HomeMy WebLinkAboutPA2023-0058_20230306_Structural Calculations dated 02-02-2023Structural Engineering Calculations for:
Clearwater Newport
101 Bayview Place
Newport Beach, CA 92660
2'-2" x 12'-1" blade sign
Index
Title …………………………………….1
Basis for Design …………………………………….2
Seismic Loads …………………………………….3
Wind Loads …………………………………….4
Wall Plate & Screw Design …………………………………….5 - 6
Outrigger Design …………………………………….7 - 8
IBC 2021.4
02/02/2023Signed
Project:
Descript:
BUILDING CODE:
APPROXIMATE SITE ELEVATION:
GROUND ELEVATION = #REF!
LIVE / SNOW LOADS: NA
GRAVITY / DEAD LOADS:
STEEL FRAME SIGN CABINETS =15 PSF
LATERAL LOAD PARAMETERS:
WIND:
BASIC WIND SPEED, V =
WIND EXPOSURE = C
SEISMIC: < WIND, WIND GOVERNS
DESIGN SPECTRAL RESPONSE ACCELERATION = SS =1.30 SDS =1.04
S1 =0.46 SD1 =0.59
SEISMIC DESIGN CATEGORY = D
RESPONSE MODIFICATION, R = 3.000
STEEL:
PLATES AND SHAPES: ASTM A36, Fy = 36 ksi
SQUARE OR RECTANGULAR HSS: ASTM A500, GRADE B, Fy = 46 ksi
WELDING: LOW HYDROGEN, E70 SERIES RODS
SCREW FASTENERS:
DESIGN AND INSTALLATION PER:
ICC-ES ESR-2196 FOR HILTI KWIK-PRO SD SCREWS
ICC-ES ESR-3332 FOR HILTI KWIK-FLEX, ELCO DRIL-FLEX, OR DEWALT DRIL-FLEX SCREWS
ICC-ES ESR-1976 FOR ITW BUILDEX TEKS SD SCREWS
BASIS FOR DESIGN
Clearwater Newport
2'-2" x 12'-1" blade sign
RISK CATEGORY = II
95 MPH, 3-SECOND GUST
2022 EDITION OF THE CALIFORNIA BUILDING CODE
IBC 2021.4
Page 2 of 8
02/02/2023
SEISMIC LOADS ON NON STRUCTURAL COMPONENTS
Project:
Descript:
Ref:ASCE 7-16, section 11.4 & 13.3, table13.5-1
Site Classification Characteristics
https://hazards.atcouncil.org/
SS = 1.299 g, max earthquake acceleration
Site Classification: D stiff soil (tbl 20.3-1)
Fa = 1.200 acceleration based amplification (tbl 11.4-1)
Seismic Force horizontal component:
SMS = (Fa)(SS) = 1.559 g (eq 11.4-1)
SDS = (2 SMS)/3 = 1.039 g (eq 11.4-3)
Component Amplification Factor, ap = 2.500 (tbl 13.5-1 or 13.6-1)
Component Resp. Mod. Factor, Rp = 3.000 (tbl 13.5-1 or 13.6-1)
Component Importance Factor, Ip = 1.0 (13.1.3)
Component Weight, Wp = 0.400 kips
Attachment height, z = 24.000 ft
Average roof height of structure, h = 37.500 ft
Fp = ((0.4 ap SDS Wp)/(Rp/Ip))(1 + 2(z/h)) = 0.316 kips (13.3-1)
Maximum FP = 1.6 SDS IP WP = 0.665 kips (13.3-2)
Minimum FP = 0.3 SDS IP WP = 0.125 kips (13.3-3)
Fp= 0.316 kips
Equivalent Horiz. Seismic Coefficient=0.790 x weight = horiz. seismic load (F p )
Seismic force, vertical component:
Use concurrent vertical force of 0.2SDSWp =0.083 kips (section 13.3 notes)
Equivalent Vert. Seismic Coefficient=0.208 x weight = vert. seismic load
Clearwater Newport
2'-2" x 12'-1" blade sign
IBC 2021.4
Page 3 of 8
02/02/2023
WIND LOAD ON DOUBLE FACE SIGNS WITH CLOSED ENDS
Project:
Descript:
Ref:ASCE 7-10, Chapter 29
https://hazards.atcouncil.org/
Velocity Pressure
Height to Top of Sign Element, h = 31.167 ft
Velocity Pressure Exposure Coeff., Kh = 0.990 Exposure: C
Topographic Factor, Kzt = 1.000
Directionality Factor, Kd = 0.850
Ground Elevation Factor, Ke = 0.998 Ground Elevation: 60 ft
Basic Wind Speed, Vult = 95 mph
Velocity Pressure, qh, ult = 19.403 psf
Force Coefficient - Cases A & B
Horizontal Dimension of Sign, B = 2.167 ft
Vertical Dimension of Sign, s = 12.083 ft
Sign Depth, Lr = t = 2.000 ft
R min =0.923
Lr/s = 0.166
s/h = 0.388
B/s = 0.179
Allowable reduction in Cf =1.000
Additional allowable reduction in Cf =1.000
Cf = 1.840 cases A and B
Design Pressures (Ultimate Strength Level)
Gust Response Factor, G = 0.850 default for rigid structure
Design Wind Pressure = 30.3 psf, cases A and B
Clearwater Newport
2'-2" x 12'-1" blade sign
IBC 2021.4
Page 4 of 8
02/02/2023
FORCES FOR RECTANGULAR WALL PLATE - SYMMETRIC ABOUT BOTH AXIS
ASD demands on entire bolt group:
Max = Pax = 0.082 k
May = Pay = -0.068 k
Maz = Paz = 0.038 k
Anchor group geometry (layout must be symmetric about both axis):
Column spacing, Sx = 4 in
Bolt Layout Row spacing, Sy = 13.5 in
Ix =1093.5 in 4 /A b
Iy =96.0 in 4 /A b
o o o I p =1189.5 in 4 /A b
o o cx =4.0 in
o o o cy =13.5 in
1 2 3 4 5 6 n =8
Worst case tension demand on single bolt:
0.109 k
Worst case shear demand on single anchor:
*ASSUMES PLATES ARE STIFF ENOUGH TO TRANSFER LOADS 0.013 k
WITHOUT PRYING ACTION, ETC.
Bolt Forces tension (Kips), (+tension, -compression)Bolt Forces resultant shear (Kips)
6
5
4
3 0.109 0.025 -0.058
2 0.088 -0.079
1 0.068 -0.016 -0.099
1 2 3 4 5 6 4 5 6
*ASSUMES PLATE IS STIFF ENOUGH TO TRANSFER LOADS WITHOUT PRYING
Bolt Forces shear x (Kips)Bolt Forces shear y (Kips)
6
5
4
3 0.010 0.010 0.010
2 0.010 0.010
1 0.010 0.010 0.010
1 2 3 4 5 6 1 2 3 4 5 6
1 -0.009 -0.009 -0.009
3 -0.009 -0.009 -0.009
2 -0.009 -0.009
5
4
1 2 3
6
2 0.013 0.013
1 0.013 0.013 0.013
4
3 0.013 0.013 0.013
5
5
4
3
2
1
6
Project: Clearwater Newport
Descript: 2'-2" x 12'-1" blade sign
Reference:AISC "Steel Design Guide 1", 2nd Edition & AISC 360: F11.1., J3.6 & J3.7
Envelope reaction
0.139 k'
0.167 k'
0.000 k'
6
IBC 2021.4
Page 5 of 8
02/02/2023
STEEL PLATE DESIGN FOR RECTANGULAR WALL PLATE
Project:Project Name & OPY #
Descript: Description
Reference:AISC steel construction manual, pages 7-8 thru 7-12, AISC 360 section J3.6
See previous page for plate geometry & forces transferred to base plate
Steel Plate Design:
Plate specification used:
Yield Stress, Fy =36 ksi
Plate Geometry:Column Dimensions:
Plate Dimension in X Direction, X=in Min. perp to sign face =3 in
Plate Dimension in Y Direction, Y=in Column type:Square in
Two cases checked for plate bending with a square column, bending at face governs
Resulting moment in plate due to bolts in tension, Mpl =k-in Limit Beff to OD: NO
Effective bending width of plate, Beff =in
Ω =
Min. Plate Thickness, tmin =in = (Eq F11-1, Solved for tmin)
Actual Plate Thickness =in
ASTM A36
0.165
0.500
11.000
30.000
1.610
11.000
1.67
4Ω
IBC 2021.4
Page 6 of 8
02/02/2023
Detail Report: Outrigger
Load Combination:Envelope Code check:0.068 (LC 2)
y
z
y
z
x
Input Data
Shape:HSS3X3X3
Member Type:Beam
Length (in):37
Material Type:Hot Rolled Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISC 15th (360-16):
ASD
I Node:N1
J Node:N2
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A500 Gr.B Rect
E (ksi):29000
G (ksi):11154
Nu:0.3
Therm. Coeff. (/1E5 F):0.65
Density (k/ft ):
3 0.527
F (ksi):y 46
R :y 1.4
F (ksi):u 58
R :t 1.3
Shape Properties
d (in):3
b (in):f 3
t (in):0.174
I (in ):yy 4 2.46
I (in ):zz 4 2.46
Area (in ):
2 1.89
J (in ):
4 4.03
Design Properties
L (in):b y-y 37
L (in):b z-z 37
L :comp top Lbyy
L (in):comp bot 37
L (in):torque 37
K :y-y 1
K :z-z 1
y sway:No
z sway:No
Function:Lateral
Seismic DR:None
Max Defl Ratio:L/5986
Max Defl Location:37
Span:1
τ :b 1
Outrigger
N1 N2
-0.012 at 37 in
y Deflection (in)
Diagrams:
-0.014 at 37 in
z Deflection (in)
RISA-3D Version 20 [ OUTRIGGER.r3d ]Page 1
Company
Designer
Job Number
Model Name
:
:
:
:
YESCO
Carl Meyers
Checked By : __________
2/2/2023
5:04:35 PM
Page 7 of 8
02/02/2023
0 at 0 in
-0.038 at 0 in
Axial Force (k)
0.072 at 0 in
0.034 at 12.33 in
y Shear Force (k)
0.082 at 0 in
0 at 0 in
z Shear Force (k)
Torsion (k-ft)
0 at 37 in
-0.167 at 0 in
y-y Moment (k-ft)
0.147 at 0 in
0 at 37 in
z-z Moment (k-ft)
0 at 0 in
-0.02 at 0 in
Axial Stress (ksi)
1.079 at 0 in
-1.079 at 0 in
Bending Strong Stress (ksi)
1.219 at 0 in
-1.219 at 0 in
Bending Weak Stress (ksi)
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result
Applied Loading - Bending/Axial 2 - -- -
Applied Loading - Shear + Torsion 2 - -- -
Axial Tension Analysis 2 0 k 52.0599 k - -
Axial Compression Analysis 2 0 k 48.5038 k - -
Flexural Analysis (Strong Axis)2 0.1388 k-ft 4.522 k-ft - -
Flexural Analysis (Weak Axis)- 0.1666 k-ft 4.522 k-ft - -
Shear Analysis (Major Axis y)2 0.068 k 14.2519 k 0.0048 PASS
Shear Analysis (Minor Axis z)2 0.0816 k 14.2519 k 0.0057 PASS
Bending & Axial Interaction Check (UC Bending Max)2 - -0.0675 PASS
Torsional Analysis 2 0 k-ft 3.7996 k-ft 0 PASS
RISA-3D Version 20 [ OUTRIGGER.r3d ]Page 2
Company
Designer
Job Number
Model Name
:
:
:
:
YESCO
Carl Meyers
Checked By : __________
2/2/2023
5:04:36 PM
Page 8 of 8
02/02/2023