HomeMy WebLinkAboutS2016-0179 - MiscNacer's Design Consulting, Inc. — (/ /1r� Project Title:
5959 Mission Gorge Road #203 7J'],\ w �.^, Engineer:
San Diego, CA 92120 w �I V Protect Descr:
�1.1�0A,9.0 wicit cantor, Isatbel
Protect ID:
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sCalculations per ASCE 7-10
Risk Category of Building or Other Structure: "I]': All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1
Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2
�� h`f,
y+q" y r w;' s ASCE 7-10 11.4.1_
Max. Ground Motions, 5%Damping: Latitude = 33.635 deg North
SS = 1.5882 g, 0.2 sac response Longitude = 117.875 deg West
81 0.5795 g, 1.0 sec response Location: NewportBeach, CA 92660
Site Classification *D": Shear Wave Velocity 600 to 1,200 f lsec = D ASCE 7-10 Table 20.3-1
Sit: Coefficients Fa & Fv
(using straight-line interpolation from table values)
Maximum Considered Earthquake Acceleration
Design Spectral Acceleration
Seismic Design Category
Fa = 1.00
Fv = 1.50
SMs= Fa Ss = 1.500
SMI=Fv°S1 = 0.869
S DS S Ms213 = 1.000
S of S M12/3 = 0.580
= D
ASCE 7-10 Table 11.4-1 & 11.4-2
ASCE 7-10 Eq. 11.4-1
ASCE 1-10 Eq. 11.4.2
ASCE 7-10 Eq. 11.4-3
ASCE7-1ur Eq. 11.4-4
OSCE 7-10 Table 11,3-i i;-2
Structure Type for Building Period Calculation: All Other Structural Systems
"Ct'value = 0.020hn':Height from base tohighest level = 10.0 it
"x"value 0.75
'Ta "Approximate fundamental period using Eq. 12.8-7 : Ta = Ct"(hn "x) = 0.112 sec
"TL': Long -period transition period per ASCE 7-10 Maps 22.12 -> 22-16 8.000 sec
Building Pedod"Ta"Calculated from Approximate Method selected = 0.112 cec
ASCE 7-10 Section 92.8.1.1
S DS Shod Period Design Spectral Response = 1.000 From Eq. 12.8-2, Preliminary Cs = 0.800
" R' : Response Modification Factor = 1.25 From Eq. 12.8-3 & 12.841 , Cs need not exceed = 4.122
"I": Seismic Importance Factor 1 From Eq. 12.6-5 & 12.5$ Cstt all Ss'tha_nn,,,,. = 0.044
61
User has selected ASCE 12.8.9.3: Regular structure, Cs :Seismic Response CoeffiClen 0.8000
Less than 5 Stories and with T 44=0.5 sec, SO Ss<=9.5rar Cscalculation
140 C69179
091301Lt
EXI'
C
�.,.C,TV 1V t
ASCE 7-10 Table 12.21
Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification
Steel ordinary cantilever
column systems
Response Modification Coefficient "R' = 1.25
Building height Limits:
System Overstrength Factor 'We" = 1.25
Category "A & B' Limit
Limit= 35
Defection Amplification Factor' Cd ° = 1.25
Category "C'Limit:
Category "D" Limit:
Limit =35
Not PennittedP-i
NOTE! See ASCE 7-10 for all applicable foomotes.
Category"E"Limit
Not PermittedP-i
Category"F'Limit
Not PermittedP-i
z f aeTaf ?f�&�rb4eSii'1r��10112a
ASCE 7-10 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according
to the provisions of ASCE 7-1012.8
-why r ,., - t#�r3 r-% e1 =.
.L YeeP,[,r�IW},ulf!#'`i�'-k -y car
Use ASCE 12:8-7
Structure Type for Building Period Calculation: All Other Structural Systems
"Ct'value = 0.020hn':Height from base tohighest level = 10.0 it
"x"value 0.75
'Ta "Approximate fundamental period using Eq. 12.8-7 : Ta = Ct"(hn "x) = 0.112 sec
"TL': Long -period transition period per ASCE 7-10 Maps 22.12 -> 22-16 8.000 sec
Building Pedod"Ta"Calculated from Approximate Method selected = 0.112 cec
ASCE 7-10 Section 92.8.1.1
S DS Shod Period Design Spectral Response = 1.000 From Eq. 12.8-2, Preliminary Cs = 0.800
" R' : Response Modification Factor = 1.25 From Eq. 12.8-3 & 12.841 , Cs need not exceed = 4.122
"I": Seismic Importance Factor 1 From Eq. 12.6-5 & 12.5$ Cstt all Ss'tha_nn,,,,. = 0.044
61
User has selected ASCE 12.8.9.3: Regular structure, Cs :Seismic Response CoeffiClen 0.8000
Less than 5 Stories and with T 44=0.5 sec, SO Ss<=9.5rar Cscalculation
140 C69179
091301Lt
EXI'
C
�.,.C,TV 1V t
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Nader's Design Consulting, Inc. Project Title:
Nader Hedjran Engineer: Project ID:
5959 Mission Gorge Road Ste. 203 Project Descr:
San Diego, CA 92120
Load Combination Results
Maximum Axial + Bendino
PnnNA 19 JUN 2017 1 hF:
Steel Column
Load Combination
File= C9UsemlNaderIDOCUME-9" "CA-1lnader.ec6
Status
Location
ENERCALC, INC. 19832017, BuiM:6.17.3.17, Ver:6.17.3.17
Status
Location
D Only
Description : Col.
PASS
0.00 ft
_Code References
PASS
0.00 ft
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
0.091
Load Combinations Used : ASCE 7-10
0.00 ft
0.000
General Information
0.00 ft
+D+Lr
Steel Section Name : HSS5x5x1/4
PASS
Overall Column Height 8.0 ft
Analysis Method: Allowable Strength
PASS
Top & Bottom Fixity Top Pinned, Bottom Fixed
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy: Steel Yield 46.0 ksi
0.00 ft
X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi
0.00 ft
Unbraced Length for X -X Axis buckling = 8 ft, K = 2.1
0.077
PASS
Y -Y (depth) axis:
0.000
PASS
Unbraced Length for Y -Y Axis buckling = 8 ft, K = 2.1
_Applied Loads
0.041
Service loads entered. Load Factors will be applied for calculations
Column self weight included : 124.960 lbs' Dead Load Factor
0.000
PASS
AXIAL LOADS ...
+1.140D -0.8750E
0.041
Axial Load at 8.0 ft, D = 1.929, LR = 0.6330, L = 3.10 k
0.00 ft
0.000
BENDING LOADS ...
0.00 ft
+1.105D+0.750L+0.6563E
Lat. Point Load at 8.0 ft creating Mx -x, E = 0.3640 k
PASS
0.00 ft
DESIGN SUMMARY
PASS
0.00 ft
Bending & Shear Check Results
0.081
PASS
PASS Max. Axial+Bending Stress Ratio =
0.09065: 1
Maximum SERVICE Load Reactions..
Load Combination
+D+L
Top along X -X 0.0 k
Location of max.above base
0.0 ft
Bottom along X -X 0.0 k
At maximum location values are...
0.00 ft
Top along Y -Y 0.0 k
Pa: Axial
5.154 k
Bottom along Y -Y 0.0 k -
Pn I Omega: Allowable
56.853 k
0.00 ft
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections...
Mn -x / Omega: Allowable
17.468 k -ft
Along Y -Y 0.0 in at O.Oft above base
Ma -y :Applied
0.0 k -ft
for load combination :
Mn -y / Omega : Allowable
17.468 k -ft
Along X -X 0.0 in at 0.011 above base
for load combination
PASS Maximum Shear Stress Ratio=
0.0 :1
Load Combination
Location of max.above base
0.0 ft
At maximum location values are...
Va : Applied
0.0 k
Vn I Omega : Allowable
0.0 k
Load Combination Results
Maximum Reactions
Note: Only non -zero reactions are lister,
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
Maximum Axial + Bendino
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location
D Only
0.036
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+L
0.091
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+Lr
0.047
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.75OLr+0.750L
0.085
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+0.750L
0.077
PASS
0.00 ft
0.000
PASS
0.00 ft
+1.140D+0.8750E
0.041
PASS
0.00 ft
0.000
PASS
0.00 ft
+1.140D -0.8750E
0.041
PASS
0.00 ft
0.000
PASS
0.00 ft
+1.105D+0.750L+0.6563E
0.081
PASS
0.00 ft
0.000
PASS
0.00 ft
+1.105D+0.750L-0.6563E
0.081
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.60D
0.022
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.460D+0.8750E
0.017
PASS
0.00 ft
0.000
PASS
0.00 ft
+0.469D -0.8750E
0.017
PASS
0.00 ft
0.000
PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are lister,
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
Nadei's Design Consulting, Inc. Project Title:
Nader Hedjran Engineer:
5959 Mission Gorge Road Ste, 203 Project Descr:
San Diego, CA 92120
Steel Column
D Only
2.054
+D+L
5.154
+D+Lr
2.687
+D+0.750Lr+0.750L
4.854
+D+0.750L
4.379
+D+0.70E
2.054
+D -0.70E
2.054
+D+0.750L+0.5250E
4.379
+D+0.750L-0.5250E
4.379
+0.60D
1.232
+0.60D+0.70E
1.232
+0.60D -0.70E
1.232
Lr Only
0.633
L Only
3.100
E Only
E Only ° -1.0
Extreme Reactions
Maximum
(4," 'N
Project ID:
Ver:6.17.3.17
. '.' ncacuou
n -n LUIS rxeawon
x Y -Y Axis xeactlon
Mx - End Moments k -ft My - End Moments
Item
Extreme Value
@ Base
@ Base @
Top
@Base
@Top
@Base @Top @Base @Top
Axial @ Base
Maximum
5.154
Minimum
Reaction, X -X Axis
Maximum
2.054
"
Minimum
2.054
Reaction, Y -Y Axis
Maximum
2.054
"
Minimum
2.054
Reaction, X -X Axis
Maximum
2.054
"
Minimum
2.054
Reaction, Y -Y Axis
Maximum
2.054
"
Minimum
2.054
Moment, X -X Axis Ba
Maximum
2.054
"
Minimum
2.054
Moment, Y -Y Axis Be
Maximum
2.054
"
Minimum
2.054
Moment, X -X Axis To
Maximum
2.054
"
Minimum
2.054
Moment, Y -Y Axis To
Maximum
2.054
"
Minimum
2.054
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y De8ec0on
Distance
D Only
0.0000 in
0.000
ft
0.000
in
0.000
ft
+D+L
0.0000 in
0.000
it
0.000
in
0.000
It
+D+Lr
0.0000 in
0.000
ft
0.000
in
0.000
It
+D+0.750Lr+0.750L
0.0000 in
0.000
It
0.000
in
0.000
it
+D+0.70E
0.0000 in
0.000
It
0.000
in
0.000
ft
+D -0.70E
0.0000 in
0.000
ft
0.000
in
0.000
it
+0.60D+0.70E
0.0000 in
0.000
it
0.000
in
0.000
It
+O.60D-0.70E
0.0000 in
0.000
ft
0.000
in
0.000
It
Lr Only
0.0000 in
0.000
ft
0.000
in
0.000
It
L Only
0.0000 In
0.000
it
0.000
in
0.000
It
E Only
0.0000 in
0.000
It
0.000
in
0.000
ft
E Only ° -1.0
0.0000 in
0.000
it
0.000
in
0.000
ft
Steel Section Properties :
HSS5x5x114
Nadel's Design Consulting, Inc.
Nader Hedjran
5959 Mission Gorge Road Ste. 203
San Diego, CA 92120
Steel Column
Description : Col.
Project Title:
Engineer: Project ID:
Protect Descr.
Printed 18 JUN 2011.
Steel Section Properties :
HSS5x5x114
Depth =
5.000 in I xx
= 16.00 inA4 J = 25.800 1nA4
Design Thick =
0.233 in Sxx
= 6.41 inA3
Width =
5.000 in Rxx
= 1.930 in
Wall Thick =
0.250 in Zx
= 7.610 inA3
Area =
4.300 102 1 yy
= 16.000 inA4 C = 10.500 inA3
Weight =
15.620 pit S yy
= 6.410 103
R yy
= 1.930 in
Ycg = 0.000 in
M.x Loads
OWk
"r
x o
ro
n
2
Loads are total entered value. Arrows do not reflect absolute direction.
Nader's Design Co sulting, Inc. Project Title:
5959 Mission Gorge Road#203 Engineer: Project ID:
San Diego, CA 92120 Project Descr:
Ph: (619)284-1848
Description: Pole
n
Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
Pale Footing Width ............. 30 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ............... . .. 200.0 Pcf
Max Passive ................... 1,500.0 psi
Controlling Values
Governing Load Combination: +1.140D+0.8750E+H
Lateral Load 0.3185 k
Moment 2.548 k -ft
Restraint @ Ground Surface
Pressure at Depth
k
Actual
491.529 psf
Allowable
500.0 Pat
Surface Retraint Force
2,484.30 lbs
0.000
k/ft
Fooling Base Area
6.250 fM2
Maximum Soil Pressure
0.9350 ksf
Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Applied Moment (kft) _ _ Vertical Load (k)
D : Dead Load
k
0.000
k/ft
k -ft
5.126 k
Lr: Roof Live
k
0.000
k/ft
k -ft
k
L : Live
k
4D+0.750Lr+0.750L+H
Wit
k -ft
k
S: Snow
k
1.000
klft
k -ft
k
W: Wind
k
0.0
klft
k -ft
k
E : Earthquake
0.3640 k
491.5
klft
k -ft
k
H : Lateral Earth
0.0 k
2.50
krft
k -ft
k
Load distance above
0.000
TOP of Load above ground surface
0.13
0.0
25.0
ground surface
8.0 It
0.0
It
0.13
0.0
25.0
1.000
BOTTOM of Load above ground surface
ft
+D+L+H
0.000
0.000
0.13
0.0
25.0
1.000
+D+Lr+H
0.000
0.000
0.13
0.0
25.0
1.000
4D+0.750Lr+0.750L+H
0.000
0.000
0.13
0.0
25.0
1.000
+D40.60W4H
0.000
0.000
0.13
0.0
25.0
1.000
+1.140D+0.8750E+H
0.319
2.548
2.50
491.5
500.0
1.000
+1.140D-0.8750E+H
0.319
2.548
2.50
491.5
500.0
1.000
+D+0.750Lr+0.750L+0.450W+H
0.000
0.000
0.13
0.0
25.0
1.000
+0.60D+0.60W40.60H
0.000
0.000
0.13
0.0
25.0
1.000
Nader's Design -Consulting, Inc. Project Title:
5959 Mission Gorge Road #203 Engineer: Project ID: ' A,& j
San Diego, CA 92120 Project Descr:
+0,460D40.8750E+0,60H 0.319 2.548 2.50 491.5 500.0 1.000
+0.460D-0.8760E+0.60H 0.319 2.548 2.50 491.5 500.0 1.000