BWFE2021-0074 Strucutral Calcs-compressed,; RSE
BWFE2021-0074
ASSOCIATES Inc.
CI TY OF LA QU N TA
BULONGOVISON
REVI EVED FOR
COCE CCPRLI kJ CE
06/24/202/
44LF OF 16.5"H WOOD
FENCING ON TOP OF
EXISTING CMU WALL
[ENGINEERED] THIS
APPROVAL REQUIRES
THE NEIGHBOR SIDE TO
BE THE FINISHED SIDE
OR BOTH SIDES MAY BE
FINISHED. THE MAXIMUM
FENCE HEIGHT SHALL BE
SIX FEET. WHERE THE
ELEVATION OF AN
ADJOINING BUILDING
SITE IS HIGHER THAN
THE BASE OF THE FENCE
WITHIN A SIDE OR REAR
SETBACK AREA, THE
HEIGHT OF THE FENCE
MAY BE MEASURED
FROM THE ELEVATION
OF THE ADJOINING
BUILDING SITE TO THE
TOP OF THE FENCE.
HOWEVER, FENCE
HEIGHT SHALL NOT
EXCEED EIGHT FEET
MEASURED FROM
EITHER SIDE. 2019
CALIFORNIA BUILDING
CODES.
MEZA RESIDENCE
79365 DESERT CREST DR.
LA QUINTA, CA 92253
9,SFEssi
citiu
wr Y
Ha.S4713
w fxp.1A-;!-2'1?*'
m
OF C A13,0
(N) WOOD FENCE
MARCH 17, 2021
Prepared by:
RSE Associates, Inc.
700 S. Flower Street, Suite 2730
Los Angeles, CA 90017
Tel: 1. 213. 623. 3881
RSE
ASSOCIATES Inc.
Description of Scopes
The project consists of adding new wood fence board to the top of an existing masonry wall. The
existing masonry wall along the property line varies in height from 8'-0" to 3'-10". It is appropriate to
assume that the same footing width and depth was constructed for the entire wall along the property.
The new addition of wood fence to the existing masonry wall occurs in the portion of the wall where
the wall is shorter than 5'-3". The added wood fence is 16'/z inches. The new height of the wall will be
a maximum of 6'-8" which is less than the maximum height of the existing wall therefore the existing
foundation should be sufficient.
Design based on the Building Code as follows:
"California Building Code, 2019 Edition," which adopts by reference the International Building
Code, including "Seismic Hazard Maps," with the local amendments and provisions
Loading per ASCE 7-16
Page 2 of 7
(E) MASONRY
WALL
L
L - 43'-3"
(N) WOOD HORIZONTAL FENCE
BOARDS OVER (E) MASONRY WALL
L = 43'-3"
H = 16 1/2 in.
L=25ft
H=8'-0"
L,25ft
H=7'-6"
(E) Residence
H=5'-3"
H = 4'-5 1/2"
H=3'-10"�
(E) MASONRY
WALL
TOTAL HEIGHT
VARIES
H=6'-13"TO5-3"
(N) 2X4 REDWOOD FLAT
w/(2) #10 NAIL MIN TO VERTICAL
H = 16 112"
(N) 2X4 VERTICAL REDWOOD
\\\_
@ 24" O.C.
HEIGHT VARIES
H =
4'-5 1/2"
3'-10"
SECTION A
(N) TREX ENHANCE G2 GROOVED
0.94" X 5.5" FACE BOARD
(N) 2X4 REDWOOD FLAT TO
(E) MASONRY WALL W/
1/2"x 2" EMBED DROP IN
ANCHORS @ 24" O.C.
(E) 6" MASONRY BLOCK WALL
RSE
ASSOCIATES Inc.
RSE ASSOCIATES, INC.
700 S. FLOWER ST. SUITE 2730
LOS ANGELES, CA 90017
TEL: 213-623.3881
vso ES Si
s
a No. S4743 rn
Lti f:p. f2;1l - 2-,Z rn
+f )FCA.uCT11R�.1:4;�'�`~*
O
(E) FOOTING
MEZA RESIDENCE
79365 DESERT CREST DR.
LA QUINTA, CA 92253
TITLE: (N) WOOD FENCE
REF.:
SCALE: N.T.S.
DATE 3.17.2021
DRAW BY: MP
SK-1
Page 3 of 7
WIND LOADING ANALYSIS - Open Structures without Roofs
Per ASCE 7 Code
ASCE7 Ch.29: Analytical Procedure for Other Structures
FREESTANDING WALLS AND SOLID FREESTANDING SIGNS
Job Name: Veronica Fence
Subject:
Job Number:
Originator:
Checker:
Input Data:
Wind Speed, V =
Class., Occ. Category =
Exposure Category =
Topo. Factor, Kzt =
Height of Structure, s =
height, h =
Structure Width, B =
Structure Length, L =
Damping Ratio, (3 =
Period Coefficient, Ct =
Direct. Factor, Kd =
Hurricane Region?
90
C
1.00
6.67
6.67
43.25
0.50
0.010
0.0200
0.85
N
mph
(Table 1.5-1)
(Sect. 26.7)
(Sect. 26.7)
ft.
ft
ft. (normal to wind)
ft. (parallel to wind)
(0.010 to 0.070)
(0.020 to 0.035)
(Sect 26.6, Table 26.6-1)
Note: Per Code Section 6.1.4.1, design wind force for open
buildings and other structures shall not be less than 10 psf
multiplied by the area, 'Af, the area normal to wind direction.
For z = h:
For z = h:
Resulting Parameters and Coefficients:
If z < 15 then: Kz = 2.01*(15/zg)^(2/a)
If z >= 15 then: Kz = 2.01*(z/zg)^(2/a)
a=
zg =
I=
freq., f =
G=
9.50
900
0.87
12.047
0.850
(Table 6-2)
(Table 6-2)
(Table 6-1)
Hz. (f >=1) Rigid
(Gust Factor, Sect. 26.9.4)
Velocity Pressure (Sect. 29.3.2, Eq. 29.3-1):
qz = qh = 0.00256*Kz*Kzt*Kd*V^2
Net Design Wind Pressures (Sect. 29.4.1):
F = qh*G*CfAs (psf), where 'qh' is velocity pressure
at height h per Sect 29.3.2 (Eq. 29.3-1)
s/h =
B/s =
1
6.484258
Net Design Wind Pressures, F (psf) CASE A & B
Force Coefficient, B/s
1.00 2.00 16.484258
z
(ft.)
Kz
qh
(psf)
qh*G
(psf)
Force Coefficient, Cf (Fig 29.4.1)
1.45
1.40
1.176
F
(psf)
F
(psf)
F
(psf)
0
6.67
0.85
0.85
14.96
14.96
12.72
12.72
18.44
18.44
17.80
17.80
14.95
14.95
Net Design Wind Pressures, F (psf) CASE C
Force Coefficient, B/s
2.00 I 3.00 16.484258
z
(ft.)
Kz
qh
(psf)
qh*G
(psf)
Force Coefficient, Cf (Fig 29.4.1)
2.25
2.60
3.819
F
(psf)
F
(psf)
F
(psf)
0
6.67
0.85
0.85
14.96
14.96
12.72
12.72
28.62
18.44
33.07
17.80
48.58
48.58
Page 4 of 7
Determination of Gust Effect Factor, G:
Flexible? No f >=1 Hz.
1: Simplified Method for Rigid Structure
G=
0.85
Parameters Used in Both Item #2 and Item #3 Calculations (from Table 6-2):
b^ =
a(bar) =
b(bar) =
c=
/_
c(bar) =
z(min) =
0.105
1.00
0.154
0.65
0.20
500
0.200
15
ft.
ft.
Calculated Parameters Used in Both Rigid and/or Flexible Structure Calculations:
z(bar) =
Iz(bar) =
Lz(bar) =
gq =
gv =
gr =
Q=
15.00
0.228
427.06
3.4
3.4
4.746
0.927
= 0.6*h , but not < z(min) , ft.
= c*(33/z(bar))^(1/6) , Eq. 6-5
= /*(z(bar)/33)^(E(bar)) , Eq. 6-7
(3.4, per Sect. 6.5.8.1)
(3.4, per Sect. 6.5.8.1)
= (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 6-9
= (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 6-6
2: Calculation of G for Rigid Structure
G = 0.887 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 6-4
3: Calculation of Gf for Flexible Structure
R=
Ct =
T=
f=
V(fps) =
V(bar,zbar) =
N1 =
Rn =
rih =
Rh =
rlb=
RB =
rld =
RL =
R=
Gf =
Use: G =
0.010
0.020
0.083
12.047
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
N.A.
0.850
Damping Ratio
Period Coefficient
= Ct*h^(3/4) , sec. (Period)
= 1/T , Hz. (Natural Frequency)
= V(mph)*(88/60) , ft./sec.
= b(bary(z(bar)/33)^(a(bar))'V-(66/bU) , tt./sec. , Eq. 6-14
= f*Lz(bar)/(V(bar,zbar)) , Eq. 6-12
= 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 6-11
= 4.6*f*h/(V(bar,zbar))
_(1/rin)-1/(2'rin"2)"(1-e^(-2"rin)) for in > u, or = 1 for rin = U , Eq. 6-13a,b
= 4.6*f*B/(V(bar,zbar))
= (1/0)-1/(2*rib^2)*(1-e^(-2*0)) for rlb > 0, or = 1 for rib = 0 , Eq. 6-13a,b
= 15.4*f*L/(V(bar,zbar))
=(1/0)-1/(2*rld^2)*(1-e^(-2*rld)) for id > 0, or = 1 for id = 0 , Eq. 6-13a,b
=((1/13)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 6-10
= 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+grA2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Eq. 6-8
Page 5 of 7
Other Structures - Method 2
All Heights
Figure 6-22
Force Coefficients
Cf
Open Signs &
Lattice Frameworks
c
Flat -Sided
Members
Rounded Members
D*SQRT(gz) <= 2.5
D*SQRT(gz) > 2.5
< 0.1
2.0
1.2
0.8
0.1 to 0.29
1.8
1.3
0.9
0.3 to 0.7
1.6
1.5
1.1
Notes: 1. Signs with openings comprising 30% or more of the gross area are classified as open signs.
2. The calculation of the design wind forces shall be based on the area of all exposed members
and elements projected on a plane normal to the wind direction. Forces shall be assumed to
act parallel to the wind direction.
3. The area'Af consistent with these force coefficients is the solid area projected normal to the
wind direction.
4. Notation:
s = ratio of solid area to gross area
D = diameter of a typical round member, in feet.
qz = velocity pressure evaluated at height 'z' above ground in psf.
Other Structures - Method 2
All Heights
Figure 6-23
Force Coefficients
Cf
Trussed Towers
Open Structures
Tower Cross Section
Cf
Square
4.0*s^2 - 5.9*s + 4.0
Triangle
3.4*c^2 - 4.7*c + 3.4
Notes: 1. For all wind directions considered, area 'Af consistent with force coefficients shall be solid area
of tower face projected on plane of that face for tower segment under consideration.
2. Specified force coefficients are for towers with structural angles or similar flat -sided members.
3. For towers containing rounded member, it is acceptable to multiply specified force coefficients
by following factor when determining wind forces on such members: 0.51 *E^2 + 0.57 <= 1.0.
4. Wind forces shall be applied in directions resulting in maximum member forces and reactions.
For towers with square cross -sections, wind forces shall be multiplied by following factor when
wind is directed along a tower diagonal: 1+ 0.75*c <= 1.2.
5. Wind forces on tower appurtenances such as ladder, conduits, lights, elevators, etc., shall be
calculated using appropriate force coefficients for these elements.
6. Notation: s = ratio of solid area to gross area of one tower face for segment considered.
Page 6of7
Wind Pressure =
trib wdth =
New wood fence board:
F=
height =
M=
T=
48.6 psf
2 ft
97.2 plf
1.4 ft
133.6 Ibs-ft
1069 Ibs
CAPACITY OF DROP IN ANCHOR
1/2" PULLOUT = 3105 LBS
D/C = 0.34 < 1.O GOOD
Page 7 of 7