APPROVED PLN BLD2024-1396 ENGINEER PKG- PLANS AND CALCSRECEIVED
CITY OF EDMONDS APPROVED BY PANNING
DEVELOPMENT SERVICES
DEPARTMENT %=
Nov 09 2024
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
APPROVED
PLANS MUST BE
ON JOB SITE
Noise generated by mechanical
equipment must meet the
standards in ECC 5.30
ACE HARDWARE
550 5"' AVE S
EDMONDS, WA 98020
FOR
MEYERS GROUP, LLC
PWA PROJECT NO.2024-017
City Of Edmonds
Building llcpanmcnt
E _.. 10/23/2024
Eri & C 'r- u
BLD2024-1396
Special inspection by a WABO
certified welder is required for
steel fabrication. Provide reports
to city inspector.
STRUCTURAL CALCULATIONS
FOR NEW ROOF HVAC SCREENING
October 16, 2024
THIS SEAL REPRESENTS PROFESSIONAL
STRUCTURAL ENGINEERING RESPONSIBILITY
FOR SPECIFICALLY AND ONLY THE, WORK
PRODUCT REPRESENTED BY AND CONTAINED
WITHIN THESE CALCULATIONS.
PWA TEAM OF PROFESSIONALS
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project 4eg-
WWI sllbjccl
ENGINEERS, INC. "A/'ra/
by,
date
. kv
clicckc(l
date
shect 110.
job no.
SOL.(�t
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1 e c CI UV i n d. v tom. 4 47-
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<0 2U2.!I
Calculations Prepared by:
Date: Oct 07, 2024
File Location: Current Project Not Served
General:
Reference Abbreviations: T: Table, F:
figure, E: Equal
ion, §: Section
Wind Load Standard
= ASCE 7-16
Basic Wind Speed
= 92.5 mph
Exposure Classification
= B
Risk Category
= I
Structure Type
= Solid Sign
Design Basis for Wind Pressures
= ASO
MWFRS Analysis Method
= Ch 29
C&C Analysis Method
= None
Dynamic Type of Structure
= Rigid
Show Advanced Options
= True
Reset Advanced Options to Default Val
= Defaults
Show Base Reactions in Output
= None
ues
Altitude above Sea Level
= 0.000 ft
Base Elevation Of Structure
= 32.000 ft
MWFRS Pressure Elevations
= Manual
Topographic Effects
= None
Override Directionality Factor Kd
= False
Override the Gust Factor G
= False
Override Minimum Pressure
= False
Solid Sign Inputs:
li
= Height from grade to top
of Sign/Frame.
=
38.000 ft
S
= Height of Sign/Frame
=
6.000 ft
B
= Width of Sign/Frame
=
10.000 ft
T
= Thickness/Depth of Sign.
=
0.420 ft
Lr
= Dimension of return corner Lr
=
1.000 ft
e
= Solidity Ratio
=
1.0000
AttachWall = Attached to Wall
=
False
Dbl
- Double Faced & All Sides
Enclosed
=
False
Iscol = Supported on Columns
=
False
Exposure Constants [T:26.11-1]:
a =
3-s Gust -speed exponent
= 7.000
Zg =
Nominal Ht of Boundary Layer
= 1200.000 ft
A =
Reciprocal of a
= 0.143
b =
3 sec gust speed factor
= 0.840
am =
Mean hourly Wind -Speed Exponent
= 0.250
brn =
Mean hourly Windspeed Exponent
= 0.450
c =
Turbulence Intensity Factor
- 0.300
e =
Integral Length Scale Exponent
= 0.3333
Main Wind Force Resisting
System (MWFRS)
Wind
Calculations for Solid Sign per
§29.4
h =
Mean structure height
= 38.000 ft
KI, =
2.01•(hgrade/Zg)2/a T:26.10-1
= 0.892
Kzt
= No Topographic Feature
= 1.000
Kd =
Directionality Factor T:26.6-1
= 0.85
LF
= ASD Load Factor
= 0.60
Ke =
Ground Elev Factor T:26.9-1
= 1.000
qt, =
0.00256•Kh-Kzt-Kd-Ke'V2*LF E:26.10
= 9.97 psf
-1
Gust Factor Calculation for Wind:
*Gust factor Category I Rigid Structures - Simplified Method*
G1
= Simplified: For Rigid Structures can use 0.85
= 0.85
*Gust
Factor Category II Rigid Structures - Complete Analysis*
Zm
- Equiv Struc Height: Max(0.6•h, Zmin)
- 30.000 ft
Izm
= Turbulence Intensity: c•(33/Zm)1/6 [E:26.11-1]
- 0.305
Lzrn
= Turbulence Integral Length Scale: 1-(Zm/33)e [E:26.11-9]
= 309.993 ft
B
= Avg Structure Width Normal to Wind Direction
= 10.000 ft
Q
= [1/(1+0.63•[(B+h)/L7,m]0.63)]0.5 [E:26.11-8]
= 0.915
G2
= Detailed: 0.925•[(1+1.7•gq•Izm•Q)/(1+1.7•g„•Izm)] [E:26.11-6]
= 0.875
*Gust
Factor Used in Analysis*
G
= Gust Factor: Min(G1, G2)
= 0.850
MWFRS Wind Pressures on Solid Sign per F:29.3-3.
0
tnr s A�tirxtwric�
I�
GH 1N . Utl'AC6�
ELEVATION VIEW
F I
CASE A
WIND 7
i-
/�J� F
W I" N --► 7 �--- 0.20
RANGE
VJIIJD j—E�
1, 1_
CASE C
y 2 F CASE 8
6
li s12 IV? t' �. 0.0511
IV2 F
0.28—► �—
MOUND SURFACE WIND
s!L cl yRt.:_L
CROSS-SECTION VIEW PLAN VIEWS
R = Reduction factor to account for openings: (1-(1-1)3/2)
Rc = Reduction factor for Case C not applicable since s/h <= 0.8
As = Gross Area of Solid Sign: B•s
B/s = Aspect Ratio: B/s
s/h = Clearance Ratio: s/h
Cf = Net Force Coefficient for Case A and B per F:29.3-1
e = Not Double Faced, Case B eccentricity is 0.2
Case A: Resu)tant force acts normal to face through geomet.ri.c center.
F = Wind Force: %- G•Cf-As E:29.3-1
Case B: ResulLant torte acts normal. Lo face al: a distance from the geonmt.r.:i.r.
center toward the windward edge equal to e times the average width
Dx = Force Offset from Center toward windward edge: e•B
F = Wind Force: gi•G•Cf-As E:29.3-1
F1 = Reduced Design Force: F•R
Fl�I�--►I--►1--►I--il R\
I F
p WIND
F
= 1.000
= 1.000
60.00 ft2
= 1.667
= 0.158
= 1.800
= 0.2000
= 915 lb
= 2.000 ft
= 915 lb
= 915 lb
)7ir�r,+.ci�);:c.:�>j s•:c;;.l. :s,;;c:,:g�,:.i;:-:;:; oxw , www.mecaenterprises. com, l:0 2.026
Calculations Prepared by:
Date: Oct 07, 2024
File Location: Current Project Not Saved
General:
Rcfeience Abbreviations: T: Table, F:
Fiqure, Ii: Equation, 5: Section
Wind Load Standard
= ASCE 7-16
Basic Wind Speed
= 92.5 mph
Exposure Classification
= B
Risk Category
= I
Structure Type
= Solid Sign
Design Basis for Wind Pressures
= ASD
MWFRS Analysis Method
= Ch 29
C&C Analysis Method
= None
Dynamic Type of Structure
= Rigid
Show Advanced Options
= True
Reset Advanced Options to Default Val
= Defaults
Show Base Reactions in Output
= None
ues
Altitude above Sea Level
= 0.000 ft
Base Elevation Of Structure
= 32.000 ft
MWFRS Pressure Elevations
= Manual
Topographic Effects
= None
Override Directionality Factor Kd
= False
Override the Gust Factor G
= False
Override Minimum Pressure
= False
Solid Sign Inputs:
h
= Height from grade to top of Sign/Frame.
= 38.000
ft
S
= Height of Sign/Frame
= 6.000
ft
B
= Width of Sign/Frame
= 10.000
ft
T
= Thickness/Depth of Sign.
= 0.420
ft
Lr
= Dimension of return corner Lr
= 1.000
ft
e
= Solidity Ratio
= 0.7500
AttachWall.
= Attached to Wall
= False
Dbl
= Double Faced & All Sides Enclosed
= False
IsCol
= Supported on Columns
= False
Exposure Constants [T:26.11-1]:
a =
3-s Gust -speed exponent
= 7,000
Zg =
Nominal Ht of Boundary Layer
= 1200.000 ft
A =
Reciprocal of a
= 0.143
b =
3 sec gust speed factor
= 0.840
a,n
= Mean hourly Wind -Speed Exponent
= 0.250
bm =
Mean hourly Windspeed Exponent
= 0.450
c =
Turbulence Intensity Factor
= 0.300
e =
Integral Length Scale Exponent
= 0.3333
Main Wind Force Resisting
System (MWFRS)
Wind
Calculations for Solid Sign per
§29.4
h =
Mean structure height
= 38.000 ft
Kh =
2.01•(hgrade /Zg )2la T:26.10-1
= 0.892
Kit
= No Topographic Feature
= 1.000
Kd =
Directionality Factor •11:26.6-1
= 0.85
LF
= ASD Load Factor
= 0.60
Ke =
Ground Elev Factor T:26.9-1
= 1.000
ql,
= 0.00256•I(h-Kzt-Kd-Ke-V2,LF E:26.10
= 9.97 psf
-1
Gust Factor Calculation for Wind:
*Gust Factor Category I Rigid Structures - Simplified Nlethod.
G1 = Simplified: For Rigid Structures can use 0.85 = 0.85
*Gust Factor. Category 11 Rigid Structures - Complete Analysis*
Zm = Equiv Struc Height: Max(0.6•h, Zmin) = 30.000 ft
Izm = Turbulence Intensity: c•(33/Z,,)1/6 (E:26.11-1] = 0.305
Lzm = Turbulence Integral Length Scale: f•(Zm/33)e [E:26.11-9] = 309.993 ft
B = Avg Structure Width Normal to Wind Direction = 10.000 ft
Q =[1/(1+0.63•[(B+h)/Lzm]0.63))0.5 [E:26.11-8] = 0.915
G2 = Detailed: 0.925•[(1+1.7•gq•Izm•Q)/(1+1.7•g,•Izm)] [E:26.11-6] = 0.875
*Gust FeWtor Used in Analysis"'
G = Gust Factor: Min(G1, G2) = 0.850
MWFRS Wind Pressures on Solid Sign per F:29.3-:I.
SUI IU SI(i1J OR 9
FIIF.ESTMIfJID1Ci W/d.l_
— h
(aR0 JN � n ;li
ELEVATION VIEW
N I N I S If)Bl:,ncCl
H �--► H H
F
CASE A WINO F
f
WIND 1
CASE C
yll f
fl S12 111 2 F 0.05h
h12
GROUND SURFACE
bro.� tnl�_i
CROSS-SECTION VIEW
Ft
WIND —"i i f— U.2R
RANGF
CASE 8
F
JNIN
_��IlANGE
PLAN VIEWS
R
= Reduction
factor to account for openings: (1-(1-0.75)3/2)
Rc
= Reduction
factor for Case
C not applicable since s/h <= 0.8
As
= Gross Area
of Solid Sign:
B•s
B/s
= Aspect Ratio:
B/s
s/h
= Clearance
Ratio: s/h
Cf
= Net Force
Coefficient for
Case A and B per F:29.3-1
e
= Not Double
Faced, Case B
eccentricity is 0.2
Carte A: Resultant force actrt normal to race through geometric cente)-
F = Wind Force: gZ•G-Cf-As E:29.3-1
Case B: Resultant force acts normal. to face at. a distance from the georoc!tr:i.c
center toward the windward edge equal to e time!-, the average width
D,( = Force Offset from Center toward windward edge: e•B
F = Wind Force: gz'G-Cf-As E:29.3-1
F1 = Reduced Design Force: F•R
'flul�anc,l�,� r.l�.l
F
F
F WIND
F
= 0.875
= 1.000
60.00 ft2
= 1.667
= 0.158
= 1.800
= 0.2000
= 915 lb
= 2.000 ft
= 915 lb
= 801 lb
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-10 Fb -
Fc - Prll
Wood Species Douglas Fir -South Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
W(1
fi:rn
01
2x12
Span = 20.0 ft
Applied Loads
Uniform Load : D = 0.01060, S = 0.0330
, Tributary Width = 1.0 ft
Point Load : W = 1.098 k @ 3.50 ft
Moment : W = 1.094 k-ft, Location =
17.0 ft from left end of this span
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.735 1
Section used for this span
2x12
fb: Actual
= 826.79osi
Flo: Allowable
= 1,124.13psi
Load Combination
+D+S+H
Location of maximum on span
= 10.000ft
Span If where maximum occurs
= Span # 1
Maximum Deflection
Printed: 16 OCT 2024, 3:18PM
File: Scratch.ecE
Software copvrioht ENERCALC, INC. 1983-2020, Build:12.20.8.17
850.0 psi
E : Modulus of Elasticity
850.0 psi
Ebend- xx 1,200.0 ksi
1,350.0 psi
Eminbend - xx 440.Oksi
520.0 psi
180.0 psi
525.0 psi
Density 28.720pcf
Repetitive Member Stress Increase
Service loads entered. Load Factors will be applied for calculation
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.580 in
Ratio =
Max Upward Transient Deflection
0.000 in
Ratio =
Max Downward Total Deflection
0.850 in
Ratio =
Max Upward Total Deflection
0.000 in
Ratio =
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M
V
C d
C FN C i
Cr
+D+H
Length = 20.0 ft 1 0.228
0.053
0.90
1.000 1.00
1.15
+D+L+H
1.000 1.00
1.15
Length = 20.0 ft 1 0.206
0.048
1.00
1.000 1.00
1.15
+D+Lr+H
1.000 1.00
1.15
Length = 20.0 It 1 0.165
0.038
1.25
1.000 1.00
1.15
+D+S+H
1,000 1.00
1.15
Length = 20.0 It 1 0.735
0.171
1.15
1.000 1.00
1.15
+D+0.750Lr+0.750L+H
1.000 1.00
1.15
Length = 20.0 It 1 0.165
0.038
1.25
1.000 1.00
1.15
+D+0.750L+0.750S+H
1.000 1.00
1.15
Length = 20.0 It 1 0.596
0.139
1.15
1.000 1.00
1.15
413 >=173
0 <173
282 -174
0 <174
0.218 : 1
2x12
62.72 psi
288.00 psi
+D+0.750 L+0.750 S+0.450 W+H
0,000 ft
Span # 1
Moment Values
Shear Values
C m
C t C
L
M
fb
Fb
V
fv
Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.53
201.01
879.75
0.10
8.60
162.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.53
201.01
977.50
0.10
8.60
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.53
201.01
1221.88
0.10
8.60
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
2.18
826.79
1124.13
0.40
35.36
207.00
1.00
1.00
1.00
0.00
Ho
0.00
0.00
1.00
1.00
1.00
0.53
201.01
1221.88
0.10
8.60
225.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.77
670.34
1124.13
0.32
28.67
207.00
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
Software
Printed: 16 OCT 2024, 3:18PM
File: Scratch.ecE
ENERCALC, INC.1983-2020, Build:12.20.8.17
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
C d C FN
C i
Cr
C m
C t
C L
M fb
F'b
V
fv
F'v
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0,508 0.187
1.60 1.000
1.00
1.15
1.00
1.00
1.00
2.09 793.87
1564.00
0.61
53.99
288.00
+D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.129 0.030
1.60 1.000
1.00
1.15
1.00
1.00
1,00
0,53 201.01
1564.00
0.10
8.60
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0,399 0.148
1.60 1,000
1.00
1.15
1.00
1.00
1.00
1.65 624.44
1564.00
0.48
42.64
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.621 0,218
1,60 1,000
1.00
1.15
1.00
1.00
1.00
2,56 971.11
1564.00
0.71
62.72
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1,00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0,429 0.100
1.60 1,000
1.00
1,15
1.00
1.00
1,00
1,77 670.34
1564.00
0.32
28.67
288.00
+0.60D+0.60W+0.60H
1,000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.478 0.176
1.60 1.000
1.00
1.15
1.00
1.00
1.00
1.97 747.39
1564.00
0.57
50.55
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.077 0.018
1.60 1.000
1.00
1.15
1.00
1.00
1.00
0.32 120.60
1564.00
0.06
5.16
288.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Deft Location in Span
Load Combination
Max.
"+" Deft
Location in Span
+D+0.750L+0.750S+0.450W+H
1
0.8505
9.416
0,0000
0.000
Maximum Deflections
for Load Combinations
Load Combination
Span
Max.
Downward Dell
Location in
Span Max. Upward
Deft
Location in Span
+D+H
1
0.1797
in
10.073
it
0.0000
in
0.000
it
+D+L+H
1
0.1797
in
10.073
it
0.0000
in
0.000
it
+D+Lr+H
1
0,1797
in
10.073
It
0.0000
in
0.000
it
+D+S+H
1
0.7392
in
10.073
It
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+H
1
0.1797
in
10.073
it
0.0000
in
0.000
it
+D+0.750L+0.750S+H
1
0.5993
in
10.073
it
0.0000
in
0.000
it
+D+0.60W+H
1
0.5214
in
8.613
It
0.0000
in
0.000
it
+D+0.70E+H
1
0.1797
in
10.073
it
0.0000
in
0.000
it
+D+0,750Lr+0.750L+0.450W+H
1
0.4350
in
8,759
it
0.0000
in
0.000
it
+D+0.750L+0.750S+0.450W+H
1
0.8505
in
9.416
it
0.0000
in
0.000
it
+D+0.750L+0.750S+0.5250E+H
1
0,5993
in
10.073
it
0.0000
in
0.000
it
+0.60D+0.60W+0.60H
1
0.4516
in
8.394
It
0.0000
in
0.000
it
+0.60D+0.70E+0.60H
1
0.1078
in
10.073
it
0.0000
in
0.000
it
D Only
1
0.1797
in
10.073
it
0.0000
in
0.000
it
S Only
1
0.5595
in
10.073
ft
0.0000
in
0.000
it
W Only
1
0.5804
in
7.883
it
0.0000
in
0.000
it
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support
2
Overall MAXimum
0,851
0,465
Overall MlNin1Um
0.851
0.247
+D+H
0.106
0.106
+D+L+H
0.106
0.106
+D+Lr+H
0.106
0.106
+D+S+H
0.436
0.436
+D+0.750Lr+0.750L+H
0.106
0.106
+D+0.750L+0.750S+H
0.354
0.354
+D+0.60W+H
0.617
0.254
+D+0.70E+H
0.106
0.106
+D+0.750Lr+0.750L+0.450W+H
0,489
0,217
+D+0.750L+0.750S+0.450W+H
0,737
0.465
+D+0.750L+0.750S+0.5250E+H
0.354
0,354
+0.60D+0.60W+0.60H
0.574
0.212
+0.60D+0.70E+0.60H
0.064
0,064
D Only
0,106
0.106
S Only
0.330
0.330
W Only
0.851
0,247
H Only
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Wood Beam
File: Scratch.ec6 '
Software ENERCALC, INC.1983-2020, Build:12.20.8.17
uc_.V�Xvmmun
copyright
PVVA ENGINEERS INC.
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method : Allowable Stress Design Fb +
Load Combination ASCE 7-10 Fb -
Fc - Prll
Wood Species : Douglas Fir -South Fc - Perp
Wood Grade : No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
W(1;098)
01
2x12
Span = 20.0 ft
850.0 psi
E : Modulus of Elasticity
850.0 psi
Ebend- xx 1,200.0 ksi
1,350.0 psi
Eminbend - xx 440.Oksi
520.0 psi
180.0 psi
525.0 psi
Density 28.720pcf
Repetitive Member Stress Increase
Applied Loads
Service loads entered. Load Factors will be applied for calculation
Uniform Load : D = 0.01060, S = 0.0330 , Tributary
Width =1.0 ft
Point Load : W = 1.098 k @ 3.50 ft
Moment : W =1.094 k-ft, Location = 17.0 ft from left end of this span
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.735 1
Maximum
Shear Stress Ratio
=
0.218 : 1
Section used for this span
2x12
Section used for this span
2x12
fb: Actual =
826.79psi
fv: Actual
=
62.72 psi
Fb: Allowable =
1,124.13psi
Fv: Allowable
=
288.00 psi
Load Combination
+D+S+H
Load Combination +D+0,750L+0.750S+0.450W+H
Location of maximum on span =
10.000 ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.580 in
Ratio =
413>=173
Max Upward Transient Deflection
0.000 in
Ratio =
0 <173
Max Downward Total Deflection
0.850 in
Ratio =
282-174
Max Upward Total Deflection
0.000 in
Ratio =
0 <174
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd C FN C i
Cr
C m
C t C L M fb
Pb
V
fv F'v
+D+H
0.00
0.00
0.00 0.00
Length = 20.0 ft 1 0.228 0,053
0.90 1.000 1.00
1.15
1.00
1.00 1.00 0.53 201.01
879.75
0.10
8.60 162.00
+D+L+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0,00
0.00 0.00
Length = 20.0 ft 1 0.206 0.048
1.00 1.000 1.00
1.15
1.00
1.00 1.00 0.53 201.01
977.50
0.10
8.60 180.00
+D+Lr+H
1,000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 20.0 ft 1 0.165 0.038
1.25 1.000 1.00
1.15
1.00
1.00 1.00 0.53 201.01
1221.88
0.10
8.60 225.00
+D+S+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 20.0 ft 1 0.735 0.171
1.15 1.000 1.00
1.15
1.00
1.00 1.00 2.18 826.79
1124.13
0.40
35.36 207.00
+D+0.750Lr+0.750L+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 20.0 ft 1 0.165 0.038
1.25 1.000 1.00
1.15
1.00
1.00 1.00 0.53 201.01
1221.88
0.10
8.60 225.00
+D+0.750L+0.750S+H
1.000 1.00
1.15
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 20.0 ft 1 0.596 0.139
1.15 1.000 1.00
1.15
1.00
1.00 1.00 1.77 670.34
1124.13
0.32
28.67 207.00
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Wood Beam
Software
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
Printed: 16 OCT 2024, 3:18PM
File: Scratch.ecC
ENERCALC, INC. 1983-2020, Build:12.20.8.17
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M V
Cd C FN
C i
Cr
C m
C t
C L
M
fb Pb
V
fV
F'v
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.508 0.187
1.60 1.000
1.00
1.15
1.00
1.00
1.00
2.09
793.87 1564.00
0.61
53.99
288.00
+D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.129 0.030
1.60 1.000
1.00
1.15
1.00
1,00
1.00
0.53
201.01 1564.00
0.10
8.60
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.399 0.148
1.60 1.000
1.00
1.15
1.00
1.00
1.00
1.65
624.44 1564.00
0.48
42.64
288.00
+D+0.7501-4-0.750S40.450W+11
1,000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.621 0.218
1.60 1.000
1.00
1.15
1.00
1.00
1.00
2.56
971.11 1564.00
0.71
62.72
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 ft 1
0.429 0.100
1.60 1.000
1.00
1.15
1.00
1.00
1.00
1.77
670.34 1564.00
0.32
28.67
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.478 0.176
1.60 1.000
1.00
1.15
1.00
1.00
1.00
1.97
747.39 1564.00
0.57
50.55
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 20.0 it 1
0.077 0.018
1.60 1.000
1.00
1.15
1.00
1.00
1.00
0.32
120.60 1564.00
0.06
5.16
288.00
Overall Maximum Deflections
Load Combination
Span
Max. " " Deft Location in Span
Load Combination
Max.
"+" Dell
Location in Span
+D+0.750L+0.750S+0.450W+H
1
0.8505
9.416
0,0000
0.000
Maximum Deflections
for Load Combinations
Load Combination
Span
Max.
Downward Deft
Location in
Span
Max. Upward
Deft
Location in Span
+D+H
1
0.1797
in
10.073
it
0.0000
in
0.000
it
+D+L+H
1
0.1797
in
10.073
it
0,0000
in
0,000
It
+D+Lr+H
1
0.1797
in
10.073
it
0.0000
in
0.000
ft
+D+S+H
1
0.7392
in
10.073
it
0.0000
in
0,000
it
+D+0.750Lr+0.750L+H
1
0.1797
in
10.073
it
0,0000
in
0.000
it
+D+0.750L+0.750S+H
1
0.5993
in
10.073
it
0,0000
in
0,000
ft
+D+0.60W+H
1
0.5214
in
8.613
it
0.0000
in
0.000
it
+D+0.70E+H
1
0.1797
in
10.073
it
0,0000
in
0.000
it
+D+0.750Lr+0,750L+0.450W+H
1
0.4350
in
8.759
it
0.0000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
1
0.8505
in
9.416
it
0.0000
in
0.000
it
+D+0.750L+0.750S+0,5250E+H
1
0.5993
in
10.073
it
0.0000
in
0.000
it
40.60D+0.60W+0.60H
1
0.4516
in
8.394
it
0.0000
in
0.000
ft
+0.60D+0.70E+0.60H
1
0.1078
in
10.073
it
0.0000
in
0.000
it
D Only
1
0.1797
in
10.073
it
0,0000
in
0.000
it
S Only
1
0.5595
in
10.073
it
0.0000
in
0.000
ft
W Only
1
0.5804
in
7.883
it
0.0000
in
0.000
it
Vertical Reactions
Support notation
: Far
left is #1
Values in KIPS
Load Combination
Support 1
Support
2
Overall MAXimum
0.851
0.465
Overall MlNimum
0,851
0.247
+D+H
0.106
0.106
+D+L+H
0.106
0.106
+D+Lr+H
0.106
0.106
+D+S+H
0.436
0.436
+D+0.750Lr+0.750L+H
0.106
0.106
+D+0.7501-+0.750S+H
0.354
0.354
+D+0.60W+H
0.617
0.254
+D+0.70E+H
0.106
0.106
+D+0.750Lr+0.750L+0.450W+H
0.489
0.217
+D+0.750L+0.750S40.450W+H
0.737
0.465
+D+0.750L+0.750S+0.5250E+H
0.354
0.354
+0,60D+0.60W+0.60H
0.574
0.212
+0.60D+0.70E+0.60H
0.064
0.064
D Only
0.106
0.106
S Only
0.330
0.330
W Only
0.851
0.247
H Only
�D/
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File: Scratch.ed
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
KW-06001432
PWA ENGINEERS INC.
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
2,6
14ENT-ER
1.90 3,87 5,84 7,81 9,78 11.75 13,12 15.69 17,66 19,64
Nan (ft)
+D+H 1 +D+I+H 1 +D+h+H 1 +D+S+H +D+D,1SDU+D.ISDL+H +D+D.ISDI+D.1SDS+H
+D+6.601+11 +D+0,10E+H 1 +D+D,1SDli+D,1SDI +D.4SDW+H 1 +D+D.ISDL+D.ISDS+D.4SDW+H L; +D+D.ISDL+D.IS6S+D.SZSDE+H 1 40+6,046DII
1 +D,6DD+D.I0E+D.6DH
0,8
IM
L.
°v MEMBER •••>�
L
U1
A2
—,
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1.10 3187 5,84 71,131 9.78 11J5 13,72 15169 11,66 IVA
[iistanre (ft)
+D+H 1 +D+I+H a 4+I1+11 19 +D+S+H 041SR10.1SDl+11 +041SDl+DBOW
4+010114H +D+0.1DE+H 1 +D+0JSDh+6.1S0L+6.4S0W+H 1 44.191,4ISDS+D.014H -. +D+D.1SDL+D,1SDS+0.SZSDE+H 1 +D.6DD+D,6Mf+D.6DH
R +D.6DD+D.]vE+D.tDH
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File: Scratch .ecE
Software copyright ENERCALC, INC. 1983-2020, BuMI2.20.8.17
r.0r
DESCRIPTION: Ace Hardware HVAC Screen support on (E) 2X10 roof framing
h,,IENTERy;
1190 3.87 5.84 7.81 9,18 IUS 13,72 15.69 17,66 19,64
Distara (R)
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Packaged Rooftop Builder 1.72 Page 4 of 13
Certified Drawing for 25T GasEle
Project: Ace Hardware-25T GP 02/16/2023
Prepared By: 08:50AM
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