HomeMy WebLinkAboutDesign LoadsENDWALL COLUMN: BASIC COLUMN REACTIONS (k )
Wind Wind
Frm Col Press Suct -MIN_SNOW--
Line Line Horz Horz Horz Vert
2 D -4.3 4.7 0.0 7.5
2 C -4.9 5.4 0.0 6.4
2 B -4.3 4.7 0.0 7.5
Frm Col Dead Collet
Line Line Vert Vert
5 A 0.9 0.3
5 B 1.7 0.8
5 C 1.6 0.7
5 D 1.7 0.8
5 E 0.9 0.3
Wind
Frm Col Suct
Line Line Horz
5 A 0.0
5 B 4.6
5 C 5.5
5 0 4.6
5 E 0.0
E1UNB_SL_L-
Harz Vert
0.0 19.1
0.0 12.9
0.0 3.3
Live Snow WInd_Let t1
Vert Vert Horz Vert
3.5 8.5 0.0 -5.9
7.6 15.0 3.4 -15.0
6.5 13.2 0.0 -2.8
7.6 15.0 0.0 -6.5
3.5 8.5 0.0 -5.1
ElUNB_SL_R-
Horz Vert
0.0 3.3
0.0 12.9
0.0 19.1
Wind_Long1 Wind_Long2 Seis_Left
Horz Vert Horz Vert Horz Vert
0.0 -4.0 0.0 -2.4 0.0 0.0
0.0 -9.8 1.4 -7.9 1.5 -1.7
1.4 -8.4 0.0 -5.2 0.0 1.7
0.0 -6.3 0.0 -11.5 0.0 -0.1
0.0 -2.4 0.0 -4.0 0.0 0.0
Frm Col E2UNB_SL_R-
Line Line Horz Vert
5 A 0.0 1.9
5 B 0.1 3.3
5 C 0.0 13.3
5 D 0.0 19.5
5 E 0.0 5.0
ENDWALL COLUMN:
Frm Col
Line Line
Wind_Rightl
Harz Vert
0.0 -5.1
0.0 -2.1
3.4 -11.0
0.0 -11.2
0.0 -5.9
Segs Rght
Horz Vert
0.0 0.0
0.0 1.9
1.5 -2.0
0.0 0.1
0.0 0.0
MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES
Calumn_Reactions(k )
Loud Hmax V Locd
Id H Vmax Id
2 D * 12 2.8 -5.8 13
14 0.0 21.4 12
2 C * 15 3.3 -3.4 16
17 0.0 15.0 15
2 B * 18 2.8 -5.8 16
17 0.0 21.4 18
5 A 6 0.0 -2.9 6
1 0.0 9.7
5 B 19 2.8 -8.1 13
20 0.0 22.1 19
5 C 15 3.3 -5.7 13
21 0.0 15.6 15
5 D 18 2.8 -5.9 16
21 0.0 22.0 18
Wind
Wnd_Left2 Wind_Right2 Press
Horz Vert Horz Vert Horz
0.0 -4.4 0.0 -3.6 0.0
2.8 -10.8 0.0 0.7 -4.2
0.0 -1.3 2.8 -8.1 -5.0
0.0 -2.9 0.0 -7.6 -4.2
0.0 -3.6 0.0 -4.4 0.0
-MI N_SNOW-- E2UNB_SL_L-
Horz Vert Horz Vert
0.0 2.8 0.0 5.0
0.0 7.7 0.0 19.7
0.0 6.5 0.1 13.1
0.0 7.7 0.0 3.4
0.0 2.8 0.0 1.9
Hm,n V Bolt(in) Base_Prote(in) Grout
H Vmin Qty Dia Width Length Thick (in)
- 2.6
2.8
- 2.9
3.3
-2.6
2.8
- 5.8
- 5.8
- 3.2
- 3.4
- 5.8
- 5.8
0.0 -2.9 4 0.625 6.000 12.00 0.375 1.5
- 2.5 -4.8 4 0.625 6.000 8.000 0.375 1.5
2.8 -8.1
- 3.0 -4.1 4 0.625 6.000 8.000 0.375 1.5
3.3 -5.7
- 2.5 -5.9 4 0.625 6.000 8.000 0.375 1.5
2.8 -5.9
5 E 7 0.0 -2.9 7 0.0 -2.9 4 0.625 6.000 12.00 0.375 1.5
1 0.0 9.7
*See Rgid Frame Interior Column Reactions
GENERAL NOTES
1. THE METAL BUILDING MANUFACTURER IS
RESPONSIBLE FOR THE DESIGN OF THE ANCHOR
BOLT DIAMETER ONLY TO PERMIT THE
TRANSFER OF FORCES BETWEEN THE BASE
PLATE AND THE ANCHOR BOLT IN SHEAR,
BEARING AND TENSION, BUT IS NOT
RESPONSIBLE FOR THE ANCHOR BOLT
EMBEDMENT FOR TRANSFER OF FORCES TO THE
FOUNDATION.
THE METAL BUILDING MANUFACTURER DOES NOT
DESIGN AND IS NOT RESPONSIBLE FOR THE
DESIGN, MATERIAL AND CONSTRUCTION OF
THE FOUNDATION EMBEDMENTS. THE END
USE CUSTOMER SHOULD ASSURE HIMSELF THAT
ADEQUATE PROVISIONS ARE MADE_ IN THE
FOUNDATION DESIGN FOR LOADS IMPOSED BY
COLUMN REACTIONS OF THE BUILDING, OTHER
IMPOSED LOADS, AND BEARING CAPACITY OF
THE 501L AND OTHER CONDITIONS OF THE
BUILDING SITE. IT IS RECOMMENDED THAT
THE ANCHORAGE AND FOUNDATION OF THE
BUILDING BE DESIGNED BY A REGISTERED
PROFESSIONAL ENGINEER EXPERIENCED IN
THE DESIGN OF SUCH STRUCTURES,
(SECTION 03 MBMA 2006 METAL BUILDING
SYSTEMS MANUAL)
2. BOTTOM OF ALL BASE PLATES ARE AT THE
SAME ELEVATION. (UNLESS NOTED)
A
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE TO THE FOLLOWING:
DESIGN LOADS
DESIGN CODE
ENCLOSURE
DEAD LOAD
COLLATERAL LOAD
IBC 15
Closed
3.0 psf
2.0 psf
WIND LOAD
Basic Wind Speed(3 sec. Gust) 115 MPH
Wind Importance Factor 1.00
Risk Category H
Exposure
Internal Pressure Coefficients
Designed pressure for wall Panel
Job No. Z18 - 390A 07/12/18
C
-0.18 /+0.18
27.00 psf
LIVE LOAD 20.00 psf
ROOF SNOW LOAD
Ground snow Load (Pg)
Roof Snow Load
Snow Exposure Factor (Ce)
Snow Importance Factor
Thermal Factor ( Ct)
SEISMIC LOAD
Seismic Importance Factor
Mapped Spectral Response Acceleration
Site Class:
Spectral Response Coefficients
Seismic Design Category:
Basic Force resisting system:
(OCBF) Ordinary Steel Concentrically Braced Frames
(OMRF) Ordinary Moment Frame
Tributary Reduction: No
57.E4 psf
40.00 psf
1.00
1.00
1.00
1.00
Ss= 0.3100
D
Sds= 0.3207
B
S1= 0.0740
Sdl= 0.1184
Analysis Procedure Used: Equivalent Lateral Force Procedure
Design Base shear for OMRF: V = Longitudinal 12.02 kips, & Transverse 11.74 kips
Seismic Response Coefficients RFCs = 0.0917 BFCs = 0.0642
Response Modification Factor(OMRF) R= 3.50 Omega = 3.00 rho = 1.33
Response Modification factor (OCBF) R= 5.00 Omega = 2.00 rho = 1.50
OTHER LOADS
Roof Loads: (3) Roof Exhaust Ventilators @ 193 lbs. each
Mezzanine: N / A
07/17/18
n
A
A ISSUED FOR REVISED 7/16/18
/8\ ISSUED FOR APPROVAL 6/13/18
1111101101� 925 SWOT ,CO, AVENUE
EWEST N 80110
1-888-480-5552
BRAEMAR
Building Systems
3149 HALDIMAND ROAD 9
YORK, ONTARIO NOA 1R0
1-866-382-5115
CUSTOMERS CMC GROUP
PROJECTSN❑W REMOVAL EQUIP STORAGE BLD
LOCATIONS RIFLE, CO
DRAVN BYE N/A
DATE. 6/13/18
JON. Z18 -390A
CHECKED BY.
DATE.
SHECTt A3