIC LEFT - SEISMIC LEFT
FxCRANEA4 - MAX RIGHT W/ THRUST LEFT SEISMIC RIGHT - SEISMIC RIGHT
Page 2 Of 9
1 RERUN REW TO BE 1/2-LOAD FRAME. [SEE PAGE 6]
[DESIGN CHECK RUN# K2090272MBR1]
5/4/20
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
Table Of Contents
COVER PAGECOVER PAGE
REACTIONS
COVER PAGE
REACTIONS
11
4
- 2 - 2
- 9
Page 3 Of 9
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
KIRBY BUILDING SYSTEMS
124 KIRBY DR.
PORTLAND, TN 37148
REACTIONS, ANCHOR BOLTS, & BASE PLATES
FOR
CURINGTON CONSTRUCTION
2652 NE 24TH ST
OCALA, FL
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
FORT PIERCE, FL
K2090272MB
BUILDING LAYOUT
Width (ft)= 56.0
Length (ft)= 110.0
Eave Height (ft)= 15.0/ 15.0
Roof Slope (rise/12) = 1.00/ 1.00
BUILDING LOADS
Roof Dead Load (psf) = 2.5
Wall Dead Load
Left Endwall (psf) = 2.0
Right Endwall (psf) = 8.0
Front Sidewall(psf) = 2.0
Back Sidewall(psf) = 2.0
Roof Live Load (psf) = 20.0
Frame Live Load (psf) = 12.0
Collateral Load (psf) = 10.0
Wind Speed (mph) = 160.0
Wind Code = FBC 17 (IBC 15)
Closed/Open = C
Exposure = C
Internal Wind Coeff = -0.18, +0.18
Importance - Wind = 1.00
Importance - Seismic = 1.00
Seismic Design Category= A
Page 4 Of 9
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
-------------------------------
Designer : CTT
Detailer : TB
4/26/20
================================================================================
K2090272MB Bracing Reactions Report: 4/26/20 9:18pm
================================================================================
BUILDING BRACING REACTIONS:
---------------------------
------Reactions(k)--------
---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft)
Loc Line Line Horz Vert Horz Vert Wind Seismic Notes
---- ---- ------- ----- ----- ----- ----- ------ ------- -----
L_EW 1 C ,E 3.21 3.37 0.09 0.09
F_SW G 4 ,5 4.05 4.84 0.23 0.28 (b)
R_EW 6 (h)
B_SW A 4 ,3 4.05 4.84 0.23 0.28 (b)
---- ---- ------- ----- ----- ----- ----- ------ ------- -----
(b)Wind bent in bay, base above finish floor
(h)Rigid frame at endwall
Reaction values shown are unfactored. Maximum load combination factors are:
Wind : 0.60
Seismic: 0.70
================================================================================
K2090272MB Additional Reactions Report: 4/26/20 9:18pm
================================================================================
Rigid Frame Column Reactions(k)
--------------------------------
Frame Col ----Dead--- Collateral ----Live--- Wind_Left1 Wind_Right1
Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert
----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
2 A 1.2 2.4 3.8 6.2 4.5 7.4 -16.7 -24.6 -6.7 -17.0
2 G -1.2 2.4 -3.8 6.2 -4.5 7.4 6.7 -17.0 16.7 -24.6
3 A 1.2 2.4 3.8 6.2 4.5 7.4 -16.6 -24.4 -6.6 -17.0
3 G -1.2 2.4 -3.8 6.2 -4.5 7.4 6.6 -17.0 16.6 -24.4
Page 5 Of 9
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
4 A 1.2 2.4 3.8 6.2 4.5 7.4 -16.6 -24.4 -6.6 -17.0
4 G -1.2 2.4 -3.8 6.2 -4.5 7.4 6.6 -17.0 16.6 -24.4
5 A 1.2 2.4 3.8 6.2 4.5 7.4 -16.6 -24.4 -6.6 -17.0
5 G -1.2 2.4 -3.8 6.2 -4.5 7.4 6.6 -17.0 16.6 -24.4
6 A 1.3 2.4 3.8 6.2 4.6 7.4 -22.6 -32.2 -8.8 -21.2
6 G -1.3 2.4 -3.8 6.2 -4.6 7.4 8.8 -21.2 22.6 -32.2
Frame Col Wind_Left2 Wind_Right2 Wind_Long1 Wind_Long2 -Seis_Left-
Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert
----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
2 A -13.1 -14.1 -3.1 -6.5 -7.4 -23.1 -8.2 -18.6 -0.1 0.0
2 G 3.1 -6.5 13.1 -14.1 8.2 -18.6 7.4 -23.1 -0.1 0.0
3 A -13.0 -13.9 -3.0 -6.5 -7.4 -22.9 -8.1 -18.5 -0.1 0.0
3 G 3.0 -6.5 13.0 -13.9 8.1 -18.5 7.4 -22.9 -0.1 0.0
4 A -13.0 -13.9 -3.0 -6.5 -7.4 -22.9 -8.1 -18.5 -0.1 0.0
4 G 3.0 -6.5 13.0 -13.9 8.1 -18.5 7.4 -22.9 -0.1 0.0
5 A -13.0 -13.9 -3.0 -6.5 -7.4 -22.9 -8.1 -18.5 -0.1 0.0
5 G 3.0 -6.5 13.0 -13.9 8.1 -18.5 7.4 -22.9 -0.1 0.0
6 A -18.9 -21.7 -5.1 -10.7 -10.9 -30.1 -12.1 -23.3 -0.1 0.0
6 G 5.1 -10.7 18.9 -21.7 12.1 -23.3 10.9 -30.1 -0.1 0.0
Frame Col -Seis_Right
Line Line Horz Vert
----- ------ ----- -----
2 A 0.1 0.0
2 G 0.1 0.0
3 A 0.1 0.0
3 G 0.1 0.0
4 A 0.1 0.0
4 G 0.1 0.0
5 A 0.1 0.0
5 G 0.1 0.0
6 A 0.1 0.0
6 G 0.1 0.0
------------------------------------------------------------------------------
Endwall Column Reactions(k)
-----------------------------
Wind Wind Wind Wind Wind
Frame Col Dead Collat Live Left1 Right1 Left2 Right2 Press
Line Line Vert Vert Vert Vert Vert Vert Vert Horz
----- ---- ----- ----- ----- ----- ----- ----- ----- -----
1 A 0.5 0.9 1.8 -4.9 -3.2 -3.2 -1.5 -2.7
1 C 0.8 1.9 3.7 -10.9 -5.0 -7.9 -1.9 -5.1
1 E 1.0 2.4 4.8 -7.6 -13.0 -3.7 -9.1 -5.9
1 G 0.5 1.1 2.2 -3.6 -5.9 -1.7 -3.9 -3.3
Wind Wind Wind
Frame Col Suct Long1 Long2
Line Line Horz Vert Vert
----- ---- ----- ----- -----
1 A 3.1 -5.0 -3.0
Page 6 Of 9
6 A 0.8 1.7 2.1 3.4 2.5 4.0 -12.3 -17.5 -4.8 -11.5
6 G -0.8 1.7 -2.1 3.4 -2.5 4.0 4.8 -11.5 12.3 -17.5 1
6 A -10.3 -11.8 -2.8 -5.8 -5.9 -16.4 -6.6 -12.7 0.0 0.0
6 G 2.8 -5.8 10.3 -11.8 6.6 -12.7 5.9 -16.4 0.0 0.0 1
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
1 C 5.6 -10.8 -5.2
1 E 6.4 -7.8 -12.9
1 G 3.7 -3.5 -6.0
------------------------------------------------------------------------------
Wind Wind
Frame Col Dead Press Suct
Line Line Vert Horz Horz
----- ---- ----- ----- -----
6 F 0.2 -6.3 7.0
6 B 0.2 -6.3 7.0
------------------------------------------------------------------------------
================================================================================
K2090272MB Seismic Design Report: 4/26/20 9:18pm
================================================================================
Building Data
-------------
Code =IBC 15
Length = 110.00
Width = 56.00
Left Eave Height = 15.00
Right Eave Height = 15.00
Seismic Formula
---------------
Base Shear, V = 0.01*W
Vmin = 0.044*Sds*Ie*W
Vmax = Sd1*Ie*W/(T*R
T(Moment_Frame) = 0.259
Shear Force, E = V
(Rigid frame, endwall frame, wind bent, wind column & base reactions)
T(Braced_Frame) = 0.161
Shear Force, Em = Omega*V
(Wall diagonal bracing, splice at rigid frame & wind bent knee)
Note: Applied load is seismic force multiplied by load combination
Zone/Design Category= A
S1 = 0.030
Sd1 = 0.048
Sds = 0.076
Seismic Dead Load, W
--------------------
Frame Dead = 2.00 (psf)
Roof Dead = 2.50 (psf)
Page 7 Of 9
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
Collateral = 10.00 (psf)
Roof Total = 14.50 (psf) , Weight= 89.32 (k)
L_EW Dead = 2.00 (psf) , Weight= 0.91 (k)
F_SW Dead = 2.00 (psf) , Weight= 1.65 (k)
R_EW Dead = 8.00 (psf) , Weight= 3.62 (k)
B_SW Dead = 2.00 (psf) , Weight= 1.65 (k)
-------
Total = 97.15 (k)
Seismic Forces
--------------
Roof Bracing
Cs = 0.0100
W = 93.85 (k)
Force, V = 0.94 (k) (Vmin)
Force, E = 0.94 (k)
Wind Bents
Front
Cs = 0.0100
W = 46.92 (k)
Force, V = 0.47 (k) (Vmin)
Force, E = 0.47 (k)
Back
Cs = 0.0100
W = 46.92 (k)
Force, V = 0.47 (k) (Vmin)
Force, E = 0.47 (k)
Endwall Bracing
Left Omega= 1.00
Cs = 0.0100
W = 9.00 (k)
Force, V = 0.09 (k) (Vmin)
Force, Em = 0.09 (k)
Force, E = 0.09 (k)
Rigid Frames
Cs = 0.0100
Frame 1 W = 18.00 (k)
Force, V = 0.18 (k) (Vmin)
Force, E = 0.18 (k)
Frame 2 W = 18.00 (k)
Force, V = 0.18 (k) (Vmin)
Force, E = 0.18 (k)
Frame 3 W = 18.00 (k)
Force, V = 0.18 (k) (Vmin)
Force, E = 0.18 (k)
Frame 4 W = 18.00 (k)
Force, V = 0.18 (k) (Vmin)
Force, E = 0.18 (k)
Page 8 Of 9
Job No.
Customer
Address
K2090272MB
FPL-EOC AT INTERSTATE SOLAR
3650 AICO RD
Checker
Seal Engr.
Designer CTT
Revision #FORT PIERCE, FL
Frame 5 W = 18.00 (k)
Force, V = 0.18 (k) (Vmin)
Force, E = 0.18 (k)
End Plates
Frame Omega= 1.00
Wind Bent Omega= 1.00
Total Base Shear
Longitudinal
Force, V = 0.94 (k)
Transverse
Force, V = 0.99 (k)
Page 9 Of 9