BWFE2019-0149 Structural CalcsSTRUCTURAL CALCULATIONS
FOR
SLIDING GATE FOOTINGS
AT
55075 MONROE STREET
LAQUINTA, CALIFORNIA 92253
CITY OF LA OUINTA
LJJ Q.s BUILDING DIVISION
No .35727N REVIEWED FOR
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PREPARED BY:
JOSEPH N. CICCHINI, P.E.
P.O. BOX 4206
PALM DESERT, CALIFORNIA 92261
TEL: 760-776-6687
October 24, 2019
THE INTENTION OF THE STRUCTURAL CALCULATIONS, DRAWINGS, AND OBSERVATIONS ARE TO PROVIDE THE
STRUCTURE WITH A MINIMUM LEVEL OF RESISTANCE TO EARTHQUAKE, WIND AND GRAVITY FORCES
CONFORMING TO THE REQUIREMENTS OF THE 2016 CALIFORNIA RESIDENTIAL CODE. JOSEPH N. CICCHINI, P.E.
PROVIDES NO GUARANTEES, EXPRESSED OR IMPLIED AS TO THE ADEQUACY OF THE CODE PROVISIONS. THE
INFORMATION CONTAINED HEREIN IS FOR USE ON THE SPECIFIC PROJECT REFERENCED ABOVE AND SHALL NOT
BE USED OTHERWISE WITHOUT THE EXPRESSED WRITTEN AUTHORIZATION OF JOSEPH N. CICCHINI, P.E. THIS
CONFIDENTIAL REPORT IS PROVIDED EXCLUSIVELY FOR THE PURPOSE OF BUILDING DEPARTMENT APPROVAL.
THE TECHNICAL INFORMATION CONTAINED HEREIN IS THE PROPERTY OF JOSEPH N. CICCHINI, P.E..
REPRODUCTION OF THIS REPORT OR USE OF THIS INFORMATION FOR ANYTHING OTHER THAN ITS LIMITED,
INTENDED PURPOSE AS TO THIS PROJECT, WITHOUT THE WRITTEN PERMISSION OF JOSEPH N. CICCHINI, P.E. IS
PROHIBITED.
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Calculations Prepared by:
Date: Oct 22, 2019
FileLocation :
Basic Wind Parameters
Wind Load Standard = ASCE 7-16 Exposure Category = CWindDesignSpeed = 110.0 mph Risk Category = IStructureType = Other Other Structure Type = Solid Sign
General Wind Settings
ASCE 7-16 Wind Parameters
Incl_LF = Include ASD Load Factor of 0.6 in Pressures TrueDynType = Dynamic Type of Structure
NF = Natural Frequency Of Structure (Mode 1)
Rigid
NF = Natural Frequency of Structure 1.000 Hz
Zg = Altitude (Ground Elevation) above Sea Level = Bdist
1.000 Hz
0.000 ftBaseElevationofstructure
GenElev = Specify the Elevations For Wind Pressures 0.000 ft
Reacs = Show the Base Reactions in the output = Mean Roof Ht
MWFRSType = MWFRS Method Selected True
Ch 27 Pt 1
Topographic Factor per Fig 26.8-1
Topo = Topographic Feature
Kzt = Topographic Factor = None
1.000
Solid Sign Inputs
Solid Sign = h Height to Top of Sign = B Horizontal Width of Sign = 18.330 ft Lr Dimension
6.500 ft
of return corner= s Vertical Height of Sign = 6.500 ft e Solidity Ratio
0.170 ft
Att: Attached to Wall = True Z Zone if Attached =
1.000
5
Exposure Constants per Table 26.11-1:
Alpha: Const from Table 26.11-1= 9.500 Zg: Const from Table 26.11-1= At: 900.000 ftConstfromTable26.11-1= 0.105 Bt: Const from Table 26.11-1= Am: Const from Table 26.11-1= 0.154
1.000
Bm: Const from Table 26.11-1= C: Const from Table 26.11-1= 0.200 Eps: Const
0.650
from Table 26.11-1= 0.200
Gust Factor Calculation:
Gust Factor Category I Rigid Structures - Simplified MethodGl = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85GustFactorCategoryIIRigidStructures - Complete AnalysisZm = 0.6 * Ht
Izm = Cc * (33 / Zm) 0.167 = 15.000 ft
Lzm = L * (Zm 133) ^ Epsilon
0228228 .
1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = G2
7
0.9510.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.899GustFactorUsedinAnalysis
G = Lessor Of Gl Or G2
0.850
Main Wind Force Resisting System (MWFRS) Calculations for Solid Sign per Ch 29: LF = Load Factor based upon ASD Design
hs = Overall height of structure 0.60
h = Mean Roof Height above grade 6.500 ft
Kh = 2 [ 15 ft [4.572 m}--> (2.01 * (15/zg)^(2/Alpha) {Table 26.10-11= Kzt
6.500 ft
0.849TopographicFactoris1sincenoTopographicfeaturespecified = Kd = Wind Directionality Factor 'cable
1.000
per 2.6.6-1qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF =
0.85
1.4.431 psf
file:///C:/Users/Admin/AppData/Roaming/MecaWind/SelectedAnalysis.htmi 10/22/2019
MWM Pressures on Solid Sign per Fig 29.3-1:
SOITAN GiV Oft
FRf=ESTAN ING' Y1iAL1_ 3
h
GRCurvo Si7RF.4GE
ELEVATION VIEW
PLAN' VIEW 'OF WALL OR SIGN WITHL
A RETURN CORNER
wINn B
Page 2 of 2
3
Sign is
Since h
attached to wall and so per Sec
60 ft [18.3 29.4.2 Ch 30 can be used to calculate pressures
Z
m] use Ch 30 Pt 1, Fig 30.3-1 to calculate pressures
Zone specified by User for location of the sign = 5GCPiInternalPressurecoefficient0forasign) = 0.000GCp_Neg Negative External Pressure Coefficient per Fig 30.3-1 = 1.020p_neg
F_neg
Wind Pressure: qh*(GCp_Neg GCpi)
13.68 psf .4-- Design Wind Force: p * As
1630 lb
GCp_pos Negative External Pressure Coefficient per Fig 30.3-1 = 0.810pesos
F_pos
Wind Pressure: qh*(GCp__pos GCpi) 1= 8. 6 psf i- Design Wind Force: p * As 10lb file:///
C:/Users/Admin/AppData/Roaming/MecaW!nd/SelectedAnalysis.htmi 10/22/2019
Joseph N. Gicchini,'P.E.
P1-0. Box4206
Palm Desert, CA 92260
760-776-6687
760-409-1748
Steel Column
DESCRIPTION: Gate Column
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Steel Section Name:
Analysis Method:
Steel Stress Grade
Fy : Steel Yield
E : Elastic Bending Modulus
HSS3-1/2x3-1/2x3/8
Load Resistance Factor
46.0 ksi
19,000.0 ksi
Applied Loads
Column self weight included :105.542 Ibs ` Dead Load Factor
BENDING LOADS -
wind: Lat. Uniform Load creating Mx-x, W = 0.0760 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PA55 M
Project Title:
Engineer:
Project ID:
Project Descr:
Fife = C:IPROJECr2KYL>tip-11t Ok OW-11rALCStats.ed
Software Cnowiaht FNFRf'lAI r Nr iwx gnia n in a 4
Overall Column Height 7-170 ft
Top & Baftni Fixity Top Pinned, Bottom Fixed
Brace condition for deflection (buckling) along columns :
X-X (width) axis:
Unbraced Length for buckling ABOUT Y-Y Axis = 6 ft, K = 2.1
Y Y (depth) axis :
Unbraced r_ength for buckling ABOUT X-X Axis = 6 ft, K = 2.1
Service loads entered. Load Factors will be applied for calculations
ax. Anal+Den ding Stress Ratb = 0.03131 :1
Load Combination 0.90D+W+1.60H
Location of max.above base 0.0 ftAtmaximumlocationvaluesare ...
Pu 0.09499 k
0.9 • Pn 42.039 k
Mu-x
0.4884 k-ft
0.9' Mn-x : 16.181 k-ft
Mu-y 0.0 k-ft
0.9' Mn-y : 16.181 k-ft
PASS Maximum Shear Stress Ratio = 0.009609 :1
Load Combination 0.90D+W+1.60H
Location of max.above base 0.0 ft
At maximum location values are ...
Vu : Applied 0.3406 k
Vn • Phi: Allowable 35.442 k
Load Combination Results
Maximum Axial + Bending 51ress Ratios
Load Combination Stress Ratio Status Location Cbx
1.40D+1.60H 0.004 PASS 0.00 ft 2.08
1.20D+1.60Lr+0.50W+1.60H 0.017 PASS 0.00 ft 2.08
0.90D+W+1.60H 0.031 PASS 0.00 ft 2.08
Maximum Reactions
Maximum Load Reactions..
Top along X-X
Bottom along X-X
Top along Y Y
Bottom along Y-Y
Maximum Load Deflections.. .
Along Y-Y 0.01525 in at
for load combination : W Only
Along X-X 0.0 in at
for load combination :
0.0 k
0.0 k
0.2043 k
0.3406 k
4.187ft above base
0.0 ft above base
KxLx/Rx K L /R
Maximum Shear Ratios
Cb Y Y Y Y Stress Ratio Status Location
1.00 120.00 120.00 0.000 PASS 0.00 ft
1.00 120.00 120.00 0.005 PASS 0.00 ft
1.00 120.00 120.00 0.010 PASS 0.00 ft
N
Load Combination
Axial Reaction X-X is Reaction k Y-Y Axis Reaction
ote. Only non -zero reactions are listed.
Mx - End Moments -k-ft End MomentsMy - Q Base Q Base Q Tap Q Base Q Top Q Base Q Top Q Base Q TopD+H 0.106
D+0.60W+H
D Only
0.106 0.204 0.123 0.293
W Only
0.106
Extreme Reactions
0.341 0.204 0.488
Item
Axial Ranctlon
Extreme Value Q Base
X-X Axis Reaction
Q Base Q Top
k Y-Y Axis Reaction
Base
Mx - End Moments k-ft My - End Moments
Axial Q Base Maximum 0.106
Q Q Top Q Base Q Top @Base Q Top
Minimum
Reaction, X-X Axis Base Maximum 0.106
Minimum 0.106
0.341 0.204 -0.488
Jogeph N. Cicchini, P.E.
P.O. Box4206 Project Tile: 5Engineer:
Palm Desert, CA 92260 Project ID:
760-776-6687 Project Descr:
760409-1748
incpeQaol.com
Steel Column spa=C:U2RWEL;- zKyLEA..IWO ROW-11CALCSICWM.ed ,
Software cmuftht ENERCALC, INC. IBB3-201B, Bultd:12.19431
DESCRIPTION: Gate Column
Extreme Reactions
Item
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End MomentsExtremeValue@Base@Base@Top@Base@Tap@Base@Top@Base@TopReaction, Y-Y Axis Base Maximum 0.341 0.204 0.488Minimum0.106
Reaction, X-X Axis Top Maximum 0.106
Minimum 0.106
Reaction, Y-Y Axis Top Maximum 0.106
Minimum 0.106
Moment, X-X Axis Base Maximum 0.106
Moment, Y-Y Axis Base
Minimum
Maximum 0.106
0.488 0.341 0.204 0.488
Minimum 0.106
Moment, X-X Axis Top Maximum 0.106
Minimum 0.106
Moment, Y-YAxis Top Maximum 0.106 Minimum
0.106 Maximum
Deflections for Load Combinations Load
Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D+
H D+
0.60W+H 0.
0000 in 0.000 ft 0.000 in 0.000 ft D
Only 0.
0000 in 0.000 ft 0.009 in 4.187 ft W
Only 0.
0000 in 0.000 ft 0.000 in 0.000 It 0.
0000 in 0.000 ft 0.015 In 4.187 ft Steel
Section Pro ertles : HSS3-1/2x3-1/2x3/8 Depth =
Design
Thick = 3.
506 in 0.
349 in xx
S
6.
49 in"4 t1.200 in"4 Width
3.500 in xx
R
xx 3.
71 in"3 1.
260 in Wall
Thick - 0.375 in Zx 4.690 in"3 Area -
Weight =
4.
090 in"2 Iyy 6.490 in"4 C = 6.770 in"3 14.
720 plf S yy 3.710 in"3 R
yy 1.260 in Ycg _
0.000 in
Joseph N. Mchini, P.E.
Project Title: P.O. Box 4206 Engineer:
Palm Desert, CA 92260 Project ID:
760-776-6687 Project Descr.
760409-1748
Steel Column
DESCRIPTION: Gate Column
Sketches
y
X
He =
ENERCAM INC. IM-2019, D&A2.%e.34
Joseph N. Cicchini, P.E.
P.D. Box 4206
Palm Desert, CA 92260
760-776-6687
760-409-1748
n a aol.com
Pole Footing Embedded in Soil
DESCRIPTION: Gate Post
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
Generallntbnnation
Pole Footing Shape Circular
Pole Footing Diameter........... 14.0 in
Calculate Min. Depth for Allowable Pressures
Lateral Restraint at Ground Surface
Allow Passive ................... 100.0 pcf
Max Passive .................... 1,500.0 psf
Controlling Values
Governing Load Combination: +D+0.60W+H
Lateral Load 0.3270 k
Moment 1.172 k-ft
Restraint @ Ground Surface
Pressure at Depth
Actual 348.561 psf
Allowable 350.0 psf
Surface Retraint Force 1,038.60 Ibs
hifnlmum Required Depth 3.50 ft
Footing Base Area 1.069ItA2
Maximum Sod Pressure 0.0 ksf
Ap lied Loads
Lateral Concentrated Load (k) Lateral
D : Dead Load k
Lr : Roof Live k
L : Live k
S : Snow k
W : Wind k 0.0760
E : Earthquake k
H : Lateral Earth k
Load distance above
ground surface ft
Load Combination Results
Load Combinatlan
D+H
D+0.60W+H
0.60D+0.60W+0.60H
Project Title:
Engineer:
Project ID:
Project Descr:
M21
Distributed Load Soil
Loads
TOP of Load above ground surface
7.170
BOTTOM of Load above ground surface
Forces @ Ground Surface
Leads - (k) Moments - (ft-k)
0.000 0.000
0.327 1.172
0.327 1.172
I1
INC 1983.2019. BAIL
Restraint
Applied Moment (kft) Vertical Load (k)
klft k-ft k
k/ft k-ft k
k/ft k-ft k
k/ft k-ft k
k/ft k-ft k
ktft k-ft k
klft k-ft k
ft
ft
Required Pressure at Depth Soil Increase
Depth - (it) Actual - (psf) Allnw - (psf) Factor
0.13 0.0 12.5 1.000
3.50 348.6 350.0 1.000
3.50 348.6 350.0 1.000