REVIEWED BLD2021-1415+Structural_Analysis_or_Calculations+10.9.2021_6.13.56_PM+2453885REVIEWED
Bio Air Structural Calcs BY
CITY OF EDMONDS
DESIGN CALCULATION- Rev B 16/03/2021
Client: Bioair
Project: P20118-EDMONDS WWTP
Subject: EcoPure EP10283 GRP Reactor Vessel- design Calculation
Extraco Drawing no.: GRP-MISC-11037
Prepared by: Jameel Al Sudani
Design Conditions:
RECEIVED
Oct 13 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1415
Construction code: ASTM D4097/ASTM C582
Design Standard: BS EN 13121:2010 (Beacause ASTM D4097 does not cover the design of
rectangular tanks/vessels)
Vessel Configuration: Rectangular, Vertical, Flat Bottom, Flanged sloped top
Design Pressure = 16 " WC=
3985
pa
Design Vacuum =
NA
Min. Design Temperature —
-25
oC
Min. Design Temperature —
50
oC
Seismic & wind Load Code:
ASCE 7-10
Seismic Design Catagory=
D
Site Class=
D
Sps=
1.028
Importance Factor=
1.25
Ultimate wind speed (3 second gust), Vult=
110
MPH
Wind Exposure Category=
C
Risk Category
III
Vessel length:
8558
mm
Vessel Width:
3070
mm
Vessel Height:
5642
mm
Vessel Thickness:
11.0
mm
Vessel Empty weight:
4710
kg
Design Factors:
Design Factor (K)
K = 2 x Al x A2 x A3 x A4 x A5 or minimum 6 Equation (4)
Where,
A1=
1.2
A2=
1.4
A3=
1.20
A4=
1
A5=
2.4
K= 9.7
Design Strain:
From clause 8.2.4, For polyester resin:
Design Strain (Ed) = 0.23%
Allowable design unit loading:
For CSM,
For WR,
all. ui= Ed . Xi Eq. 9
X= 14000 N/mm per kg/m2
ucsm = 32.2 N/mm per kg/m2
X= 16000 N/mm per kg/m2
uWR= 36.8 N/mm per kg/m2
Vessel Wall Design
Pressure = P = 3985 pa = 0.00398532 Mpa
For rectangular panel under uniformly distributed load with dimensions 893 mm x 3258 mm (largest
unstiffened panel), the thickness of the panel calculated beolow should fullfill the induced bending moment
and satisfy the allowable panel deflection according to BS EN 13121-3:2010 as shown below.
Mp= (31P b2
Where: -
Mp = Moment in wall due to the internal pressure
(31= Factor obtained from table (10) BS EN 13121-3 considering type (1) fixing = 0.083
P= 0.00398532 N/mm2
b = Shortest clear unsupported span of side wall= 893 mm
Mp = 264 N.mm/mm
mcomp >_ (6MD/(ucomp x tgcomp))^0.5 Equation (91) BS EN 13121-3:2008
Where mcomp = required mass of glass reinforcement per unit area of combination laminate
MD = design moment = Mp = 264 N.mm/mm
ucomp = Allowable ultimate load for laminate divided by mass of glass of laminate
= (UTUS)ultimate tensile unit strength / k(Safety factor)
For CSM
ucsm= 32.2 N/mm per kg/m2
For WR
uWR= 36.8 N/mm per kg/m2
Layup Pattern:
Thickness of one layer of 450 g/m2 CSM= 1 mm
Thickness of one layer of 600 g/m2 WR= 0.75 mm
450 g/m2 CSM: 8 No.
600 g/m2 WR: 4 No.
utotal per m2 = 204 N/mm
Total glass reinforcement (mcopm)= 6 Kg/m2
ucomp= 34.0 N/mm per kg/m2
Laminate thickness= 11.0 mm
tgcomb= laminate thickness/Total glass reinforcement= 1.83
(6MD/(ucomp x tgcomp))^0.5= 5.04
mcomp
0 k.
6 Kg/m2 > 5.04 Kg/m2
Check for deflection
tmin=(a1x PD x b4/(1.5 x Eb))025 equation (90) BS EN 13121-3:2008
Where:
tmin= minimum thickness to satisfy that shell deflection does not exceed 1.5 times laminate thickness.
a1= factor obtained from table 10= 0.028
PD= Design pressure= 0.00398532 N/mm2
b= shortest unsupported span = 893 mm
Eb= Flexural Modulus of Elasticity of laminate=
for Type II laminate 8900 N/mm2
tmin= 8.5 mm
Hence, 11.0 mm thick shell is Okay
Wall Stiffener Design
DN 250 x5 mm thick half GRP pipe is used
Is= Stiffener & panel section modulus= 1.44E+08 mm4
beam spacing= 1143 mm
UDL= Uniformly distributed load on stiffener 4.56 N/mm
L= Length of stiffener 3258 mm
E= modulus of elasticity 12500 N/mm2
6= deflection= 0.013 x w x L4/( Es x Is) 3.71 mm
allowable deflection= L/300 10.9 mm
Ok
M= Maximum bending moment = 0.125 x w x LZ 6.04E+06 N/mm2
y= 27.2 mm
Stress= My/I 1.1 N/mm2
Design Factor= 6.0
GRP stiffener flexural strength 70.0 N/mm2
allowable stress for GRP stiffener= 11.7 N/mm2
0 k.
GRP overlay on the stiffener
pull off force on 1 m length = UDL x 1 m =
4555 N
Overlay width on each side=
75 mm
Pull off stress in overlay=
0.030 N/mm2
GRP to GRP pull off strength =
3.5 N/mm2
Design factor=
6.0
Allowable pull off stress=
0.58 N/mm2
0 k.
Overlay thickness= 5 mm
Cross laminar shear stress in overlay 0.46 N/mm2
Cross laminar shear strength of overlay= 60 N/mm2
Design factor= 6.0
Allowable cross laminar stress=
0 k.
Vessel Roof Design:
Design Pressure:
PD= 0.003985 N/mm2
Live Load:
Live load= 1.5 KN/m2
10.00 N/mm2
0.0015 N/mm2
Since live load are acting opposite to the design pressure and it is smaller in magnitude,
roof will be designed for the design pressure.
Pressure = P = 3985 pa = 0.00398532 Mpa
For rectangular panel under uniformly distributed load with dimensions 765 mm x 1535 mm (largest
unstiffened panel)
Mp= (31P b A 2
Where: -
Mp = Moment in wall due to the internal pressure
(31= Factor obtained from table (10) BS EN 13121-3 considering type (1) fixing = 0.083
P= 0.00398532 N/mm2
b = Shortest clear unsupported span of side wall= 765 mm
Mp = 194 N.mm/mm
mcomp >_ (6MD/(ucomp x tgcomp))^0.5 Equation (91) BS EN 13121-3:2010
Where mcomp = required mass of glass reinforcement per unit area of combination laminate
MD = design moment = Mp = 194 N.mm/mm
ucomp = Allowable ultimate load for laminate divided by mass of glass of laminate
= (UTUS)ultimate tensile unit strength / k(Safety factor)
For CSM
ucsm= 32.2 N/mm per kg/m2
For WR
uWR= 36.8
Layup Pattern:
450 g/m2 CSM:
8
600 g/m2 WR:
4
utotal per m2 =
204.24
Total glass reinforcement (mcopm)=
6
ucomp=
34.0
Laminate thickness=
11.0
tgcomb= laminate thickness/Total glass reinforcement=
1.83
(6MD/(ucomp x tgcomp))^0.5=
4.31
mcomp = 6 Kg/m2
>_
O k.
N/mm per kg/m2
No.
No.
N/mm
Kg/m2
N/mm per kg/m2
mm
4.31 Kg/m2
Check for deflection
tmin=(a1x PD x b4/(1.5 x Eb))025 equation (90) BS EN 13121-3:2008
Where:
tmin= minimum thickness to satisfy that shell deflection does not exceed 1.5 times roof thickness.
a1= factor obtained from table 8= 0.028
PD= Design pressure= 0.00398532 N/mm2
b= shortest unsupported span = 765 mm
Eb= Flexural Modulus of Elasticity of laminate= 6895 N/mm2
tmin= 7.8 mm
Hence, 11.0 mm thick roof is Okay
Floor Design:
Floor is fully supported and therfore 11 mm thickness is sufficient.
Wind Load Calculation in accordance with ASCE 7-10
IMPORTANCE FACTOR= 1.25
SURFACE ROUGHNESS CATEGORY= C
EXPOSURE CATEGORY = C
qz= 0.613 KzKzT Kd Vz
WHERE qz= VELOCITY PRESSURE EVALUATED AT HEIGHT Z
KZ=VELOCITY PRESSURE EXPOSURE COEFFICIENT OBTAINED FROM TABLE (29.3-1)= 0.9
KZT= TOPOGRAPHIC FACTOR = 1
Kd= WIND DIRECTIONALITY FACTOR = 0.9
V= BASIC WIND SPEED = 110
MPH
49.2 m/s
qz= 1501
N/m2
F= qz G Cf Af Equation (6-28)
where F= design wind load
qz= velocity pressure evaluated at height z=
1501
N/m2
G= gust reflect factor from section =
0.85
Cf=force coefficient =
1.3
Af= PROJECTED AREA NORMAL TO THE WIND
= length x total height=
48.3
m2
Then,
F acting at mid height of vessel=
80.1
KN
Overturning moment at vessel base due to wind (Mw)= Fx h/2
where,
h= vessel total height,m= 5.64 m
Then,
Mw= 226 KN.m
Seismic load calculation in accordance with ASCE 7-10
Clause 13.3 ASCE 7-10 for Seismic Demands on Nonstructural Component will be used
0.4 ap SpS Wp / Z\
F' - I\1 + 2 equation (13.3-1)
h/I
((R ll
\gyp/
where,
Fp=
horizontal seismic design force
ap=
component amplification factor obtained from tables
1
13.5-1, 13.6-1 for "Other mechanical Components" _
tables 13.5-1, 13.6-1 for "Other mechanical Components"
Rp=
1.5
SDS=
1.028
Ip=
Importance factor from
1.25
Wp=
Component operating weight=
560 KN
height in structure point of attachment of component
z=
w.r.t base =
0
h=
average roof height w.r.t base =
5.6 m
Fp=
192.0 KN
Fp is
not required to be greater than
Fp = 1.6Sos Ip Wp Equation 13.3-2
Fp max= 1152.0 KN
Fp shall not be taken less than
Fp = 0.3Sos Ip Wp Equation 13.3-3
Fp min=
216.0
KN
hence,
Fp=
216.0
KN
Tower center of mass (hcg) calculation:
Empty Vessel=
3910
Kg
@
2.82
m
From ground level
Sump WC =
7882
Kg
@
0.15
m
From ground level
Media 1 =
23545
Kg
@
2.07
m
From ground level
Media 1 Support=
635
Kg
@
0.46
m
From ground level
Media 2=
20344
Kg
@
4.56
m
Media 2 support =
800
Kg
@
4.04
m
Total weight=
57115
Kg
hcg =
2.8
m
From ground level
Overturning moment at base due to
seismic
594
KN.m
Hence, Seismic load will be used in the design.
Stresses in Vessel Shell Due to wind Load
Bending stress in vessel shell (a) = My/I
I for vessel across the weak axis=
Y=
M=
6=
Flexural strength of GRP =
Safety factor=
allowable flexural stress=
actual flexural stress <
OK.
5.01E+11
mm4
1546
m m
594
KN.m
1.83
N/mm2
151.70
N/mm2
6.0
25.28
N/mm2
allowable flexural
strength
Anchor bolt design
M20x250 anchor bolt is proposed.
Maximum Uplift force on anchor bolt = 24.1
Anchor Bolt Diameter 20
Using ASTM A36 Anchor bolt
Tensile stress in anchor bolt = 90.1
Tensile strength of ASTM A36 Anchor bolt = 400 N/mm2
Safety factor = 2.5
Allowable tensile stress = 400/2.5 = 160 N/mm2
Hence safe
Shear force in anchor bolt = 5.0
Shear stress in anchor bolt= 18.7
Shear strength of ASTM A36 Anchor bolt = 240 N/mm2
Safety factor = 2.5
Allowable shear stress = 240/2.5 = 96 N/mm2
Hence safe.
KN
mm
N/mm2
KN
N/mm2
Anchor Bolt length will be checked in accordance with ACI 318-02, Appendix D as
proposed by AISC in clause 3.2.2
ONcbg= OW324(fc')05hef15(AN/ANo) for hef< 11 in.
where O= 0.7
ONcbg= ACI Concrete breakout design strength
LP3= considering the concrete ti be uncracked at service loads. 1.25
hef= length of embedment, in.= 7 in.
AN= Concrete breakout cone area for group of Ancor Bolts
ANo= Concrete breakout cone area for single anchor
Since only one Anchor bolt is used in each anchor lug then AN= ANo
fc'= concrete strength = 4000 psi
ONobg= 24598 lb
= 110 KN
Actual uplift force in Anchor Bolt = 24.1 < 110
Hence Anchor Bolt length is OK.
KN
HOLD DOWN LUGS DESIGN
Number of anchor lugs
N=
16
Max. Anchor bolt uplift Force
F=
24.1
KIN
Shell thickness at hold down lug
ts=
11.0
mm
Lug eccentricity=
e=
60.0
mm
lug width=
w=
150
mm
Lug height=
h=
330
mm
Check lug for simple bending
M= Fe 1.4
KN.m
M/Z= bending stress
Z= section modulus= bd^2/6 = w. tlug"2/6
tlug= 20
mm
Z= 10,000
mm3
Zmin= M/S
Zmin= 9957
mm3
Z >
Zmin
Ok.
Unit Radial load on overlay
Wmax= Yet 2
Wmax=
39.8
KN/m
Total radial load due to lug moment
P= Wmax.h/2
P=
6.6
KN
height of lug overlay
hl=
310.0
mm
Tensile Perimeter
Tp=2hl+w=
0.77
m
Tensile Perimeter load
= P/TP
8.5
KN/m
< 8.75 KN/m
Minimum Overlay area of shear
AR=F/0.7 Mpa
AR=
34376
mm2
Width of overlay strapping=
L=
100
mm
Actual
As= (w+2.L).(h+L)-(h.w)
As=
101000
mm2
>AR
OK.
Lifting Hook GRP Overlav Check
i. Heavy Duty Lifting Lugs ( item# 20)
Height of lug plate
Width of lug plate
width of attachment laminate on shell
Distance from shell OD to lifting point
Thickness of attachment laminate
Number of lifting lugs
weight of lifted vessel part with dry media =
Load per lug with impact factor of 1.5
Shear area of attachment laminate
Shear Stress in attachment laminate
Allowable lap shear stress= 7/K
OK.
OK.
Cross Laminar Shear in Overlay
hp=
wp=
w=
d=
1►113111111
I
Al=
T=
6= F/(2.(h+w).t)
a=
OK.
Bending Moment on lug Overlay M=F.d
M=
Section Modulus of lug overlay Z=2.t.h2/6
Z=
Bending Stress in lug overlay Q= M/Z
6=
OK.
316SS lug section Modulus
300
mm
300
mm
100
mm
50
mm
10
mm
4
8330
kg
30.6
KIN
160000
mm2
0.19
N/mm2
0.72
N/mm2 > T
2.55 N/mm2 <6 N/mm2
1.53 KN.m
3.00E+05 mm3
5.11
Zlug=( 2*bL * tL13/6 + 2*tL*bL*(hL/2)"2)/hL
tL= 16
bL= 100
Mpa <10 Mpa
mm
mm
hL
Zlug=
Bending stress in 316SS lug alug=M/Zlug
61ug=
S= allowable bending stress = S=
OK.
ii. Light Duty Lifting Lugs ( item# 21)
Height of lug plate
Width of lug plate
width of attachment laminate on shell
Distance from shell OD to lifting point
Thickness of attachment laminate
Number of lifting lugs
weight of lifted vessel part with dry media =
Load per lug with impact factor of 1.5
Shear area of attachment laminate
Shear Stress in attachment laminate
Allowable lap shear stress= 7/K
OK.
OK.
Cross Laminar Shear in Overlay
6= F/(2.h.t)
6=
OK.
Bending Moment on lug Overlay M=F.d
M=
Section Modulus of lug overlay Z=2.t.h2/6
Z=
Bending Stress in lug overlay Q= M/Z
6=
OK.
84
1.36E+05 mm3
11.26 Mpa
145 Mpa
hp=
80
mm
wp=
100
mm
w=
100
mm
d=
50
mm
t=
10
mm
N=
4
W=
1000
kg
F=
3.7
KIN
Al= 16000 mm2
T= 0.23 N/mm2
0.72 N/mm2 > T
2.30 N/mm2 <6 N/mm2
0.18 KN.m
2.13E+04 mm3
8.62 Mpa <10 P
316SS lug section Modulus Zlug=( 2*bL * tLA3/6 + 2*tL*bL*(hL/2)"2)/hL
tL= 10 mm
bL= 100 mm
hL= 90
Zlug= 9.04E+04 mm3
Bending stress in 316SS lug 6lug=M/Zlug
6lug= 2.04 Mpa
S= allowable bending stress = S= 145 Mpa
OK.
Carbon Media Su000rt
Carbon media Maxium weight
7.8 KN
Uniformly distributed load on media support =
0.3 KN/m2
GRP Grating ( Vinyl ester resin)
Using 38x38x50 mm depth GRV grating:
I per mm width=
1.45E+03 mm4 per mm
I for lm wide grating =
1.45E+06 mm4
Modulus of flexural Elsticity =
18000 N/mm2
Uniformaly distributed load over 1 m width(w)=
0.3 KN/m
Span ( L)=
1.14 m
Ymax=
25 mm
Max= wLA2/8
0.0 KN.m
6max = M .Ymax/I =
0.8 N/mm2
Flexural strength=
207 N/mm2
Factor of safety=
4
Alloawble flextural stress=
51.75 N/mm2 > amax
Ok.
Check for deflection
Smax= 5wLA4/384EI
0.2 mm
Allowable deflection= L/180
6.3 mm > bma
OK.
Beam Supports
4 Nos. 152x152x9.5 mm thick Pultruded beams are used.
1=
w=
L=
E_
M=
omax=
Beam Tensile strength=
Design factor=
Allowable tensile stress=
Ok.
6.10E+07 mm4
0.33 N/mm
3075 mm
18000 N/mm2
3.89E+05 N.mm
0.5 N/mm2
207 N/mm2
4
51.75 >
omax
Smax= 0.3 mm
ball= L/180 17.1 mm > Smax
OK.
bhc
CONSULTANTS
1601 Fifth Avenue, Suite 500
Seattle, Washington 98101
p. 206.505.3400
f. 206.505.3406
ACTIVATED CARBON
FILTER SUPPORT
195/210
bhc
CONSULTANTS
Project
Date
Subject
Sheet of
Job Number
Computed by
Checked by
Task Number
]—�
1017
fK c � M041 IL %ri ram,
0.4L�CQS
51, Oq
t 4 . a!► V-
corjc-V "Lr-�O; Jts4 -t-I To t '1 40.Z
196/210
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam
CODE REFERENCES
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
fc 1/2 = 4.50 ksi
Phi Values Flexure
: 0.90
fr = fc * 7.50 = 503.12 psi
Shear
: 0.750
W Density = 145.0 pcf
R 1 =
0.8250
X LtWt Factor = 1.0
Elastic Modulus = 3,122.0 ksi
Fy - Stirrups
40.0 ksi
fy - Main Rebar = 60.0 ksi
E - Stirrups = 29,000.0 ksi
E - Main Rebar = 29,000.0 ksi
Stirrup Bar Size #
3
Number of Resisting Legs Per Stirrup =
2
Cross Section & Reinforcing Details
Rectangular Section, Width =12.0 in, Height =12.0 in
Span #1 Reinforcing....
245 at 6.0 in from Bottom, from 0.0 to 6.0 ft in this span
Span #2 Reinforcing....
245 at 6.0 in from Bottom, from 0.0 to 4.0 ft in this span
Beam self weight calculated and added to loads
Load for Span Number 1
Point Load : D = 0.2978, L = 0.3670 k @ 1.50 ft
Load for Span Number 2
Point Load : D = 0.2978, L = 0.3670 k @ 4.0 ft, (Pt Load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio = 0.331 : 1
Maximum Deflection
Section used for this span Typical Section
Max Downward Transient Deflection
0.006 in Ratio = 17122>=360
Mu: Applied -5.169 k-ft
Max Upward Transient Deflection
0.000 in Ratio = 0 <360.0
Mn * Phi: Allowable 15.609 k-ft
Max Downward Total Deflection
0.013 in Ratio = 7416>=180
Max Upward Total Deflection
-0.002 in Ratio = 47794>=180
Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 2
Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Phi*Mn (k-ft) Moment of Inertia (in^4 )
Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top
Section 1 2-#5 @ d=6", 15.61 15.61 1,728.00 124.12 124.12
Section 2 2- #5 @ d=6", 15.61 15.61 1,728.00 124.12 124.12
Detailed Shear Information
Span Distance
'd'
Vu (k)
Mu d*Vu/Mu
Phi*Vc
Comment Phi*Vs
Phi*Vn Spacing (in)
Load Combination Number (ft)
(in)
Actual Design
(k-ft)
(k)
(k)
(k) Req'd Suggest
+1.40D 1 0.00
6.00
0.37 0.37
0.00 1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0 0.0 0.0
+1.40D 1 0.15
6.00
0.34 0.34
0.05 1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0 0.0 0.897/210
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam File: dryer_support.ec6 `
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 I
i.i
Detailed Shear Information
Load Combination
Span
Number
Distance
(ft)
'd'
(in)
Vu
Actual
(k)
Design
Mu
(k-ft)
d*Vu/Mu
Phi*Vc
(k)
Comment
Phi*Vs
(k)
Phi*Vn
(k)
Spacing (in)
Req'd Suggest
+1.20D+1.60L
1
0.29
6.00
0.32
0.32
0.10
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
0.44
6.00
0.29
0.29
0.15
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
0.59
6.00
0.27
0.27
0.19
0.71
7.71
Vu < PhiVc/2
lot Reqd 9.6.
7.7
0.0
0.0
+1.20D+1.60L
1
0.73
6.00
0.24
0.24
0.22
0.54
7.51
Vu < PhiVc/2
lot Reqd 9.6.
7.5
0.0
0.0
+1.20D+1.60L
1
0.88
6.00
0.22
0.22
0.26
0.42
7.37
Vu < PhiVc/2
lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
1
1.03
6.00
0.19
0.19
0.29
0.33
7.27
Vu < PhiVc/2
lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
1
1.18
6.00
0.16
0.16
0.31
0.26
7.19
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
1.32
6.00
0.14
0.14
0.34
0.21
7.12
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
1.47
6.00
0.11
0.11
0.35
0.16
7.07
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
1.62
6.00
-0.86
0.86
0.26
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
1.76
6.00
-0.88
0.88
0.13
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
1.91
6.00
-0.91
0.91
0.00
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
2.06
6.00
-0.93
0.93
0.14
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
2.20
6.00
-0.96
0.96
0.27
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
2.35
6.00
-0.98
0.98
0.42
1.00
8.05
Vu < PhiVc/2
lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
1
2.50
6.00
-1.01
1.01
0.56
0.90
7.92
Vu < PhiVc/2
lot Reqd 9.6.
7.9
0.0
0.0
+1.20D+1.60L
1
2.64
6.00
-1.04
1.04
0.71
0.72
7.73
Vu < PhiVc/2
lot Reqd 9.6.
7.7
0.0
0.0
+1.20D+1.60L
1
2.79
6.00
-1.06
1.06
0.87
0.61
7.59
Vu < PhiVc/2
lot Reqd 9.6.
7.6
0.0
0.0
+1.20D+1.60L
1
2.94
6.00
-1.09
1.09
1.03
0.53
7.50
Vu < PhiVc/2
lot Reqd 9.6.
7.5
0.0
0.0
+1.20D+1.60L
1
3.09
6.00
-1.11
1.11
1.19
0.47
7.43
Vu < PhiVc/2
lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
1
3.23
6.00
-1.14
1.14
1.35
0.42
7.37
Vu < PhiVc/2
lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
1
3.38
6.00
-1.16
1.16
1.52
0.38
7.33
Vu < PhiVc/2
lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
1
3.53
6.00
-1.19
1.19
1.70
0.35
7.29
Vu < PhiVc/2
lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
1
3.67
6.00
-1.21
1.21
1.87
0.32
7.26
Vu < PhiVc/2
lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
1
3.82
6.00
-1.24
1.24
2.05
0.30
7.23
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
3.97
6.00
-1.27
1.27
2.24
0.28
7.21
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
4.11
6.00
-1.29
1.29
2.42
0.27
7.19
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
4.26
6.00
-1.32
1.32
2.62
0.25
7.18
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
4.41
6.00
-1.34
1.34
2.81
0.24
7.16
Vu < PhiVc/2
lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
1
4.56
6.00
-1.37
1.37
3.01
0.23
7.15
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
4.70
6.00
-1.39
1.39
3.21
0.22
7.13
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
4.85
6.00
-1.42
1.42
3.42
0.21
7.12
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.00
6.00
-1.45
1.45
3.63
0.20
7.11
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.14
6.00
-1.47
1.47
3.85
0.19
7.10
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.29
6.00
-1.50
1.50
4.06
0.18
7.10
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.44
6.00
-1.52
1.52
4.28
0.18
7.09
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.58
6.00
-1.55
1.55
4.51
0.17
7.08
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.73
6.00
-1.57
1.57
4.74
0.17
7.08
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
1
5.88
6.00
-1.60
1.60
4.97
0.16
7.07
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.02
6.00
1.64
1.64
5.14
0.16
7.07
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.11
6.00
1.62
1.62
4.98
0.16
7.07
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.21
6.00
1.60
1.60
4.83
0.17
7.08
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.31
6.00
1.59
1.59
4.67
0.17
7.08
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.41
6.00
1.57
1.57
4.51
0.17
7.08
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.51
6.00
1.55
1.55
4.36
0.18
7.09
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.60
6.00
1.54
1.54
4.21
0.18
7.09
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.70
6.00
1.52
1.52
4.06
0.19
7.10
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.80
6.00
1.50
1.50
3.91
0.19
7.11
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
6.90
6.00
1.48
1.48
3.77
0.20
7.11
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
7.00
6.00
1.47
1.47
3.62
0.20
7.12
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
7.09
6.00
1.45
1.45
3.48
0.21
7.12
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
7.19
6.00
1.43
1.43
3.34
0.21
7.13
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
7.29
6.00
1.42
1.42
3.20
0.22
7.14
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.0
+1.20D+1.60L
2
7.39
6.00
1.40
1.40
3.06
0.23
7.15
Vu < PhiVc/2
lot Reqd 9.6.
7.1
0.0
0.098/210
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam
Detailed Shear Information
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
Span
Distance
'd'
Vu (k)
Mu
d*Vu/Mu
Phi*Vc
Comment Phi*Vs Phi*Vn
Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'd Suggest
+1.20D+1.60L
2
7.49
6.00
1.38
1.38
2.92
0.24
7.16
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
7.58
6.00
1.37
1.37
2.79
0.24
7.17
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
7.68
6.00
1.35
1.35
2.66
0.25
7.18
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
7.78
6.00
1.33
1.33
2.53
0.26
7.19
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
7.88
6.00
1.31
1.31
2.40
0.27
7.20
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
7.98
6.00
1.30
1.30
2.27
0.29
7.21
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
8.07
6.00
1.28
1.28
2.14
0.30
7.23
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
8.17
6.00
1.26
1.26
2.02
0.31
7.25
Vu < PhiVc/2 lot Reqd 9.6.
7.2
0.0
0.0
+1.20D+1.60L
2
8.27
6.00
1.25
1.25
1.89
0.33
7.26
Vu < PhiVc/2 lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
2
8.37
6.00
1.23
1.23
1.77
0.35
7.29
Vu < PhiVc/2 lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
2
8.47
6.00
1.21
1.21
1.65
0.37
7.31
Vu < PhiVc/2 lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
2
8.56
6.00
1.19
1.19
1.54
0.39
7.33
Vu < PhiVc/2 lot Reqd 9.6.
7.3
0.0
0.0
+1.20D+1.60L
2
8.66
6.00
1.18
1.18
1.42
0.41
7.36
Vu < PhiVc/2 lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
2
8.76
6.00
1.16
1.16
1.31
0.44
7.40
Vu < PhiVc/2 lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
2
8.86
6.00
1.14
1.14
1.19
0.48
7.44
Vu < PhiVc/2 lot Reqd 9.6.
7.4
0.0
0.0
+1.20D+1.60L
2
8.96
6.00
1.13
1.13
1.08
0.52
7.49
Vu < PhiVc/2 lot Reqd 9.6.
7.5
0.0
0.0
+1.20D+1.60L
2
9.05
6.00
1.11
1.11
0.97
0.57
7.55
Vu < PhiVc/2 lot Reqd 9.6.
7.5
0.0
0.0
+1.20D+1.60L
2
9.15
6.00
1.09
1.09
0.86
0.63
7.62
Vu < PhiVc/2 lot Reqd 9.6.
7.6
0.0
0.0
+1.20D+1.60L
2
9.25
6.00
1.08
1.08
0.76
0.71
7.71
Vu < PhiVc/2 lot Reqd 9.6.
7.7
0.0
0.0
+1.20D+1.60L
2
9.35
6.00
1.06
1.06
0.65
0.81
7.82
Vu < PhiVc/2 lot Reqd 9.6.
7.8
0.0
0.0
+1.20D+1.60L
2
9.44
6.00
1.04
1.04
0.55
0.95
7.98
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
2
9.54
6.00
1.02
1.02
0.45
1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
2
9.64
6.00
1.01
1.01
0.35
1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
2
9.74
6.00
0.99
0.99
0.25
1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
2
9.84
6.00
0.97
0.97
0.16
1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
+1.20D+1.60L
2
9.93
6.00
0.96
0.96
0.06
1.00
8.05
Vu < PhiVc/2 lot Reqd 9.6.
8.0
0.0
0.0
Maximum Forces & Stresses
for Load Combinations
Load Combination
Location (ft)
Bending Stress Results ( k-ft )
Segment
Span #
along
Beam
Mu: Max
Phi*Mnx Stress Ratio
MAXimum BENDING Envelope
Span # 1
1
6.000
-5.13
15.61 0.33
Span # 2
2
4.000
-5.17
15.61 0.33
+1.40D
Span # 1
1
6.000
-3.26
15.61 0.21
Span # 2
2
4.000
-3.29
15.61 0.21
+1.20D+1.60L
Span # 1
1
6.000
-5.13
15.61 0.33
Span # 2
2
4.000
-5.17
15.61 0.33
+1.20D+L
Span # 1
1
6.000
-4.25
15.61 0.27
Span # 2
2
4.000
-4.29
15.61 0.27
+1.20D
Span # 1
1
6.000
-2.79
15.61 0.18
Span # 2
2
4.000
-2.82
15.61 0.18
+0.90D
Span # 1
1
6.000
-2.10
15.61 0.13
Span # 2
2
4.000
-2.12
15.61 0.14
199/210
E-71►��1�-z��►■ Anchor DesignerT"'
Software
Version 2.8.7094.2
1.Proiect information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: A193 Grade B6 (410SS)
Diameter (inch): 0.750
Effective Embedment depth, hef (inch): 4.125
Anchor category: -
Anchor ductility: Yes
hmin (inch): 5.63
Cmin (inch): 4.50
Smin (inch): 4.50
Company:
Date:
3/4/2021
Engineer:
Page:
1 /5
Project:
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description: Chanel supporting crane rail
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 8.00
State: Cracked
Compressive strength, fc (psi): 4500
4jo,v: 1.0
Reinforcement condition: A tension, A shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: Yes
Ignore concrete breakout in tension: Yes
Ignore concrete breakout in shear: Yes
Ignore 6do requirement: No
Build-up grout pad: No
Recommended Anchor
Anchor Name: Heavy Hex Bolt - 3/4" C Heavy Hex Bolt, A193 Gr. B6 (410SS)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
200/210
E-71►��1�-z��►■ Anchor Designer TM
Software
Version 2.8.7094.2
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: U = 0.9D + 1.0E
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
Do factor: 2.0
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
Company:
Date:
3/4/2021
Engineer:
Page:
2/5
Project:
Address:
Phone:
E-mail:
Service level loads:
D
E
Strength level loads
Na [lb]: -5987
1230
-2928
Vax [lb]: 0
-4433
-8866
Vay [lb]: 0
0
0
<Figure 1>
8866 Ib��
X
Z
2928 lb
,I
0 lb
Y
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
201/210
E-71►��1�-z��►■ Anchor Designer TM
Software
Version 2.8.7094.2
<Figure 2>
Company:
Date:
3/4/2021
Engineer:
Page:
3/5
Project:
Address:
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
202/210
E-7 i ►� i �-�•� c ■ Anchor DesignerT"'
Software
Version 2.8.7094.2
Company:
Date:
3/4/2021
Engineer:
Page:
4/5
Project:
Address:
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua (lb) Vuax (lb) Way (lb) 1(wax)Z+(Way)2 (lb)
1 0.0-8866.0 0.0 8866.0
Sum
M
-8866.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 0
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vea (Ib) Ogrou[ 0 Qgro OVsa (lb)
22045 1.0 0.65 14329
8866.0
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
OVcp = OkcpNcb = okcp(ANc/ANco)Ved,NY%,N V'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a)
kcp ANc (InZ) ANco (InZ) %d,N V'c,N Tcp,N Nb (I b) 0 OVcp (Ib)
2.0 148.54 153.14 0.991 1.000 1.000 13488 0.70 18149
11. Results
11. Interaction of Tensile and Shear Forces (Sec. D.7)?
Shear Factored Load, Via (lb) Design Strength, OW (lb) Ratio Status
Steel 8866 14329 0.62 Pass (Governs)
Pryout 8866 18149 0.49 Pass
314" 0 Heavy Hex Bolt, A193 Gr. B6 (410SS) with hef = 4.125 inch meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
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E-71►��1�-z��►■ Anchor Designer TM
Software
Version 2.8.7094.2
Company:
Date:
3/4/2021
Engineer:
Page:
5/5
Project:
Address:
Phone:
E-mail:
12. Warnings
- Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
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