HomeMy WebLinkAboutx2021-2500 - CalcsMICHAEL R DALE, PE X2021- 2.Q
31966 Odyssey Or, Winer,A 92546
Phone: (760) 802-3712 rrtl lir bQ (;p
Phone: 3y01 NewPoft N*
November 6, 2021 ° �� r�'D'� q0
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City of Newport Beach `'T RT i Ncssrq�� SrR�� i>
Community Development Department Building ivisio
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Removal and replacement of Gas Staatipn Y�Ifihd�nd , mine°o o'� ti'ti �cr �Ftir
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3401 Newport Boulevard
Plan check No: 2161-2021
The following is the plan check response letter for
STRUCTURAL
3. Provide wind and seismic load analysis of existing HSS1
column analysis according to requirements in AISC 360-10
Please reference the attached calculations checking the
4. Include summary of DL of canopy structure elements and finish surfaCb
The Fascia is 4-psf. The roof framing is panel and misc = 3-psf, purlin I = 2.1-psf, and
beams = 38-plf/28-ft = 1.4-psf = 6.5-psf total dead load. ��
Please call me with any questions or
Thank you,
Michael Dale, P.E.
Project engineer
BUILDING DIVISION
DEC - 2 2021
BY: D.A.
CHECK EXISTING COLUMNS: H�.,:= 16.5 -FT HEIGHTOFCOLUMNS W 32 -FT
Vp=3.0-FT VERTICAL WIND PROJECTION L:=56•FT LENGTH OF CANOPY
WIDTH OF CANOPY
PpwV L
Fw :_ = 1.165KIPS TOTAL WIND FORCE ACTING ON EACH COLUMN
2.2
W L
TA:= •= 448SF TRIBUTARYAREAACTING ON ONE COLUMN
2 2
rr W
Fs := L�D,-TA) + Dw. 2 L + 2 Vp •Qe p = 1169.3LB TOTAL SEISMIC LOAD
COLUMN DESIGN (FIXEDAT BASE & PINNED ATTOP) k = 2.1
THE TS 10"x10"4116" COLUMNS IS STRUCTURALADEQUATE PER ENERCALC OUTPUT
CHECK EXISTING 1 1l4"x18"x1'-6" BASE PLATE WITH (4)1" DIAMETER A307 x 36" LONG
ANCHOR WITH A 6" PROJECT AND A MIN 24" EMBEDMENT TO TOP OF SQUARE WASHER.
Ms Q.'Fs-Hco1=24.12FT•KIPS MAXIMUM MOMENT < BBP=30•FT-KIPS OK
PER ATTACHED TABLES BBP#1030 IS MORE THAN STRUCTURALLY ADEQUATE.
CHECK THE EXISTING T-6" DIAMETER x 6'3" DEEP CAISSION IS STRUCTURALLYADEQUATE PER
ENERCALC OUTPUT
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DESCRIPTION: columns
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: IBC 2018
General Information
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 24 OCT 2021, 10:25PM
Steel Section Name :
HSS10x10x3/16
Overall Column Height 16.50 It
Analysis Method:
Allowable Strength
Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy: Steel Yield
46.0 ksi
X -X (width) axis:
E: Elastic Bending Modulus
29,000.0 lost
Unbraced Length for budding ABOUT Y -Y Axis =16.50ft,K=2.1
0.0 k
At maximum location values are ...
Y -Y (depth) axis:
Top along Y -Y
0.0 k
Un raced Length for budding ABOUT X -X Axis =16.50 ft, K = 2.1
ADDlied Loads
Bottom along Y -Y
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 408.045 lbs' Dead Load Factor
AXIAL LOADS ...
Axial Load at 16.50 it, D = 5.60, LR = 10.70, W = 14.20 k
BENDING LOADS ...
Lat. Point Load at 16.50 it creating Mx -x, W = 1.165, E =1.170 k
DESIGN SUMMARY
Bending & Shear Check Results
0.01502 :1
+D+0.70E+H
0.0 It
0.8190 k
54.512 k
PASS Max. Axial+Bending Stress Ratio =
0.4302 :1
Maximum Load Reactions . .
Load Combination +D+0.75OLr+0.750L+0.450W+H
Maximum Axial +Bending
Top along X -X
0.0 k
Location of max.above base
0.0 It
Bottom along X -X
0.0 k
At maximum location values are ...
Status
Top along Y -Y
0.0 k
Pa: Axial
20.423 k
Bottom along Y -Y
1.170 k
Pn / Omega: Allowable
85.710 k
+D+H
0.070
Ma -x: Applied
-8.650 k -ft
Maximum Load Deflections ...
1.00
Mn -x/ Omega: Allowable
40.058 k -ft
Along Y -Y 0.9617 in at
16.50ft above base
0.00 It
+D+L+H
for load combination: E Only
PASS
Ma-y:Applied lied
0.0 k -ft
1.00
103.95
Mn -y / Omega: Allowable
40.058 k -ft
Along X -X 0.0 in at
O.Oft above base
+D+Lr+H
0.195
for load combination:
0.00 it
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
At maximum location values are ...
Va:Applied
Vn I Omega: Allowable
Load Combination Results
0.01502 :1
+D+0.70E+H
0.0 It
0.8190 k
54.512 k
Maximum Axial +Bending
_
Stress Ratios
Maximum Shear Ratios
-oad Combination Stress Ratio
Status
Location
Cbx
Coy
KxLx/Rx
KyLy/Ry
Stress Ratio
Status
Location
+D+H
0.070
PASS
0.00 ft
1.67
1.00
103.95
103.95
0.000
PASS
0.00 It
+D+L+H
0.070
PASS
0.00 If
1.67
1.00
103.95
103.95
0.000
PASS
0.00 It
+D+Lr+H
0.195
PASS
0.00 it
1.67
1.00
103.95
103.95
0.000
PASS
0.00 It
+D+S+H
0.070
PASS
0.00 ft
1.67
1.00
103.95
103.95
0.000
PASS
0.00 ft
+D+0.75OLr+0.750L+H
0.164
PASS
0.00 ft
1.67
1.00
103.95
103.95
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.070
PASS
0.00 ft
1.67
1.00
103.95
103.95
0.000
PASS
0.00 It
+D+0.60W+H
0.373
PASS
0.00 It
1.67
1.00
103.95
103.95
0.013
PASS
0.00 it
+D+0.70E+H
0.372
PASS
0.00 It
1.67
1.00
103.95
103.95
0.015
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.430
PASS
0.00 it
1.67
1.00
103.95
103.95
0.010
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.288
PASS
0.00 0
1.67
1.00
103.95
103.95
0.010
PASS
0.00 It
+D+0.750L+0.750S+0.5250E+H
0.288
PASS
0.00 It
1.67
1.00
103.95
103.95
0.011
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.359
PASS
0.00 It
1.67
1.00
103.95
103.95
0.013
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.358
PASS
0.00 ft
1.67
1.00
103.95
103.95
0.015
PASS
0.00 ft
Title Block Line 1
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Title Block' selection.
r..,_ .,,_-,. , ._- n
Printed: 24 OCT 2021, 10:25PM
columns 110-24-21
Maximum Reactions Note: Only non -zero reactions are listed.
Axial Reaction X -X Axis Reaction k Y -Y Axis Reaction Mx - End Moments k -ft My - End Moments
Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
,D+L+H
6.008
+D+Lr+H
16.708
+D+S+H
6.008
+D+0.750Lr+0.750L+H
14.033
+D+0.750L+0.75OS-H
6.008
+D+0.60W+H
14.528
0.699
-11.534
+D+0.70E+H
6.008
0.819
-13.514
+D+0.7501-r+0.7501-+0.450W+H
20.423
0.524
-8.650
+D+0.7501-4.750S4450W+H
12.398
0.524
-8.650
+D+0.7501-4750S+0.5250E+H
6.008
0.614
-10.135
+0.60D+0.60W+0.60H
12.125
0.699
-11.534
+0.60D+0.70E+0.60H
3.605
0.819
-13.514
D Only
6.008
Lr Only
10.700
L Only
S Only
W Only
14.200
1.165
-19.223
E Only
1.170
-19.305
H Only
Extreme Reactions
Axial Reaction
X -X Axis Reaction
k Y -Y Axis Reaction
Mx - End Moments k -ft My - End Moments
Item Extreme Value
@ Base
@ Base @ Top
@ Base
@ Top
@ Base @ Top @ Base '@ Top
Axial @Base Maximum
20.423
0.524
-8.650
Minimum
Reaction, X -X Axis Base Maximum
6.008
" Minimum
6.008
Reaction, Y -Y Axis Base Maximum
1.170
-19.305
11 Minimum
6.008
Reaction, X -X Axis Top Maximum
6.008
.1 Minimum
6.008
Reaction, Y -Y Axis Top Maximum
6.008
1. Minimum
6.008
Moment, X -X Axis Base Maximum
6.008
.1 Minimum
-19.305
1.170
-19.305
Moment, Y -Y Axis Base Maximum
6.008
.1 Minimum
6.008
Moment, X -X Axis Top Maximum
6.008
^ Minimum
6.008
Moment, Y -Y Axis Top Maximum
6.008
11 Minimum
6.008
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.0000
in
0.000
k 0.000
in
0.000 it
+D+L+H
0.0000
in
0.000
It 0.000
in
0.000 H
+D+Lr+H
0.0000
in
0.000
ft 0.000
in
0.000 It
+D+S+H
0.0000
in
0.000
it 0.000
in
0.000 It
+D+0.750Lr+0.750L+H
0.0000
in
0.000
ft 0.000
in
0.000 it
+D+0.750L+0.750S+H
0.0000
in
0.000
It 0.000
in
0.000 it
+D460W+H
0.0000
in
0.000
It 0.575
in
16.500 It
+D+0.70E+H
0.0000
in
0.000
8 0.673
in
16.500 it
+D+0.750Lr+0.750L+0.450W+11
0.0000
in
0.000
ft 0.431
in
16.500 ft
+D+0.7501-4750S+0.450W+11
0.0000
in
0.000
It 0.431
in
16.500 ft
+D+0.7501-4750S+0.5250E+H
0.0000
in
0.000
ft 0.505
in
16.500 ft
+0.60D+0.60W+0.60H
0.0000
in
0.000
It 0.575
in
16.500 It
+O.60D+0.70E+0.60H
0.0000
in
0.000
It 0.673
in
16.500 ft
D Only
0.0000
in
0.000
ft 0.000
in
0.000 ft
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Project Title:
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Project ID:
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Printed: 24 OCT 2021, 10:25PM
DESCRIPTION: columns / 10-24-21
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
Lr Only 0.0000 in
0.000
ft
0.000
in
0.000
ft
L Only 0.0000 in
0.000
ft
0.000
in
0.000
ft
S Only 0.0000 in
0.000
ft
0.000
in
0.000
ft
W Only 0.0000 in
0.000
ft
0.958
in
16.500
ft
E Only 0.0000 in
0.000
ft
0.962
in
16.500
ft
H Only 0.0000 in
0.000
ft
0.000
in
0.000
ft
Steel Section Pro ertiesHSS10x10x3116
187.000 in^4
Depth = 10.000 in I xx
=
108.00 in"4
-
Design Thick = 0.174 in S xx
=
21.60 in A3
Width = 10.000 in Rxx
=
4.000 in
Wall Thick = 0.187 in ZX
=
24.800 iii
C
= 33.600 inA3
Area = 6.760 in A2 1 y
=
108.000 inA4
Weight = 24.730 pit Syy
=
21.600 inA3
R yy
=
4.000 in
Ycg = 0.000 in
+y
+X
STANDARD BASE
PLATE DESIGN
L=D+2+t
CONSTANTS:
P=(M*12)/2L
b=D+4
a=2 in
t=[(2*P*e*6)/(Fb*b)1"0.5
Fb=27.0 Ksi
Sw=D"2+(D-2/3)
Fw=0.928 K/in
fw=(M*12)/Sw
Bolts=ASTM A36
Fw=70*0.3*cos45*(1/16)
We1d(B)=fw/Fw
(1/16's)
BBP#
M
P
Bolt Dia
t(req)
t(act) Weld
B/16 Weld
(D -M)
(Ft -k) (Kips)
(in)
(in)
(in) req'd
actual
10-10
10
4.7
3/4
0.55
0.75
0.970
1/4
10-20
20
9.2
1
0.77
1
1.940
- 5/16
10-30
30
13.8
1
0.94
1
2.909
5/16
10-40
40
18.1
1-1/4
1.07
1.25
3.879
5/16
10-50
50
22.6
1-1/4
1.20
.1.25
4.849
5/16
j 10-60
60
26.7
1-1/2
1.30
1.5
5.819
F.P.
10-70
70
31.1
1-1/2
1.41
1.5
6.789
F.P.
12-10
10
4.1
3/4
0.48
0.75
0.673
1/4
12-20
20
8.1-
3/4
0.67
0.75
1.347
1/4
12-30
30
12.0
1
0.82
1
2.020
5/16
12-40
40
16.0
1-1/4
0.94
1'
2.694
5/16
12-50
50
19.7
1-1/4
1.05
1.25
3.367
5/16
12-60
60
23.6.
1-1/2
1.15
1.25
4.041
5/16
12-70
70
27.5
1-1/2
1.24
1.25
4.714
5/16
12-80
80
31.0
1-1/2
1.31
1.5.
5.388
F.P.
D
B
❑
L
I
W
O
m
W
TOP OF
FTG.
D..
w9m
SQ.
-DOUBLE NUTS W/
HARDENED WASHERS
DOUBLE NUTS
,gyp„
3/4110
12.1/4"
3/4"
3"
1'-9"
1
16„
1"
4"
2'-1"
1.1/4
20.3/4"1.1/4"
S"
2'-6"
1.1/2"0
24.1/2"1.1/2"
6"
2'-10"
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Title Block Line 6
DESCRIPTION:
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Pole Footing Diameter ........... 42.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive .................. 150.0 pcf
Max Passive ................... 1,500.0 Pat
Controlling Values
0.000
Governing Load Combination: +D+070E+H
k
Lateral Load
1.024 it
Moment
16.898 k -ft
Restraint @ Ground Surface
k
Pressure at Depth
1.165 k
Actual
744.44 psf
Allowable
787.50 Pat
!' Surface Retraht Force
7,863.63 lbs
ground surface
16.50 ft
1.000
!,
LMtnimum Required Depth
�5 260,ft,
Footing Base Area
9.62111`2
Maximum Soil Pressure
2.172 ksf
ADDlied Loads
Lateral Concentrated Load (k)
0.000
D: Dead Load
k
Lr: Roof Live
it
L: Live
k
S: Snow
k
W: Wind
1.165 k
E: Earthquake
1.463 k
H : Lateral Earth
k
Load distance above
klft
ground surface
16.50 ft
Load Combination Results
Project Title:
Engineer:
Project ID:
Project Descr:
Point Load
Printed: 24 OCT 2021,
Lateral Distributed Loads (klq
0.000
Applied Moment (kft)
Vertical Load
0.0
klft
k -ft
5.50 it
0.000
Wit
k -ft
11.80 k
18.8
Wft
k -ft
k
0.000
klft
k -ft
k
1.000
Wit
k -ft
14.540 k
0.13
kfft
k -ft
k
+D+0.750L+0.750S+H
Wft
k -ft
k
TOP of Load above ground surface
18.8
1.000
+D+0.60W+H
0.699
ft
4.63
654.7
BOTTOM of Load above ground surface
1.000
+D+0.70E+H
1.024
16.898
It
744.4
787.5
+D+L+H
0.000
0.000
0.13
0.0
18.8
1.000
+D+Lr+H
0.000
0.000
0.13
0.0
18.8
1.000
+D+S+H
0.000
0.000
0.13
0.0
18.8
1.000
+D40.750Lr+0.750L+H
0.000
0.000
0.13
0.0
18.8
1.000
+D+0.750L+0.750S+H
0.000
0.000
0.13
0.0
18.8
1.000
+D+0.60W+H
0.699
11.534
4.63
654.7
693.8
1.000
+D+0.70E+H
1.024
16.898
5.25
744.4
787.5
1.000
+D+0.750Lr+0.750L+0.450W+H
0.524
8.650
4.13
617.3
618.8
1.000
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Project Descr:
+D+0.750L+0.750S+0.450W+H 0.524 8.650 4.13 617.3 618.8 1.000
+D+0.750L+0.750S+0.5250E+H 0.768 12.673 4.75 682.1 712.5 1.000
+0.60D+0.60W+0.60H 0.699 11.534 4.63 654.7 693.8 1.000
+0.60D+0.70E+0.60H 1.024 16.898 5.25 744.4 787.5 1.000