REVIEWED BLD2024-0800+STRUCTURAL CALCS+6.17.2024_10.32.16_AM+4326299508 Baylor Court, Suite C
B r o l e s and Associates Chesapeake, VA 22070
757.436.2070
Astructural engineers
Charles Town, WV
RECEIVED REVIEWED 304.370.3088
Jun 17 2024 BLD2024-0800 BY
CITY OFEDMONDS CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
STRUCTURAL CALCULATIONS
COVER SHEET
Starbucks Menu Board Foundations
Edmonds, WA
Foundation Calculations
May 29, 2024
Prepared for:
RRMM
1317 Executive Blvd,
Chesapeake, VA 23320
Prepared by:
Broyles and Associates, P.C.
508 Baylor Ct, Suite C
Chesapeake, VA 23220
757.436.2070 • 304.370.3088 • dbroyles@broylesandassociates.com • www.broylesandassociates.com
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
1
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
DESIGN CRITERIA - ASCE 7-16
Wind Design
Wind Speed
V = 115 MPH
Risk Category
II
Exposure Category
C
Foundation Design
Presumptive Soil Bearing
Q = 1500 psf
Concrete Strength
fc = 3000 psi
Concrete anchors ASTM F1554 A36
fy = 36 ksi
Dimensional Information
Overall Sign Height (both)
h = 6.0 ft
Single Menu Board: Sign Height
hs = 4.17 ft
Sign Width
bs = 2.5 ft
Height of Centerline
hsc = h - hs/2 = 4.0 ft
Double Menu Board: Sign Height
hd = 4.17 ft
Sign Width
bd = 4.83 ft
Height of Centerline
hdc = h - hd/2 = 4.0 ft
WIND LOADING SINGLE MENU BOARD (PRE -SELL BOARD) (ASCE7-16)
WIND LOADING
In accordance with ASCE7-16
Using the directional design method
2.5 ft--� I4-:�
cfl
Wall/sign data
Length of wall/sign
Height of wall/sign
Height to top of sign
General wind load requirements
Basic wind speed
Risk category
Velocity pressure exponent coef (Table 26.6-1)
Ground elevation above sea level
Ground elevation factor
Exposure category (cl 26.7.3)
Gust effect factor
Minimum design wind loading (cl.27.1.5)
2, T ft
2.08 F
B = 2.50 ft
s=4.17ft
h = 6.00 ft
V = 115.0 mph
Kd = 0.85
zgi=oft
Ke = exp(-0.0000362 x zgi/1ft) = 1.00
C
Gf = 0.85
pmin_r = 8 Ib/ft2
Tedds calculation version 2.1.13
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
2
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Topography
Topography factor not significant KZt = 1.0
Velocity pressure
Velocity pressure coefficient (Table 26.10-1) KZ = 0.85
Velocity pressure qh = 0.00256 x KZ x Kit x Kd x Ke x V2 x 1 psf/mph2 = 24.5 psf
Area of sign Af = B x s = 10.425 ft2
Ratio of solid area to gross area E = 1.00
Wall/sign forces — Case A and B
Force coefficient (Figure 29.3-1)
Resultant force
Cf_A = 1.69
FA = max(16psf, qh x Gf x Cf_A) x Af = 0.4 kips
0.4 kips
Man Case A
Plan - Case B
Embedment calculation uses ASD loads = 0.6* Ult = 370# * 0.6 = 222#
SINGLE MENU BOARD (PRE -SELL BOARD) FOUNDATION EMBEDMENT (IBC)
FLAGPOLE EMBEDMENT (IBC)
In accordance with IBC 2018
Tedds calculation version 1.2.04
Soil capacity data
Allowable passive pressure
Lsbc = 150 pcf
Maximum allowable passive pressure
Pmax = 1500 psf
Load factor 1 (1806.1)
LDF1 = 1.00
Load factor 2 (1806.3.4)
LDF2 = 2.0
Pole geometry
Shape of the pole
Round
Diameter of the pole
Dia = 24 in
Laterally restrained
No
Load data
First point load
Pi = 222 Ibs
Distance of Pi from ground surface
H, = 4 ft
Second point load
P2 = 0 Ibs
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
3
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Distance of P2 from ground surface
Uniformly distributed load
Start distance of W from ground surface
End distance of W from ground surface
Applied moment
Distance of Mi from ground surface
Shear force and bending moment
Total shear force
Total bending moment at grade
Distance of resultant lateral force
Embedment depth (1807.3.2.1)
Embedment depth provided
Allowable lateral passive pressure
Factor A
Embedment depth required
Actual lateral passive pressure
H2=1ft
W=0plf
a=2ft
al=4ft
Mi = 0 lb—ft
H3=0ft
F=Pi+P2+Wx(al —a)=222lbs
Mg=P1xH1+P2xH2+Wx(al —a)x(a+al) /2+M,=888lb—ft
h = abs(Mg / F) = 4 ft
D=2.63ft
S1 = min(Pma., Lsbc x min(D, 12 ft) / 3) x LDF1 x LDF2 = 262.8 psf
A = 2.34 x abs(F) / (Si x Dia) = 1 ft
Di =0.5 x A x (1 +(1 +((4.36 x h)/A))05)=2.63ft
S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 262.8 psf
WIND LOADING DOUBLE MENU BOARD (ASCE7-16)
WIND LOADING
In accordance with ASCE7-16
Using the directional design method
Wall/sign data
Length of wall/sign
Height of wall/sign
Height to top of sign
General wind load requirements
Basic wind speed
Risk category
Velocity pressure exponent coef (Table 26.6-1)
Ground elevation above sea level
Ground elevation factor
Exposure category (cl 26.7.3)
2 08 ft F
2 utsbrl—
B=4.83ft
s=4.17ft
h = 6.00 ft
V = 115.0 mph
Kd = 0.85
zgi=oft
Ke = exp(-0.0000362 x zgd1ft) = 1.00
C
Tedds calculation version 2.1.13
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
4
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Gust effect factor Gf = 0.85
Minimum design wind loading (cl.27.1.5) pmin_r = 8 Ib/ft2
Topography
Topography factor not significant Kt = 1.0
Velocity pressure
Velocity pressure coefficient (Table 26.10-1) KZ = 0.85
Velocity pressure qh = 0.00256 x Kz x Kt x Kd x Ke x V2 x 1 psf/mph2 = 24.5 psf
Area of sign Af = B x s = 20.141 ft2
Ratio of solid area to gross area s = 1.00
Wall/sign forces — Case A and B
Force coefficient (Figure 29.3-1)
Resultant force
Cf_A = 1.64
FA = max(16psf, qh x Gf x Cr-A) x Af = 0.7 kips
0.7 kips
Plan - Case A
�0.966 ft
0.7 kips
Plan - Case B
Embedment calculation uses ASD loads = 0.6* Ult = 690# " 0.6 = 414#
DOUBLE MENU BOARD FOUNDATION EMBEDMENT (IBC)
FLAGPOLE EMBEDMENT (IBC)
In accordance with IBC 2018
Tedds calculation version 1.2.04
Soil capacity data
Allowable passive pressure
Lsbc = 150 pcf
Maximum allowable passive pressure
Pmax = 1500 psf
Load factor 1 (1806.1)
LDF1 = 1.00
Load factor 2 (1806.3.4)
LDF2 = 2.0
Pole geometry
Shape of the pole
Round
Diameter of the pole
Dia = 24 in
Laterally restrained
No
Load data
First point load
P1 = 414 Ibs
Distance of P1 from ground surface
H1 = 4 ft
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
5
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Second point load
Distance of P2 from ground surface
Uniformly distributed load
Start distance of W from ground surface
End distance of W from ground surface
Applied moment
Distance of M1 from ground surface
Shear force and bending moment
Total shear force
Total bending moment at grade
Distance of resultant lateral force
Embedment depth (1807.3.2.1)
Embedment depth provided
Allowable lateral passive pressure
Factor A
Embedment depth required
Actual lateral passive pressure
P2 = 0 Ibs
H2=1ft
W=0plf
a=2ft
a1=4ft
Mi = 0 lb—ft
H3=0ft
F=P1+P2+Wx(al —a)=414lbs
Mg=P1xH1+P2xH2+Wx(al —a)x(a+al) /2+M1=1656lb—ft
h = abs(Mg / F) = 4 ft
D = 3.34 ft
S1 = min(Pmax, Lsbc x min(D, 12 ft) / 3) x LDF1 x LDF2 = 334.1 psf
A = 2.34 x abs(F) / (Si x Dia) = 1.4 ft
Di =0.5 x A x (1 +(1 +((4.36 x h)/A))05)=3.34ft
S2 = (2.34 x abs(F) x ((4.36 x h) + (4 x D))) / (4 x D2 x Dia) = 334.1 psf
ANCHOR BOLT DESIGN MENU BOARD (AC1318) (PRE -SELL BOARD SIMILAR
Wind Force
P = 700 Ibs
Distance to resultant
h = 4 ft
Moment at base
M = Pxh = 2.80 kip_ft
Anchor spacing
s = 8 in
Tension force in anchors
T = M/s = 4.20 kips
ANCHOR BOLT DESIGN
In accordance with AC1318-11
Tedds calculation version 2.1.08
Design summary
Description
Unit
Required
Provided
Will.
Result
Anchor tensile strength
kips
2.10
14.55
0.144
PASS
Concrete breakout
kips
4.20
9.86
0.426
PASS
Pullout strength
(kips)
2.10
12.60
0.167
PASS
Side face blowout
(kips)
2.10
14.79
0.142
PASS
Anchor shear strength
(kips)
0.60
12.10
0.050
PASS
Shear breakout rear
ki s
0.60
7.25
0.083
PASS
Side shear breakout rear
(kips)
0.60
18.44
0.033
PASS
Anchor pryout
(kips)
0.60
24.54
0.024
PASS
Interaction of forces
1.200
0.509
0.424
PASS
Anchor bolt geometry
Type of anchor bolt
Diameter of anchor bolt
Number of bolts in x direction
Total no. of bolts
Cast -in headed end bolt anchor
da=0.75in
Nboltx = 2 Number of bolts in y direction Nbolty = 2
ntotal = 4 Total no. of bolts in tension ntens = 2
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
6
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Spacing of bolts in x direction
sboitx = 8 in
Number of threads per inch
nt = 10
Embedded depth of anchor
her = 24.00 in
Dist to found left edge
xcel = 10.00 in
Dist to found bottom edge
ycel = 10.00 in
Foundation geometry
Member thickness
ha = 36 in
CL baseplate - left edge
xcel = 10 in
CL baseplate - bot. edge
ycel = 10 in
Spacing of bolts in y direction sbolty = 8 in
Effective x-sect area of anchor Ase = 0.334 in2
Member thickness ha = 36.000 in
Dist to found right edge xce2 = 10.00 in
Dist to found top edge yce2 = 10.00 in
CL baseplate - right edge xoe2 = 10 in
CL baseplate - top edge yoe2 = 10 in
Material details
Minimum yield strength of steel fya = 36 ksi
Nom. tensile stress of steel
futa = 58 ksi
Compressive strength of conc
f'c = 3 ksi
Concrete modification factor
� = 1.00
Mod. factor, concrete failure
%,a = 1.00
Strength reduction factors
Tension of steel element
�t,s = 0.75
Shear of steel element
�V's = 0.65
Concrete tension
�1t,c = 0.75
Concrete shear
�v,c = 0.75
Concrete tension for pullout
�t,o8 = 0.70
Concrete shear for pryout
(1)v,cB = 0.70
Seismic requirements
Seismic category
0
Attachment undergoes ductile yielding - the attachment (not covered in this calculation) will undergo ductile yielding
at a force level corresponding to anchor forces no greater than the calculated design strength of the anchors. Anchor
tensile strengths associated with concrete failure modes will be taken to be 0.75 times the calculated strength.
Anchor forces
No. of bolt rows in tension NboitN = 1
Axial force in bolts for row 1 Ni = 4.20 kips
Total axial force on bolt group NR = 4.20 kips Max axial force to single bolt Nmax,s = 2.10 kips
Eccentricity of axial load e'N = 0.00 in Shear force to bolt group V = 0.60 kips
Steel strength of anchor in tension (D.5.1)
Nom strength of anchor Nsa = 19.40 kips
Steel strength of anchor ^a = 14.55 kips
PASS - Steel strength of anchor exceeds max tension in single bolt
Check concrete breakout strength of anchor bolt in tension (D.5.2)
The anchors are located at less than 1.5hef from 4 edges. Therefore the effective embedded depth has to be limited to
4.00" in accordance with D.5.2.3
Limiting embedded depth
hef,iim = 4.00 in
Coeff for basic breakout
kc = 24
Breakout strgth single anchor
Nb = 10.52 kips
Proj area - groups of anchors
ANc = 240.00 in2
Proj area - single anchor
ANco = 144.00 in2
Min dist to edge of concrete
Ca,min = 6.00 In
Ecc. mod factor for groups
lllec,N = 1.00
Mod factor for edge effects
Ved,N = 1.00
Mod factor for no cracking
Wc,N = 1.000
Mod factor for cracked conc
Wcp,N = 1.000
Nom conc breakout strength
Ncbg = 17.53 kips
Concrete breakout strength
^bg = 9.86 kips
PASS - Breakout strength exceeds tension in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
7
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Pullout strength single anchor (D.5.3)
Net brg area head of anchor Abrg = 1 in Mod factor for no cracking lilc,P = 1.000
Pullout strength Np = 24.00 kips Nom pullout strength Npn = 24.00 kips
Pullout strength = 12.60 kips
PASS - Pullout strength of single anchor exceeds maximum axial force in single bolt
Side face blowout strength (D.5.4)
The sideface blowout will be checked in the x and y directions as the edge distances for the bolts in both directions
are less than hef / 2.5
Check x direction
Axial force in group of anchors Nsfb = 4.20 kips
Dist between outer anchors s = 8.00 in
Sfbs for multiple anchors ^bg = 36.15 kips
Check y direction
Axial force in single anchor Nsfb = 2.10 kips
Sfbs for multiple anchors ^b = 14.79 kips
Steel strength of anchor in shear (D.6.1)
Nom strength of anchor Vs. = 18.62 kips
Sfbs for single anchor Nsb = 52.58 kips
Nom sfbs multiple anchors Nsbg = 64.27 kips
PASS - Sideface blowout strength exceeds tension in bolts
Nom sfbs for single anchor Nsb = 26.29 kips
PASS - Sideface blowout strength exceeds tension in bolts
Steel strength of anchor �Vsa = 12.10 kips
PASS - Steel strength of anchor exceeds shear in bolts
Concrete breakout strength in shear perpendicular to edge - Case 2. All shear resisted by rear bolts (D.6.2)
Applied shear
Vapp = 0.30 kips
Edge dist x near corner
cal = 14.00 in
Edge dist y near corner
ca2 = 6.00 in
Load bearing length of anchor
le = 6 in
Basic conc breakout strength
Vb = 25.82 kips
Proj area - single anchor
Avco = 882.00 in
Proj area - group of anchors
Avc = 420.00 in
Mod factor for edge effect
Yed.v = 0.9
Eccentricity of loading
e'v = 0.00 in
Mod factor of eccentricity
Yec,v = 1.00
Mod factor for cracking
Yc,v = 1.0
Mod factor for edge distance
ym,v = 1.0
Nom conc breakout strength
Vcbg = 9.66 kips
Conc break out strength
�Vcbg = 7.25 kips
PASS - Shear breakout perpendicular to edge strength
exceeds shear in bolts
Concrete breakout strength in shear - Case 1. Half of shear resisted by front bolts (D.6.2)
Applied shear
Vapp = 0.30 kips
Edge dist x near corner
cal = 6.00 in
Edge dist y near corner
ca2 = 6.00 in
Load bearing length of anchor
le = 6 in
Basic conc breakout strength
Vb = 7.24 kips
Proj area - single anchor
Avc. = 162.00 in
Proj area - group of anchors
Avc = 180.00 in
Mod factor for edge effect
yred.v = 0.9
Eccentricity of loading
e'v = 0.00 in
Mod factor of eccentricity
Yec,V = 1.00
Mod factor for cracking
YC'v = 1.0
Mod factor for edge distance
Yh,v = 1.0
Nom conc breakout strength
Vcbg = 7.24 kips
Conc break out strength
(Vcbg = 5.43 kips
PASS - Shear breakout perpendicular to edge strength
exceeds shear in bolts
Concrete breakout strength in shear parallel to edge - Case 2. All shear resisted by rear bolts ( parallel to edge - Case
2. All shear resisted by rear bolts)
Applied shear Vapp = 0.30 kips Edge distance x for shear cal,p = 14 in
Edge distance y for shear ca2,p = 6 in Load bearing length of anchor le = 6 in
Basic conc breakout strength Vb,p = 25.82 kips Proj area of single anchor Avc.,p = 882 in2
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
8
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Proj area of group of anchors
Avc,p = 420 in
Mod factor for edge effect
yled,v,p = 1.000
Eccentricity of loading
e'v,p = 0 in
Mod factor of eccentric load
ylec,v,p = 1.000
Mod factor for cracking
YC'V = 1.000
Mod factor for edge distance
ym,V,p = 1.000
Nom breakout strength shear
Vcbg,p = 24.59 kips
Concbreak out strength shear
(Vcbg,p = 18.44 kips
PASS - Shear breakout strength parallel
to edge exceeds shear in bolts
Concrete breakout strength in shear parallel to edge - Case 1. Half of shear resisted by front bolts ( parallel to edge -
Case 1. Half of shear resisted by front bolts)
Applied shear
Vapp = 0.30 kips
Edge distance x for shear
ca,,p = 6 in
Edge distance y for shear
ca2,p = 6 in
Load bearing length of anchor
le = 6 in
Basic conc breakout strength
Vb,p = 7.24 kips
Proj area of single anchor
Avco,p = 162 in
Proj area of group of anchors
Avc,p = 180 in
Mod factor for edge effect
yred,v,p = 1.000
Eccentricity of loading
e'v,p = 0 in
Mod factor of eccentric load
yrec,v,p = 1.000
Mod factor for cracking
y1c,V = 1.000
Mod factor for edge distance
ym,V,p = 1.000
Nom breakout strength shear
Vcbg,p = 16.10 kips
Concbreak out strength shear
Q Vcbg,p = 12.07 kips
PASS - Shear breakout strength parallel
to edge exceeds shear in bolts
Pryout strength of anchor in shear (D.6.3)
Coefficient of pryout strength kcp = 2.0
Pryout strength of anchor �Vcpg = 24.54 kips
Interaction of tensile and shear forces
Crit design strength tension �No = 9.86 kips
Crit design strength shear �Vo = 7.25 kips
Nua / ^ = 0.426
Nom pryout strength of anchor Vcpg = 35.05 kips
PASS - Pryout strength of anchor exceeds shear in bolts
Crit applied tensile force Nua = 4.20 kips
Crit applied shear force Vua = 0.60 kips
Vua / �Vn = 0.083
As Vua / OW <= 0.2,Full strength in tension is permitted
Pass - Applied tension is less than tension capacity
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
9
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
POST INSTALLED ANCHORS AT MENU BOARD (PRE -SELL BOARD SIMILAR)
ANCHOR BOLT DESIGN
In accordance with AC1318-14
Tedds calculation version 2.1.08
Design summary
Description
Unit
Required
Provided
Util.
Result
Anchor tensile strength
kips
2.10
18.70
0.112
PASS
Concrete breakout
kips
4.20
6.98
0.601
PASS
Bond strength
kips
4.20
6.06
0.693
PASS
Anchor shear strength
kips
0.70
9.07
0.077
PASS
Shear breakout rear
kips
0.70
8.70
0.081
PASS
Side shear breakout rear
kips
0.70
22.13
0.032
PASS
Anchor pr out
kips
0.70
15.09
0.046
PASS
Interaction of forces
1.200
0.773
0.645
PASS
Anchor bolt geometry
Anchor bolt
Proprietary bolt
Diameter of anchor bolt
da = 0.75 in
Number of bolts in x direction
Nboltx = 2
Number of bolts in y direction
Nbolty = 2
Total number of bolts
ntotai = 4
Total No. of bolts in tension
ntens = 2
Spacing of bolts in x direction
sboltx = 8 in
Spacing of bolts in y direction
sbolty = 8 in
Effective area of anchor
Aye = 0.43 in
Embed. depth of anchor bolt
het = 12 in
Foundation geometry
Member thickness
ha = 36 in
CL baseplate - left edge
xcel = 10 in
CL baseplate - right edge
xce2 = 10 in
CL baseplate - bot. edge
yoel = 10 in
CL baseplate - top edge
yoe2 = 10 in
Material details
Nom. tensile stress of steel
futa = 58 ksi
Compressive strength of conc
f'c = 3 ksi
Concrete modification factor
k = 1.00
Mod. factor, concrete failure
%a = 1.00
Mod. factor, adhesive bond
k.1 = 1.00
Strength reduction factors
Tension of steel element
ks = 0.75
Shear of steel element
a V's = 0.65
Concrete tension
kc = 0.75
Concrete shear
aV'c = 0.75
Concrete tension for pullout
�t,cB = 0.70
Concrete shear for pryout
�v,cB = 0.70
Seismic requirements
Seismic category
D
Attachment undergoes ductile yielding - the attachment (not covered in this calculation) will undergo ductile yielding
at a force level corresponding to anchor forces no greater than the calculated design strength of the anchors. Anchor
tensile strengths associated with concrete failure modes will be taken to be 0.75 times the calculated strength.
Anchor forces
No. of bolt rows in tension NboitN = 1
Axial force in bolts for row 1 Ni = 4.20 kips
Total axial force on bolt group NR = 4.20 kips Max axial force to single bolt Nmax,s = 2.10 kips
Eccentricity of axial load e'N = 0.00 in Shear force to bolt group V = 0.70 kips
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
10
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virginia 23320
PH:757-436-2070
RSW
01/30/20244
Steel strength of anchor in tension (17.4.1)
Nom strength of anchor Nsa = 24.94 kips Steel strength of anchor ^a = 18.70 kips
PASS - Steel strength of anchor exceeds max tension in single bolt
Check concrete breakout strength of anchor bolt in tension (17.4.2)
A
A
�*-6 0"P14 8.0"6.0"--�
Plan on foundation
1
4 2 kips
0.7 kips
Concrete breakout - tension
The anchors are located at less than 1.5hef from 4 edges. Therefore the effective embedded depth has to be limited to
4.00" in accordance with 17.4.2.3
Limiting embedded depth
hef,iim = 4.00 In
Coeff for basic breakout
kc = 17
Breakout strgth single anchor
Nb = 7.45 kips
Proj area - groups of anchors
ANc = 240.00 in2
Proj area - single anchor
ANco = 144.00 in2
Min dist to edge of concrete
Ca,min = 6.00 In
Ecc. mod factor for groups
yrec,N = 1.00
Mod factor for edge effects
Yed,N = 1.00
Mod factor for no cracking
yrc,N = 1.000
Mod factor for cracked conc
Ycp,N = 1.000
Nom conc breakout strength
Ncbg = 12.42 kips
Concrete breakout strength
^bg = 6.98 kips
PASS - Breakout strength exceeds tension in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
11
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
A
A
1
0
A
o
ao
0
C6
1
1*-6.0"ioliii 8.0"PI4 6.0"--� —
Plan on foundation
Adhesive anchor pullout
Bond strength of adhesive anchor in tension (17.4.5)
Anchor is not subject to sustained tension loading
Stength reduction factor �t = 0.65
Uncracked bond stress anchor Tuncr = 650 psi
Basic bond stir. single anchor Nba = 6.36 kips
Proj area of anchors ANa = 225.2 in
Min dist to edge of concrete Ca,min = 6 In
Mod factor for edge effects Yed,Na = 1.000
Nom bond strength in tension Nag = 10.78 kips
Steel strength of anchor in shear (17.5.1)
Nom strength of anchor Vsa = 13.95 kips
0.7 kips 01
4.21kips
I
1, 8„0-
Section A -A
Char. bond stress of anchor Tcr =225 psi
Dist to develop full bond stir. CNa = 5.77 in
Full proj area - single anchor ANa. = 132.95 in
Ecc. mod factor for groups lllec,Na = 1.000
Mod factor for no cracking Yc:p,Na = 1.000
Bond strength in tension Nag = 6.06 kips
PASS - Bond strength exceeds tension in bolts
Steel strength of anchor Vsa = 9.07 kips
PASS - Steel strength of anchor exceeds shear in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
12
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virginia 23320
PH:757-436-2070
RSW
01/30/20244
Concrete breakout strength in shear perpendicular to edge - Case 2. All shear resisted by rear bolts (17.5.2)
4 2 kips
0 7 kip,
A
A
1
M
O
O
a a
A
� A
CO
0 1
0 C T
0
1
�*-6.0"8.0"6.0"--�
Plan on foundation
Applied shear
Edge dist y near corner
Basic conc breakout strength
Proj area - group of anchors
Eccentricity of loading
Mod factor for cracking
Nom conc breakout strength
Concrete breakout - shear
r 1-8-
Section A -A
Vapp = 0.35 kips
Edge dist x near corner
cal = 14.00 in
Ca2 = 6.00 in
Load bearing length of anchor
le = 6 in
Vb = 25.82 kips
Proj area - single anchor
Avco = 882.00 in
Avc = 420.00 in
Mod factor for edge effect
Yed.v = 0.9
e'v = 0.00 in
Mod factor of eccentricity
Yec,v = 1.00
Yc,v = 1.2
Mod factor for edge distance
ym,v = 1.0
Vcbg = 11.59 kips
Conc break out strength
�Vcbg = 8.70 kips
PASS - Shear breakout perpendicular to edge strength
exceeds shear in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
13
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Concrete breakout strength in shear - Case 1. Half of shear resisted by front bolts (17.5.2)
4,2 kips
0 7 kips
A
A
1
O
O
I A
o
W
1
0
[+-6.0°imi-ii 8.0°lol-ii 6.0•--�
Plan on foundation
Applied shear Vapp = 0.35 kips
Edge dist y near corner Ca2 = 6.00 in
Basic conc breakout strength Vb = 7.24 kips
Proj area - group of anchors Avc = 180.00 in
Eccentricity of loading e'v = 0.00 in
M
t, 8„10
Section A -A
Concrete breakout - shear
Edge dist x near corner cal = 6.00 in
Load bearing length of anchor le = 6 in
Proj area - single anchor Avco = 162.00 in2
Mod factor for edge effect Yed.v = 0.9
Mod factor of eccentricity Yec,v = 1.00
Mod factor for cracking ijlc,v = 1.2 Mod factor for edge distance Wh,v = 1.0
Nom conc breakout strength Vcbg = 8.69 kips Conc break out strength �Vcbg = 6.52 kips
PASS - Shear breakout perpendicular to edge strength exceeds shear in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
14
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Concrete breakout strength in shear parallel to edge - Case 2. All shear resisted by rear bolts ( parallel to edge - Case
2. All shear resisted by rear bolts)
A
A
0
T A
o
co
0
[*-6.0"iolo 8.0"ol.i6.0
Plan on foundation
4 2 kips
0.7 kips 1
M
r f - 8" 0
Section A -A
Concrete breakout - side shear
Applied shear
Vapp = 0.35 kips
Edge distance x for shear
cal,p = 14 in
Edge distance y for shear
Ca2,p = 6 in
Load bearing length of anchor
k = 6 in
Basic conc breakout strength
Vb,p = 25.82 kips
Proj area of single anchor
Avco,p = 882 in2
Proj area of group of anchors
Avc,p = 420 in2
Mod factor for edge effect
yred,v,p = 1.000
Eccentricity of loading
e'v,p = 0 in
Mod factor of eccentric load
yrec,v,p = 1.000
Mod factor for cracking
yrc,v = 1.200
Mod factor for edge distance
ym,v,p = 1.000
Nom breakout strength shear
Vcbg,p = 29.51 kips
Concbreak out strength shear
�Vcbg,p = 22.13 kips
PASS - Shear breakout strength parallel
to edge exceeds shear in bolts
Project
Job Ref.
Starbucks
L
Section
Sheet no./rev.
Broyles And Associates
115 MPH Sign Foundation Design
15
508 Baylor Court, Suite c
Calc. by
Date
Chk'd by
Date
App'd by
Date
Chesapeake, Virgnia 23320
PH:757-436-2070
RSW
01/30/20244
Concrete breakout strength in shear parallel to edge - Case 1. Half of shear resisted by front bolts ( parallel to edge -
Case 1. Half of shear resisted by front bolts)
4 2 kips
0 7 kips 0
A
A
0
A
o
m
0
co
1
�*-6.0"PoW 8.0"P14 6.0"--�
Plan on foundation
Section A -A
Concrete breakout - side shear
Applied shear
Vapp = 0.35 kips
Edge distance x for shear
cal,p = 6 in
Edge distance y for shear
Ca2,p = 6 in
Load bearing length of anchor
k = 6 in
Basic conc breakout strength
Vb,p = 7.24 kips
Proj area of single anchor
Avco,p = 162 in2
Proj area of group of anchors
Avc,p = 180 in2
Mod factor for edge effect
yred,v,p = 1.000
Eccentricity of loading
e'v,p = 0 in
Mod factor of eccentric load
yrec,v,p = 1.000
Mod factor for cracking
Yc,v = 1.200
Mod factor for edge distance
Yh,v,p = 1.000
Nom breakout strength shear
Vcbg,p = 19.32 kips
Concbreak out strength shear
�Vcbg,p = 14.49 kips
PASS - Shear breakout strength parallel
to edge exceeds shear in bolts
Pryout strength of anchor in
shear (17.5.3)
Coefficient of pryout strength
kcp = 2.0
Nom pryout strength of anchor
Vcpg = 21.55 kips
Pryout strength of anchor
�Vcpg = 15.09 kips
PASS - Pryout strength of
anchor exceeds shear in bolts
Interaction of tensile and shear forces
Crit design strength tension ^ = 6.06 kips Crit applied tensile force Nua = 4.20 kips
Crit design strength shear �Vn = 8.70 kips Crit applied shear force Vua = 0.70 kips
Nue 0.693 Wa / +Vn = 0.081
As Vua / OW <= 0.2,Full strength in tension is permitted
Pass - Applied tension is less than tension capacity