REVIEWED BLD2021-0383+Structural_Calculations+3.16.2021_12.42.49_PM+2095102Q
1ENGINEERING
'C EXPRESS"
Calculations Prepared For:
Project:
Subject:
Project #
CALCULATION COVER SHEET
STRUXURE OUTDOOR OF WASHINGTON
9116 E SPRAGUE AVE #547
SPOKANE, WA
509-928-0880
HANNI, JEREMY
7237 SOUNDVIEW LANE
EDMONDS, WA
CANOPY CALCULATIONS
21-37757
REFERENCE SEALED DRAWING BY BELOW -SIGNED ENGINEER FOR ALL NOTES AND DETAILS
INCORPORATED HEREIN
Engineer's Seal Valid For Pages
1 Through 51
Digitally signed
WA
DENA'yH
NASy,�C
by Frank
03/16/21
.¢P �pf pp
Bennardo
- z
Frank Bennardo PE
Date:
PE 56089
v
�F Re"N
�,q�Y�'
2021.03.16
Cert Auth 4018
15:05:01-04'00'
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�1 ENGINEERING
RV ( EXPRESS w
Project # 21-37757
StruXure Outdoor of Washington
Hanni, Jeremy
Wind Loading Criteria (ASCE 7-16)
Basic Wind Speed 110 MPH
Wind Velocity (Vasd) 86 MPH
Risk Category II
Importance Factor 1.00
Exposure Category C
Snow Loading Criteria (ASCE 7-16)
Ground Snow Load
25 PSF
Flat Roof Snow Load
21.00 PSF
Snow Exposure Factor
1.00
Snow Thermal Factor
1.20
Snow Importance Factor
1.00
Live Loading Criteria (ASCE 7-16)
Roof Live Load 10 PSF
Dead Loading Criteria (ASCE 7-16)
Dead Load 3.0106425 PSF
Seismic Load Criteria (ASCE 7-16)
Site Class D Host Attached? Y
Occupancy Category II Host Supported? Y
Mapped Spectral Response Accelerations:
SS 1.312
S, 0.465
Spectral Response Coefficients:
SDS 1.050
Sp1 0.496
P 1.3
SDC D
TL 6
Load Combinations (ASCE 7-16)
Gravity D + (Lr or S or R)
Uplift 0.61D + 0.6W
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�1 ENGINEERING
OW =XRRESS
Project # 21-37757
StruXure Outdoor of Washington
Hanni, Jeremy
DESIGN CRITERIA:
Enter custom loads:
Vult =
110 mph
Exposure:
C
Ground Snow Load:
25.00 psf Louver blade type: StruXure
Live Load:
10.00 psf Type of project: Residential
Dead Load:
3.0 psf
Wind Porosity:
50%
These are the loads that this calculator will utilize:
Vult = 110 mph
Exposure:
C Deflection criteria: L / 80
Ground Snow Load:
25.00 psf
Design Live Load:
10.00 psf
Design Dead Load:
3.01 psf
Wind Porosity:
50% For seismic design, see column calculations
Critical positive grav comb. (+): 28.01 psf
Critical negative uplift comb. (-): - 4.46 psf
Critical lateral pressure (+): 16.76 psf
Overall Canopy Length: 20.0 ft
Overall Canopy Width: 12.0 ft
Roof Slope: 1 0.00
Length of Longest Louver Blade 12 ft 1 0 in
LOUVER BLADE
LENGTH
OVERALL CANOPY LENGTH
Louver Length: l 12.0 ft I
0
r
a
O
z
U
J
J
¢
Lu
W
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�1 ENGINEERING
OW =XRRESS
Check intermediate or edge? Ede (Intermediate uses full louver blade tributary)
Edge Louver Beam Configuration
Purlin/Louver Support Beam - Edge Condition Analysis
Support Spacing 20 ft 0 in
(Louver Beam Length):
Intermediate Louver Beam Configuration
Single/Double/Triple/Quad: Double
Purlin Beam Size: 2" X 8" X 0.125"
(Analyzing Double 2" x 8" x 0.125" purlin beam, 20ft long)
POST SPACING
(PARALLEL TO
MAIN BEAM)
POST POST PAST POST
"RMIN
BEAM
"PURLJN
BEAM"
POST SPACING
(PARALLEL TO
PURLIN BEAM)
Note: Intermediate condition shown
Purlin Beam Spam
20.0 ft
Purlin Beam Trib:
6.0 ft
Shear at Ends:
1787 lb
Moment Check
85%
Deflection Check
61 %
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�1 E_NGINEERING
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Check intermediate, edge, or none? Ede (Intermediate doubles point loads from louver beams)
Edge Main Beam Configuration
"
Main Beam - Edge Condition Analysis
Post Spacing 2 ft 4 in
(Main Beam Length):
Intermediate Main Beam Configuration
Single/Double/Triple/Quad: Single
Main Beam Size: 2" x 8" x F 0.125"
(Analyzing Single 2" x 8" x 0.125" main beam, 2.33333333333333ft long)
Quantity of purlins between a set of�
posts: (0 indicates purlins line up directly over posts)
Assumed offset distance "a" of
purlin, measured from post (see 1.2 ft
diagram):
POST SPACING
(PARALLEL TO
MAIN BEAM)
Posr "a" Posr Posr Posr
CJ
� �
Z
W
Q W
J m
d
Tn _ Z
� J
rr
0 d
IN THIS EXAMPLE,
"MAIN
TH EREIS (1)PURLIN
BEAM"
BETWEEN EACH SET
PURLIN
�
OF POSTS
BEAM"
Note: Edge condition shown
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E�1 ENGINEERING
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Check intermediate, edge, or none? Ed e
Edge Support Post Configuration
Intermediate Support Post Configuration
Mounting Height Above Grade:MY
(Enter 0 for installations at ground level)
Height of Posts: Total Mean Roof Height: 10.0 ft
Attached to host?
Click here to select post ----- >1 8"X8"X0.188"
VERIFY - These are the post tributaries that this calculator will utilize:
W1 = 7.50 ft, (roof trib dim at HT1, along louvers)
81 = 10.00 ft, (roof trib dim at HT1, across louvers)
FH1 = 8.00 in, (side fascia height at HT1, normal to lateral windload)
Moment/Compr. Check:
16%
Moment/Tension Check:
13%
Shear Check
0%
Cn �°aquired
Required Tension:
335 lb
Compression:
2101 lb
a
Required Shear:
1 224 lb
Required Mornentl
23889 lb-
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Page 6 of 51
�1 E_NGINEERING
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Purlin to Perimeter Beam (Clip in Shear)
PERIMETER BEAM
OTY AT
BEAM INSERT
BEAM
Beam to Clip Connection
BEAM TO POST CONNECTION
ISOMETRIC VIEW
PERIMETER BEAM
CLIP
ANCHOR OTY AT
CONNECTION
Clip to Post Connection
PERIMETER BEAM
ANCHOR OTY AT
CONNECTION
Qty 2 Anchor Qty at
Connection per
(Analyzing 114-14 SMS, 316 SS,
Steel Screw to 0.125" x 0.125"
connecting parts thicknesses)
86%
<, (2) anchors sufficient
Qty 2 Anchor Qty at Connection
(Analyzing 114-14 SMS, 316 SS,
Steel Screw to 0.125" x 0.125"
connecting parts thicknesses)
75%
<, (2) anchors sufficient
Qty 2 Anchor Qty at Connection
(Analyzing 114-14 SMS, 316 SS,
Steel Screw to 0.188" x 0.125"
connecting parts thicknesses)
32%
OK, (2) anchors sufficient
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Page 7 of 51
E�1 ENGINEERING
'C EXPRESS
Roof Mount pivot? Y
Pg—
Pas
Roof pitch: 4 / 12 F�Pjj„
S= 3.00 ft Roof Pivot Mount Spacing
V„ = 298 lb
T„ = 127 lb
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1MO XPRESS"
Work Prepared For: StruXure Outdoor of Washington
Project: Hanni, Jeremy
DESIGN CRITERIA:
H =
10.00
ft, Mean Roof Height
ASCE:
7-16
O =
0.0 °
Roof Slope
Exposure:
C
Vult =
110
mph, Wind Velocity (3-Second Gust)
Building Category:
II
Kd =
0.85
Directionality Factor
G =
0.85
Gust Effect Factor
Snow:
Y
Kz =
0.85
Velocity Pressure Coefficient
Ground Snow Load:
25.00 psf
Kzt =
1
Topographic Factor
Design Snow Load:
25.00 psf
I =
1
Importance Factor
Design Live Load:
10.00 psf
Design Dead Load:
3.0 psf
Wind Flow:
Clear Obstructed
Wind Porosity:
50%
L =
20.00
ft, Overall Canopy Length
Method:
ASD
W =
12.00
ft, Overall Canopy Width
a =
3.00 ft
LOADS ON COMPONENTS & CLADDING:
(Roof Decking and Decking Fasteners)
L1 =
12.00
ft, Effective Deck Panel Length
W1 =
4.00 ft
Effective Deck Panel Width
A =
48.00 ft12
Effective Wind Area, L1 *W1 A > 4.0*a^2
CNp =
1.2
Positive Pressure Coefficient
CNn =
-1.1
Negative Pressure Coefficient
qz =
11.18 psf
Velocity Pressure w/ Porosity
WLp =
11.40 psf
Positive Wind Load, = qz*G*CNp
WLn =
-10.45 psf
Negative Wind Load, = qz*G*CNn
Grav = 28.01 psf D + (Lr or S or R) Critical positive
DP
Uplift = -4.46 psf 0.6D + 0.6W Critical negative
DP
See Column Calcs for Seismic
Moment
LOADS ON MAIN WIND FORCE RESISTING SYSTEM:
(Beams, Columns, Foundations)
direction,
v = 01
Wind Direction.
v = 1801
CNWa =
1.2
Cnw value, load case A
CNWa =
1.2
Cnw value, load case A
CNWb =
-1.1
Cnw value, load case B
CNWb =
-1.1
Cnw value, load case B
CNLa =
0.3
Cnl value, load case A
CNLa =
0.3
Cnl value, load case A
CNLb =
-0.1
Cnl value, load case B
CNLb =
-0.1
Cnl value, load case B
erection,
v = au,
CNa =
-0.8
Cn value, load case A CNb = 0.8 Cn value, load case B
CNp =
1.2
Critical Positive Pressure Coefficient
CNn =
-1.1
Critical Negative Pressure Coefficient
WLp =
11.40 psf
Critical Positive Wind Load, = qz*G"CNp
WLn =
-10.45 psf
Critical Negative Wind Load, = qz*G*CNn
Grav =
28.01 psf
D + (Lr or S or R) Critical positive
DP
Uplift =
-4.46 psf
0.61D + 0.6W Vf1U4O ^1IOC�dl1VC
GCpn1 =
GCpn1 =
WL=
E=
LOADS ON CANOPY FASCIA:
1.5 Combined Net Pressure Coefficient on windward fascia
-1 Combined Net Pressure Coefficient on leeward fascia
16.76 psf Average Wind Load on Fascia, qz*GCpn*.06
39.82 psf Seismic Load on System, Equivalent
See Column Calcs for Seismic
Moment
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RD(1 ENGINEERING
EXPRES
Work Prepared For: ENTER PROJ INFO ON START PAGE
Project: ENTER PROJ INFO ON START PAGE
Cnn— I nnrlc
Pg = 25 psf, Ground snow load
Ce = 1.0 Exposure factor (Table 7-2)
Ct = 1.2 Thermal factor (Table 7-3)
1 = 1.0 Importance factor (Table 7-4)
Evs = 1.00 ° Eave slope
S = 57.29 Roof slope run for a rise of one
W = 15.00 ft, Horizontal distance from eave to ridge
y = 17.25 pcf Snow density Eq. 7-3: 0.13(Pg)+14 < 30 psf
Cs = 1.00 Slope factor at 1' (Figure 7-2)
Balanced Snow Loads
Pf = 21.00 psf Snow load on flat roofs (slope < 5°): Pf = max[(I)(20),(0.7)(Ce)(Ct)(1)(Pg)]
Ps = 21.00 psf Sloped roof snow loads (slope > 5°): Ps = (Cs)(Pf)
�-F--w/1'—luI —/r
Drifts on Lower Roofs (Aerodynamic Shade)
lu1= 21.00 ft, Length of upper roof
lu2= 15.00 ft Length of lower roof projection
hc= 2.00 ft, Height from top of lower roof to top of eave
Drift snow required, hc/hb>0.2
hb= 1.22 ft Height of balanced snow: Ps/(y)
hd1= 1.39 ft Height of snow drift (Fig 7-9): 0.43(lu)1(1/3)(Pg+10)"(1/4)-1.5 (Leeward)
hd2= 0.81 ft Height of snow drift (Fig 7-9): 0.43(lu)"(1/3)(Pg+10)"(1/4)-1.5 (Windward)
Include Uniform Dist. Ice Load? Yes
Include surcharge load? Yes
hd= 1.39 ft Governing drift height Snow Porosity: 30%
w= 5.54 ft Governing drift width VERIFY ICING
hend= 0.00 ft Drift height at edge of lower roof REQUIREMENTS
pd= 11.95 psf Surcharge load Uniform Distribution Over Drift Width
4.42 psf Surcharge Load Distributed over
Tributary Area
SL= 25.00 psf Total snow load (balanced + drift snow distribution) * (1 - Snow Porosity)
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RD(1 ENGINEERING
EXPRESS
Work Prepared For: StruXure Outdoor of Washington
Project: Hanni, Jeremy
Ice Load Due to Freezing Rain (per ASCE 7-16 - Chapter 10)
Member Size (Single 2" x 8" x 0.125" main beam, 2.33333333333333 ft long)
ti =
0.50 Nominal Ice Thickness (in.)
KZ, =
1.0 Topographic Factor
Z =
10.00 ft System Height
I, =
1.0 Importance Factor
Id =
56.00 Ice Density (56 pcf default)
II Occupancy Category
e 10-1
td =
0.89 in, Design Ice Thickness
W, = 4.14 psf Weight of Ice (for td)
Fz = 0.8875
Ice Loading Ch 10.4
Main Beam
Dc = 8.25 in Circumscribing Diameter
A, = 25.46 inA2 Area of Ice = 77td*(Dc+td)
Member Properties
Main
Beam
Purlin Beam
Quantity
Single
Double
Depth (d)
8.000 in.
8.000 in.
Width (bf)
2.000 in.
4.000 in.
Thickness
.125 in.
.125 in.
Length
2.33 ft
20.00 ft
td = 2.0*ti*li*fz*(Kzt)0.35
Wi= (td/12)*Id
Fz = (Z/33)01
Dc = 1Id2+bf2
Wi = 9.90 plf Uniform Distributed Ice Load (Circumscribing Diameter)
Wi = (A;/144)*Id
Purlin Beam
D� = 8.94 in Circumscribing Diameter Dc = 1Id2+bf2
A, = 27.41 inA2 Area of Ice = Trtd*(Dc+td)
Wi = 10.66 plf Uniform Distributed Ice Load (Circumscribing Diameter)
Wi = (Ai/144)*Id
Wi= 9.90 plf Uniform Distrubted Ice Load (Main Beam)
Wi= 10.66 plf Uniform Distrubted Ice Load (Purlin Beam)
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Page 11 of 51
E
ENGINEERING
EC EXPRESS w
Seismic Loads Criteria
Ss = 1.312 Max considered response acceleration for a period of 0.2 s
S 1 = 0.465 Max response acceleration at period of 1 s
Height of Structure = 10.00 ft
Site Class D
Fa = 1.2 short period amplification factor
Fv = 1.6 long period amplification factor
SMS = 1.5744 modified spectral response acceleration at a period of 0.2 s Fa*Ss
SM 1= 0.744 modified spectral response acceleration at a period of 1.0 s Fv*Sj
Spectral Response Acceleration Parameters
SIDS = 1.050 Design spectral response acceleration at a period of 0.2 s (2/3)*Sms
SD1= 0.496 design spectral response acceleration at a period of 1.0 s (2/3)*SM1
Structural Design Requirements
Ta = 0.112 approximate fundamental period (s)
TL = 6.0 Long Transition Period (s)
Rp = 2.5
ap= 2.5
Ip= 1.0
W p = 225.80 Ibs Tributary Weight
Fp= 284.40 Ibs Seismic Design Force
FpMAX— 379.20lbs
FpMIN— 71.10 Ibs
P= 1.3 SERVICE _
1990.78 lb-ft Effective Seismic Moment
SDF OK? OK
Ct*hnx
0.4ap*SDS*Wp/(Rp/lp)*(1 +2(z/h)
(H*Fp)
0.7
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IRV(ENGINEERING
CXRF- ESS
Work Prepared For: StruXure Outdoor of Washington
Project: Hanni, Jeremy
Detail/Member: Purlin Beam
ALUMINUM DESIGN MANUAL (2015 EDITION)
Specifications for Aluminum Structures (Buildings)
Allowable Stress Design
Design Check of 2"x8"x0.125"/0.125" 6063-T6 Aluminum Tube
Per 2015 Aluminum Design Manual
Alloy: 6063 Temper: T6
MEMBER PROPERTIES
r b---�
MEMBER SPANS
Critically
Welded:
Flange width
b =
2.000"
Flange thickness
tb =
0.125"
Web height
h =
8.000"
Web thickness
th =
0.125"
Moment of inertia about axis parallel to flange
Ix =
17.45 in^4
Moment of inertia about axis parallel to web
ly =
1.87 in14
Section modulus about the x-axis
Sx =
4.36 in13
Radius of gyration about centroidal axis parallel to flange
rx =
2.68 in
X
Radius of gyration about centroidal axis parallel to web
ry =
0.88 in
Torsion constant
J =
5.59 in14
Cross sectional area of member
A =
2.44 in12
Plastic section modulus
Z =
5.72 in13
Warping constant
Cw =
0.00 in16
Unsupported member length (between supports)
Unbraced length for bending (between bracing against side -sway)
Effective length factor
MATERIAL PROPERTIES
Tensile ultimate strength
Tensile yield strength
Compressive yield strength
Shear ultimate strength
Shear yield strength
Compressive modulus of elasticity
BUCKLING CONSTANTS
Compression in columns & beam flanges (Intercept)
Compression in columns & beam flanges (Slope)
Compression in columns & beam flanges (Intersection)
Compression in flat plates (Intercept)
Compression in flat plates (Slope)
Compression in flat plates (Intersection)
Compressive bending stress in solid rectangular bars (Intercept)
Compressive bending stress in solid rectangular bars (Slope)
Shear stress in flat plates (Intercept)
Shear stress in flat plates (Slope)
Shear stress in flat plates (Intersection)
Ultimate strength coefficient of flat plates in compression (slenderness limit A2)
Ultimate strength coefficient of flat plates in compression (stress for slenderness > A2)
Ultimate strength of flat plates in bending (slenderness limit A2)
Ultimate strength of flat plates in bending (stress for slenderness > A2)
Tension coefficient
D.2 Axial Tension
Tensile Yielding - Unwelded Members
Tensile Rupture - Unwelded Members
L = 20.0 ft
Lb = 20.0 ft
k = 1.0
Ftu =
30 ksi
Fty =
25 ksi
Fcy =
25 ksi
Fsu =
18 ksi
Fsy =
15 ksi
E =
10.100 ksi
Bc =
Dc =
Cc =
BP =
DP =
CP =
Bbr =
Dbr =
Bs =
Ds =
Cs =
k1c =
k2c =
k1b =
k2b =
kt =
27.64 ksi
0.14 ksi
78.38 ksi
31.39 ksi
0.17 ksi
73.55 ksi
46.12 ksi
0.38 ksi
18.98 ksi
0.08 ksi
94.57 ksi
0.35
2.27
0.50
2.04
1.0
[Fty] Fty_n =
25.00 ksi
4 =
1.65
Fty_n/0 =
15.15 ksi
[Ftu/kt] Ftu_n =
30.00 ksi
4 =
1.95
Ftu n/Qt =
15.38 ksi
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AXIAL COMPRESSION MEMBERS
E.2 Compression Member Buckling
Axial, gross section subject to buckling Lower slenderness limit
Upper slenderness limit
Slenderness
[0.85rrzEIAI]
E.3 Local Buckling
For column elements in uniform compression subject to local buckling, the uniform
compressive strength is addressed in Section B.5.4 calculated below.
B.5.4.2 - Flat elements supported on both edges (Flange)
B.5.4.2 - Flat elements supported on both edges (Web)
E.4 Buckling Interaction
Per Table B.5.1
FLEXURAL MEMBERS
F.2 Yielding and Rupture
Nominal flexural strength for yielding and rupture
(rrz*E/ (1.6*b/tb) z]
[Fc n]
Fe(flange) > Fc_n (E.2 Member Buckling)
(rrz*E/ (1.6*h/th) z]
[Fc n]
Fe(web) > Fc n (E.2 Member Buckling)
Limit State of Yielding
(Z*Fcy]
[Mnp/Z]
Limit State of Rupture
(Z*Ftu/kt]
[Mnu2]
Al =
A2 =
A(max) _
Fc n =
0=
Fc n/Q =
Fe(flange) _
Fc n =
n _
Fc_n/0 =
Fe(web) _
Fc n =
n _
Fc n/Q =
18.23
78.38
273.86
1.13 ksi
1.65
0.68 ksi
198.67 ksi
1.13 ksi
1.65
0.68 ksi
10.13 ksi
1.13 ksi
1.65
0.68 ksi
Mnp = 143.07 k-in
Fb_n =
25.00 ksi
0 =
1.65
Fb n/i1 =
15.15 ksi
Mnu =
171.68 k-in
Fb_n =
30.00 ksi
0 =
1.95
Fb n/i1 =
15.38 ksi
z A2
F.4 Lateral -Torsional Buckling
Square or rectangular tubes subject to lateral -torsional buckling
Slenderness for shapes symmetric about the bending axis A F.4.2.1 = 41.25
Slenderness for closed shapes A F.4.2.3 = 41.38
Slenderness for any shape A F.4.2.5 = 41.25
Maximum slenderness A(max) = 41.38 < Cc
Nominal flexural strength - lateral -torsional buckling
(Mnp(1-(A/Cc))+(rr2*E A*Sx/Cc^3)]
Mnmb =
104.91 k-in
[Mnmb/Sx]
Fb_n =
24.05 ksi
0 =
1.65
Fb n/Q =
14.57 ksi
UNIFORM COMPRESSION ELEMENTS
B.5.4.2 Flat Elements Supported on Both Edges -Web & Flange
Uniform compression strength, flat elements supported on both edges
Lower slenderness limit
Al =
22.8
Upper slenderness limit
A2 =
39.2
Flange Slenderness
b/tb =
14.0
Web Slenderness
h/th =
62.0
[Fcy]
Fc n1 =
25.00 ksi
0 =
1.65
Fc_n1/Q =
15.15 ksi
(k2c"V(Bp*E)/(1.6*h/th)]
Fc n2 =
12.88 ksi
0 =
1.65
Fc n2/Q =
7.81 ksi
<_ Al
>_ A2
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E�1 ENGINEERING
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FLEXURAL COMPRESSION ELEMENTS
B.5.5.1 Flat Elements Supported on Both Edges - Web
Flexural compression strength, flat elements supported on both edges
Lower slenderness limit
Al =
34.73
Upper slenderness limit
A2 =
92.95
Slenderness
h/th =
62.00 Al - A2
(Bbr-m*Dbr*h/th)
Fb n =
30.74 ksi
0 =
1.65
Fb_n/Q =
18.63 ksi
SHEAR
G.2 Shear Supported on Both Edges - Web
Members with flat elements supported on both edges
Lower slenderness limit
Al =
38.73
Upper slenderness limit
A2 =
75.65
Slenderness
h/th =
62.00 Al - A2
(Bs-1.25Ds*h/th)
Fv_n =
12.61 ksi
0 =
1.65
Fv n/0 =
7.64 ksi
ALLOWABLE STRESSES
Allowable bending stress
Fb =
14.57 ksi
Allowable axial stress, compression
Fac =
0.68 ksi
Allowable shear stress; webs
Fv =
7.64 ksi
Elastic buckling stress Fe =
0.68 ksi
Weighted average allowable compressive stress (per Section E.3.1) Fao =
9.16 ksi
MEMBER LOADING
Bending Moments
Bending moment developed in member Mz =
4.47 kip-ft
Bending stress developed in member fb =
12.29 ksi
Allowable bending stress of member Fb =
14.57 ksi
< 1.0
Axial Loads
Axial load developed in member Fx =
0 lb
Axial stress developed in member fa =
0.00 ksi
Allowable compressive axial stress of member Fac =
0.68 ksi
< 1.0
Shear Loads
Shear load developed in member Vz =
894 lb
Shear stress developed in member fv =
0.46 ksi
Allowable shear stress of member webs Fv =
7.64 ksi
< 1.0
Interaction Equations
[(fb/Fb)^2 + (fv/Fv)^2] =
0.85
< 1.0
Eq H.1-1 fa/Fa + fb/Fb =
0.00
< 1.0
Eq H.3-2 fa/Fa + (fb/Fb)^2 + (fv/Fv)^2 =
0.00
< 1.0
CONFIGURATION AND MOMENT TABULATION TOOLS
Support Type Beam =
Simple
n of beam- 2
Beam Length L =
20.00 ft
Tributary Width W =
6.00 ft
Load on Tributary (LL, WL, DL, etc) RL =
28.01 psf
Additional Beam Load (Weight or Service Loads) DL =
0.00 lb/ft
Total Loading on Beam w =
178.72 lb/ft
Shear Loading at End of Beam Vy =
1787 Ibs
CALCULATED MOMENT Mmax =
8.9 kip-ft
Deflection Check
Support =
Simple
Deflection Limit =
L / 80
W =
178.72 lb/ft
ALLOWABLE DEFLECTION DAllow =
3.00 in
MAXIMUM DEFLECTION 4Max=
1.83 in
61%
Simple Max Deflection = 5wl^4/384EI
OK, Allowable Deflection Sufficient
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Detail/Member: Main Beam
ALUMINUM DESIGN MANUAL (2015 EDITION)
Specifications for Aluminum Structures (Buildings)
Allowable Stress Design
Design Check of 2"x8"x0.125"/0.125" 6063-T6 Aluminum Tube
Per 2015 Aluminum Design Manual
Alloy: 6063 Temper: T6
MEMBER PROPERTIES
r b---�
MEMBER SPANS
Critically
Welded:
Flange width
b =
2.000"
Flange thickness
tb =
0.125"
Web height
h =
8.000"
Web thickness
th =
0.125"
Moment of inertia about axis parallel to flange
Ix =
17.45 in^4
Moment of inertia about axis parallel to web
ly =
1.87 in14
Section modulus about the x-axis
Sx =
4.36 in13
Radius of gyration about centroidal axis parallel to flange
rx =
2.68 in
X
Radius of gyration about centroidal axis parallel to web
ry =
0.88 in
Torsion constant
J =
5.59 in14
Cross sectional area of member
A =
2.44 in12
Plastic section modulus
Z =
5.72 in13
Warping constant
Cw =
0.00 in16
Unsupported member length (between supports)
Unbraced length for bending (between bracing against side -sway)
Effective length factor
MATERIAL PROPERTIES
Tensile ultimate strength
Tensile yield strength
Compressive yield strength
Shear ultimate strength
Shear yield strength
Compressive modulus of elasticity
BUCKLING CONSTANTS
Compression in columns & beam flanges (Intercept)
Compression in columns & beam flanges (Slope)
Compression in columns & beam flanges (Intersection)
Compression in flat plates (Intercept)
Compression in flat plates (Slope)
Compression in flat plates (Intersection)
Compressive bending stress in solid rectangular bars (Intercept)
Compressive bending stress in solid rectangular bars (Slope)
Shear stress in flat plates (Intercept)
Shear stress in flat plates (Slope)
Shear stress in flat plates (Intersection)
Ultimate strength coefficient of flat plates in compression (slenderness limit A2)
Ultimate strength coefficient of flat plates in compression (stress for slenderness > A2)
Ultimate strength of flat plates in bending (slenderness limit A2)
Ultimate strength of flat plates in bending (stress for slenderness > A2)
Tension coefficient
D.2 Axial Tension
Tensile Yielding - Unwelded Members
Tensile Rupture - Unwelded Members
L = 2.33 ft
Lb = 2.33 ft
k = 2.0
Ftu =
30 ksi
Fty =
25 ksi
Fcy =
25 ksi
Fsu =
18 ksi
Fsy =
15 ksi
E =
10.100 ksi
Bc =
Dc =
Cc =
BP =
DP =
CP =
Bbr =
Dbr =
Bs =
Ds =
Cs =
k1c =
k2c =
k1b =
k2b =
kt =
27.64 ksi
0.14 ksi
78.38 ksi
31.39 ksi
0.17 ksi
73.55 ksi
46.12 ksi
0.38 ksi
18.98 ksi
0.08 ksi
94.57 ksi
0.35
2.27
0.50
2.04
1.0
[Fty] Fty_n =
25.00 ksi
4 =
1.65
Fty_n/0 =
15.15 ksi
[Ftu/kt] Ftu_n =
30.00 ksi
4 =
1.95
Ftu n/Qt =
15.38 ksi
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AXIAL COMPRESSION MEMBERS
E.2 Compression Member Buckling
Axial, gross section subject to buckling
Lower slenderness limit
Upper slenderness limit
Slenderness
((Bc-Dcil) (0. 85+0.15*((Cc-A)/(Cc-a 1))]
E.3 Local Buckling
For column elements in uniform compression subject to local buckling, the uniform
compressive strength is addressed in Section B.5.4 calculated below.
B.5.4.2 - Flat elements supported on both edges (Flange)
B.5.4.2 - Flat elements supported on both edges (Web)
E.4 Buckling Interaction
Per Table B.5.1
FLEXURAL MEMBERS
F.2 Yielding and Rupture
Nominal flexural strength for yielding and rupture
(rr2*E/ (1.6*b/tb) 2]
[Fc n]
Fe(flange) > Fc_n (E.2 Member Buckling)
(rr2*E/ (1.6*h/th) 2]
[0.85rr2E/.1(max)2]A1/3 *[Fe^2/3]
Fe(web) < Fc n (E.2 Member Buckling)
Limit State of Yielding
(Z*Fcy]
[Mnp/Z]
Limit State of Rupture
(Z*Ftu/kt]
[Mnu2]
Al =
A2 =
A(max) _
Fc n =
0=
Fc n/Q =
Fe(flange) _
Fc n =
n _
Fc_n/Q =
Fe(web) _
Fc n =
n _
Fc n/Q =
18.23
78.38
63.9
16.30 ksi
1.65
9.88 ksi
198.67 ksi
16.30 ksi
1.65
9.88 ksi
10.13 ksi
12.87 ksi
1.65
7.80 ksi
Mnp = 143.07 k-in
Fb_n =
25.00 ksi
0 =
1.65
Fb n/i1 =
15.15 ksi
Mnu =
171.68 k-in
Fb_n =
30.00 ksi
0 =
1.95
Fb n/i1 =
15.38 ksi
< A2
F.4 Lateral -Torsional Buckling
Square or rectangular tubes subject to lateral -torsional buckling
Slenderness for shapes symmetric about the bending axis A F.4.2.1 = 15.46
Slenderness for closed shapes A F.4.2.3 = 14.13
Slenderness for any shape A F.4.2.5 = 15.46
Maximum slenderness A(max) = 15.46 < Cc
Nominal flexural strength - lateral -torsional buckling
(Mnp(1-(A/Cc))+(rr2*E A*Sx/Cc^3)]
Mnmb =
128.81 k-in
[Mnmb/Sx]
Fb_n =
29.53 ksi
0 =
1.65
Fb n/Q =
17.89 ksi
UNIFORM COMPRESSION ELEMENTS
B.5.4.2 Flat Elements Supported on Both Edges -Web & Flange
Uniform compression strength, flat elements supported on both edges
Lower slenderness limit
Al =
22.8
Upper slenderness limit
A2 =
39.2
Flange Slenderness
b/tb =
14.0
Web Slenderness
h/th =
62.0
[Fcy]
Fc n1 =
25.00 ksi
0 =
1.65
Fc_n1/Q =
15.15 ksi
(k2c"V(Bp*E)/(1.6*h/th)]
Fc n2 =
12.88 ksi
0 =
1.65
Fc n2/Q =
7.81 ksi
>_ J\2
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ENGINEERING
COMPRESSION ELEMENTS
B.5.5.1 Flat Elements Supported on Both Edges - Web
Flexural compression strength, flat elements supported on both edges
Lower slenderness limit
Upper slenderness limit
Slenderness
(Bbr-m'Dbr`h/thj
SHEAR
G.2 Shear Supported on Both Edges - Web
Members with flat elements supported on both edges Lower slenderness limit
Upper slenderness limit
Slenderness
(Bs-1.25Ds`h/thj
ALLOWABLE STRESSES
At =
34.73
A2 =
92.95
h/th =
62.00 Al - A2
Fb_n =
30.74 ksi
4 =
1.65
Fb n/Q =
18.63 ksi
A l =
38.73
A2 =
75.65
h/th =
62.00 Al - A2
Fv_n =
12.61 ksi
4 =
1.65
Fv n/Q =
7.64 ksi
Allowable bending stress
Fb =
15.15 ksi
Allowable axial stress, compression
Fac =
8.18 ksi
Allowable shear stress; webs
Fv =
7.64 ksi
Elastic buckling stress
Fe =
12.52 ksi
Weighted average allowable compressive stress (per Section E.3.1)
Fao =
9.16 ksi
MEMBER LOADING
Bending Moments
Bending moment developed in member
Mz =
4.17 kip-ft
Bending stress developed in member
fb =
11.47 ksi
Allowable bending stress of member
Fb =
15.15 ksi
< 1.0
Axial Loads
Axial load developed in member
Fx =
0 lb
Axial stress developed in member
fa =
0.00 ksi
Allowable compressive axial stress of member
Fac =
8.18 ksi
< 1.0
Shear Loads
Shear load developed in member
Vz =
1,787 lb
Shear stress developed in member
fv =
0.92 ksi
Allowable shear stress of member webs
Fv =
7.64 ksi
< 1.0
Interaction Equations
[(fb/Fb)^2 + (fv/Fv)^2] =
0.77
< 1.0
Eq H.1-1
fa/Fa + fb/Fb =
0.00
< 1.0
Eq H.3-2 fa/Fa + (fb/Fb)^2 + (fv/Fv)^2 =
0.00
< 1.0
CONFIGURATION AND MOMENT TABULATION TOOLS
# of beam= 1
Support Type
Beam =
Cantilever
# P load= 1
Beam Length
L =
2.33 ft
a= 5.00 ft
Tributary Width
W =
-
P Load=
1787.2 lb
Load on Tributary (I-L, WL, DL, etc)
RL =
-
Additional Beam Load (Weight or Service Loads)
DL =
0.00 lb/ft
Total Loading on Beam
w =
0.00 lb/ft
Shear Loading at End of Beam
Vy =
1787 Ibs
CALCULATED MOMENT
Mmax =
4.2 kip-ft
Deflection Check
Support =
Cantilever
Deflection Limit =
L / 80
w =
0.00 lb/ft
ALLOWABLE DEFLECTION
4Allow =
0.70 in
MAXIMUM DEFLECTION
OMax =
0.04 in
6%
Cantilever Max Deflection = wl^4/8EI
OK, Allowable Deflection Sufficient
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= 4.46
Column Type: 8"x8"x0.188"
Alloy/Temper: 6063-T6 ALUMINUM
E = 10100 ksi (Elastic Modulus) Attached to host? Y
Detail:
HT1 =
10.00
ft, (overall column height from top of footer to bottom of beam)
W1 =
7.50
ft, (roof trib dim at HT1, along walkway)
131 =
10.00
ft, (roof trib dim at HT1, across walkway)
FH1 =
8.00
in, (side fascia height at HT1, normal to lateral windload)
HT2 =
10.00 ft
(overall column height from top of footer to bottom of beam)
W2 =
10.00 ft
(roof trib dim at HT2, along walkway)
B2 =
0.00 ft
(roof trib dim at HT2, across walkway)
FH2 =
8.00 in
(side fascia height at HT2, normal to lateral windload)
FL =
16.76 psf
(lateral load on fascia)
per 2015 Aluminum Design Manual
JIVIN: 8"XU"X0.1$S"
b = 8.000 in
flange width
t1 = 0.188 in
flange thickness
h = 8.000 in
sidewall width
t2 = 0.188 in
sidewall thickness
Ix = 59.639 in^4
(strong axis)
Sx = 14.910 inA3
(strong axis)
rx = 3.190 in
(strong axis)
pression In Columns
All columns
kL/r = 56.4
Slenderness Ratio (k=1.5)
S1 = 0
Lower Slenderness Limit
S2 = 78
Upper Slenderness Limit
Gross Section, Flat Elements Supported on Both Edges
h'/t = 40.6 Slenderness Ratio
S1 = 6.7 Lower Slenderness Limit
S2 = 39 Upper Slenderness Limit
Extreme Fiber, Net Section
Extreme Fiber, Net Section
U = 7.625 in
effective flange width
h' = 7.625 in
effective sidewall width
ly = 59.639 in^4
(weak axis)
Sy = 14.910 inA3
(weak axis)
ry = 3.190 in
(weak axis)
A = 5.859 inA2
(cross -sectional area)
J = 96.26 in^4
(torsion constant)
Fc_7 = 10.02 ksi
Fc_9 = 10.11 ksi
Use minimum of Fc 7 & Fc 9: Fc = 10.02 ksi
Fb 2 = 15.00 ksi
Fb 4 = 20.00 ksi
= 28.01
C
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Work Prepared For: StruXure Outdoor of Washington
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Extreme Fiber, Gross Section, Tubular Shapes
47.2 Slenderness Ratio
S1 = 130 Lower Slenderness Limit
S2 = 2400 Upper Slenderness Limit
Fb_14 = 15.00 ksi
Uniforn Compression, Gross Section, Flat Elements Supported on Both Edges
U/t = 40.6 Slenderness Ratio
S1 = 23 Lower Slenderness Limit
S2 = 39 Upper Slenderness Limit Fb_16 = 11.93 ksi
Bending in Own Plane, Gross Section, Flat Elements Supported on Both Edges
h'/t = 40.6 Slenderness Ratio
S1 = 53.0 Lower Slenderness Limit
S2 = 90.0 Upper Slenderness Limit Fb_18 = 20.00 ksi
Use minimum of Fb_2, Fb_4, Fb_14, Fb_16 & Fb_18: Fb = 11.93 ksi
Axial Compressive Load:
2101 lb = Grav * (W1 *B1 +W2*B2)
Axial Compressive Stress:
fa = 212.6 psi = 2,101 lb / A
Bending Moment (X-axis):
23889 lb -in
Bending Stress (X-axis):
fb = 1602.2 psi = 23,889 lb -in / Sx
fa/Fc + fb/Fb = 0.16 10K, less than 1.0 Y Earthquake Governs?
23889 lb -in Seismic Moment
1246 lb Revised Eq_axial_cor
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CHECK COLUMN FOR COMBINED BENDING & AXIAL TENSION
per 2020 Aluminum Design Manual
lowable Axial Stress (Tension, Ft_1):
lowable Bending Stress (from previous):
Axial Tensile Load:
Axial Tensile Stress:
Bending Moment (X-axis):
Bending Stress (X-axis):
Ft 1 = 15.00 ksi
Ft = 15000.0 psi
Fb = 11933.4 psi
335lb = WL' (W1`B1+W2'B2)
fa = 0.0 psi = 335 lb / A
23889lb-in 0
fb = 1602.2 psi = 23,889 lb -in / Sx
fa/Fc + fb/Fb = 0.13 10K, less than 1.0
CHECK COLUMN FOR SHEAR
per 2020 Aluminum Design Manual
Gross Section, Unstiffened Flat Elements Supported on Both Edges
h'/t = 40.6 Slenderness Ratio
S1 = 39 Lower Slenderness Limit
S2 = 77 Upper Slenderness Limit
Max Shear at Critical Column = 223.51 lb impossibility?
Actual Shear Stress, fv = 38.1 psi = 223.51 lb / A
fv/Fv = 0.00
Fv_20 = 8.61 ksi
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Member/Detail: BEAM TO PURLIN
Steel Spaced Thread Tapping Screw to Aluminum Connections
t2020 Aluminum Design Manual, *AMMA TIR-A9-2014
Anchor: 1/4-14 SMS, 316 SS, Steel Screw
Size:
1/4-14 SMS
Nominal Anchor Size Designation
Alloy:
316 SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter (*Table 20.1,20.2)
As =
0.027 in
Tensile Stress Area (*Table 20.1,20.2)
Ar =
0.027 in'
Thread Root Area (*Table 20.1,20.2)
n =
14
Thread Per Inch
Dw=
0.625"
Washer Diameter ❑ Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw Head:
Alloy 1: 6063-T6
t1 = 0.125" Thickness of Member 1
Ftu1= 30 ksi Tensile Ultimate Strength of Member 1
Fty1 = 25 ksi Tensile Yield Strength of Member 1
Member not in Contact with Screw Head:
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss If
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coeff. Dependent On Screw Location (tSect. J.5.4.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.4.1.1b)
Rn_t1 =
937.5 lb
Nominal Pull -Out Strength Of Screw (tSect. J.5.4.1.1b)
Rn_t2 =
937.5 lb
Nominal Pull -Over Strength Of Screw (tSect. J.5.4.2)
Rn_t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (if applicable) (tSect. J.5.4.1.2)
Pnt =
896.0 lb
Allowable Tensile Capacity Of Screw (*Eqn. 10.4-10.7)
Q =
3.0
Safety Factor For Connections; Building Type Structures
Q =
3.0
Safety Factor For Anchor
IF
Allowable Tension = 313 lb_]
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Allowable Shear:
Rn_v1=
1875.0 lb
Bearing On Member 1 (tSect. J.5.5.1)
Rn_v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.5.1)
Rn_v3 =
2784.2 lb
Screw Tilting (teect. J.5.5.2)
Rn_v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw (*Eqn. 7.5)
0 =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
11
Allowable Shear = 517 lb
Alternate Options:
❑ Disregard the limiting allowable capacities from Member 1 (member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions 0 (Select this connection type)
Qty 2 Anchor Qty at Connection
Treq 0 lb Required Tensile Loading on Connection
Vreq 894 lb Required Shear Loading on Connection
n 1.00 Exponent factor
Tcap 625 lb Tensile capacity of connection (Qty * Rz)
Vcap 1035 lb Shear capacity of connection (Qty * Rx)
RZ + RX = 0.86
TCAP VCAP
OK, (2) anchors sufficient
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Work Prepared For: StruXure Outdoor of Washington
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Member/Detail: BEAM TO CLIP CONNECTION
Steel Spaced Thread Tapping Screw to Aluminum Connections
t2020 Aluminum Design Manual, *AMMA TIR-A9-2014
Anchor: 1/4-14 SMS, 316 SS, Steel Screw
Size:
1/4-14 SMS
Nominal Anchor Size Designation
Alloy:
316 SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter (*Table 20.1,20.2)
As =
0.027 in
Tensile Stress Area (*Table 20.1,20.2)
Ar =
0.027 in'
Thread Root Area (*Table 20.1,20.2)
n =
14
Thread Per Inch
Dw=
0.625"
Washer Diameter ❑ Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw Head:
Alloy 1: 6063-T6
t1 = 0.125" Thickness of Member 1
Ftu1= 30 ksi Tensile Ultimate Strength of Member 1
Fty1 = 25 ksi Tensile Yield Strength of Member 1
Member not in Contact with Screw Head:
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss If
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coeff. Dependent On Screw Location (tSect. J.5.4.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.4.1.1b)
Rn_t1 =
937.5 lb
Nominal Pull -Out Strength Of Screw (tSect. J.5.4.1.1b)
Rn_t2 =
937.5 lb
Nominal Pull -Over Strength Of Screw (tSect. J.5.4.2)
Rn_t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (if applicable) (tSect. J.5.4.1.2)
Pnt =
896.0 lb
Allowable Tensile Capacity Of Screw (*Eqn. 10.4-10.7)
Q =
3.0
Safety Factor For Connections; Building Type Structures
Q =
3.0
Safety Factor For Anchor
IF
Allowable Tension = 313 Ib
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Allowable Shear:
Rn_v1=
1875.0 lb
Bearing On Member 1 (tSect. J.5.5.1)
Rn_v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.5.1)
Rn_v3 =
2784.2 lb
Screw Tilting (teect. J.5.5.2)
Rn_v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw (*Eqn. 7.5)
0 =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
11
Allowable Shear = 517 lb
Alternate Options:
❑ Disregard the limiting allowable capacities from Member 1 (member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions 0 (Select this connection type)
Qty 2 Anchor Qty at Connection
Treq 335 lb Required Tensile Loading on Connection
Vreq 224 lb Required Shear Loading on Connection
n 1.00 Exponent factor
Tcap 625 lb Tensile capacity of connection (Qty * Rz)
Vcap 1035 lb Shear capacity of connection (Qty * Rx)
RZ + RX = 0.75
TCAP VCAP
OK, (2) anchors sufficient
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Member/Detail: CLIP TO POST CONNECTION
Steel Spaced Thread Tapping Screw to Aluminum Connections
t2020 Aluminum Design Manual, *AMMA TIR-A9-2014
Anchor: 1/4-14 SMS, 316 SS, Steel Screw
Size:
1/4-14 SMS
Nominal Anchor Size Designation
Alloy:
316 SS
Screw Material
Ftu=
100 ksi
Anchor Ultimate Tensile Strength
Fy =
65 ksi
Anchor Yield Strength
D =
0.250"
Nominal Screw Diameter (*Table 20.1,20.2)
Dmin =
0.185"
Basic Minor Diameter (*Table 20.1,20.2)
As =
0.027 in
Tensile Stress Area (*Table 20.1,20.2)
Ar =
0.027 in'
Thread Root Area (*Table 20.1,20.2)
n =
14
Thread Per Inch
Dw=
0.625"
Washer Diameter ❑ Consider Washer?
Dws =
0.500"
Anchor Head Diameter
Dh =
0.250"
Nominal Hole Diameter
Screw Boss?
No
Is anchor placed in a screw boss/chase/slot?
Countersunk?
No
Yes or No?
CS Depth =
Countersink depth
de =
0.500"
Aluminum Edge Distance
Member in Contact with Screw Head:
Alloy 1: 6063-T6
t1 = 0.188" Thickness of Member 1
Ftu1= 30 ksi Tensile Ultimate Strength of Member 1
Fty1 = 25 ksi Tensile Yield Strength of Member 1
Member not in Contact with Screw Head:
Alloy 2:
6063-T6
t2 =
0.125"
Thickness of Member 2
Le =
0.125"
Depth of Full Thread Engagement Into t2 (Not Including Tapping/Drilling Point)
Ftu2 =
30 ksi
Tensile Ultimate Strength of Member 2
Fty2 =
25 ksi
Tensile Yield Strength of Member 2
t3 =
0.125"
Screw Boss Wall Thickness
Let =
0.500"
Minimum Depth of Full Thread Engagement Into Screw Boss If
Applicable (Not Including Tapping/Drilling Point)
Allowable Tension
C=
1.0
Coeff. Dependent On Screw Location (tSect. J.5.4.2)
Ks=
1.2
Coeff. Dependent On Member 2 Thickness (tSect. J.5.4.1.1b)
Rn_t1 =
937.5 lb
Nominal Pull -Out Strength Of Screw (tSect. J.5.4.1.1b)
Rn_t2 =
1410.0 lb
Nominal Pull -Over Strength Of Screw (tSect. J.5.4.2)
Rn_t3 =
N/A
Nominal Pull -Out Strength From Screw Boss (if applicable) (tSect. J.5.4.1.2)
Pnt =
896.0 lb
Allowable Tensile Capacity Of Screw (*Eqn. 10.4-10.7)
Q =
3.0
Safety Factor For Connections; Building Type Structures
0 =
3.0
Safety Factor For Anchor
IF
Allowable Tension = 313 Ib
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Allowable Shear:
Rn_v1=
2820.0 lb
Bearing On Member 1 (tSect. J.5.5.1)
Rn_v2 =
1875.0 lb
Bearing On Member 2 (tSect. J.5.5.1)
Rn_v3 =
2784.2 lb
Screw Tilting (teect. J.5.5.2)
Rn_v4 =
N/A
Shear Capacity Of Screw Boss Wall
Pnv =
517.3 lb
Allowable Shear Capacity Of Screw (*Eqn. 7.5)
0 =
3.0
Safety Factor For Connections; Building Type Structures
O =
3.0
Safety Factor For Anchor
11
Allowable Shear = 517 lb
Alternate Options:
❑ Disregard the limiting allowable capacities from Member 1 (member in contact with
screw head)
❑ Disregard the limiting allowable capacities from Member 2 (member in NOT in contact
with screw head)
Concentrated Shear & Tensile Reactions 0 (Select this connection type)
Qty 2 Anchor Qty at Connection
Treq 0 lb Required Tensile Loading on Connection
Vreq 335 lb Required Shear Loading on Connection
n 1.00 Exponent factor
Tcap 625 lb Tensile capacity of connection (Qty * Rz)
Vcap 1035 lb Shear capacity of connection (Qty * Rx)
RZ + RX = 0.32
TCAP VCAP
OK, (2) anchors sufficient
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Work Prepared For: StruXure Outdoor of Washington
Project: Hanni, Jeremy
Detail: PIVOT ROOF MOUNT CONNECTION
Loading
Design Uplift ("Uplift") = 4.46 psf
Design Gravity Load ("Grav") = 28.01 psf
Design Fascia Load ("WL") = 16.76 psf
Roof pitch: 4 / 12
Roof angle: 18'
W = 10.00 ft
S= 3.00 ft
Pgrav = 840 lb
PUPlift = 134 lb
Pfascia = 34 lb
Vgrav = 298 lb
VUPlift = 74 lb
TUPlift = 127 lb
V„ = 298 Ib
T„= 1271b
Tributary Width
Roof Pivot Mount Spacing
Pa rav
Puplift
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Client: Job#:
Project: Date:
Detail/member:
I Calc. by:
I Chk'd by:
WOOD CONNECTION DESIGN
2018 NDS - ASD
Load scenario: Single shear
FASTENER
Load duration: 1.6
0.250 in
Nominal diameter'=..,
Temperature: T<= 1007
0.173 in
Root diameter
Exposure service: Wet Conditions
0.000 in
Washer thickness
Moisture at fabric.: <= 19%
1.844 in
Screw thread length
�=
Moisture in service: <=19%
0.156 in
Length of tapered tip
Bending yield strength, Fyb: 70,000 psi
1/4" 0 x3" Lag Screws
MAIN MEMBER SIDE MEMBER
Wood Steel
Visually Graded Dimension Lumber N/A
Southern Pine ASTM A653 grade 33
No.2 N/A
3"x6" N/A
0.55
5.500 in
2.500 in
1,600 ksi
90,
5,127 psi
6,160 psi
5,127 psi
Connection Geometry
LATERAL LOADING
MAIN MEMBER SIDE MEMBER
FULL VALUE MIN. FULL VALUE MIN.
2 in (80) 1 in (40)
1in(40) 0.5in(20) N/A N/A
- 1in(40) N/A
0.38 in (1.50) N/A
1 in (40) 0.75 in (30) N/A N/A
- 1.25 in (50) N/A
Im/D = 10.00 Is/D = N/A
N/A
N/A
N/A
2.000 in
0.125 in
29,000 ksi
0°
61,850 psi
61,850 psi
61,850 psi
WITHDRAWAL
ACTUAL
MIN.
1 in (40)
0.38 in (1.50)
1 in (40)
Material
Wood type
Specie/Grade/Alloy
Wood grade
Nominal size
Specific gravity, G
Member depth, d
Member thickness, ts, tm
Member/plate depth
Member/plate thickness
Modulus of Elasticity, E
Max. angle of load to grain
Actual dowel Bearing strength, Fe
Dowel Bearing strength, Fell
Dowel Bearing strength, FeT
2.500 in I Penetration into main member, L > tm
2.000 in I End distance, End
2.000 in Loaded edge distance, Edl
2.000 in Unloaded edge distance, Edu
3 Number of anchors in a row
1 Number of rows
6.000 in Spacing for fasteners in a row, s
Spacing in between rows, Sr
Bolt slenderness
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Lateral Load Capacity
D = 0.173 Root diameter, in
Im = 2.500 = Main member dowel bearing length, in
Is = 0.125 = Side member dowel bearing length, in
FeO,,, = 5,127 psi = Dowel bearing at an angle to Grain: ((Fell ,„)*(FeT „, ))/((Fell „,)*sin' 0+(FeT „, )*cost 0)
Fees = 61,850 psi = Dowel bearing at an angle to Grain: ((Fell s)*(FeT j)/((Fells)*sin2 0+(FeT, )*cost 0)
Re = 0.083 = Fem/Fes
Rt = 20.000 = Im/Is
K6 = 1.250 = 1+ 0/360
KD = 2.230 = 10*D+0.5
k1 = 0.673 = (SQRT(Re+2*Re ^2*(1+Rt+RtA2)+RtA2*ReA3)-Re*(1+Rt))/(1+Re)
k2 = 0.489 =-1+SQRT(2*(1+Re)+(2*Fyb*(1+2*Re)*D^2)/(3*Fem*Im^2))
k3 = 6.902 =-1+SQRT(2*(1+Re)/Re+(2*Fyb*(2+Re)*DA2)/(3*Fem *IS A2))
eld Mode
Rd
Z (single shear)
Z (double shear)
I.
2.79
796 Ibs = D*lm*Fem/Rd
796 Ibs = D*lm*Fem/Rd
I,
2.79
4801bs =D*ls*Fes/Rd
9601bs =2D*ls*Fes/Rd
II
2.79
3231bs=k1*D*Is*Fes/Rd
III.
2.79
334 Ibs = k2*D*lm*Fem/((1+2*Re)*Rd)
III,
2.79
1321bs=k3*D*Is*Fem/((2+Re)*Rd)
2641bs=2k3*D*Is*Fem/((2+Re)*Rd)
IV
2.79
1601bs=D2/Rd*(2*Fem*Fyb/(3*(1+Re)))^%
3191bs=2DA2/Rd*(2*Fem*Fyb/(3*(1+Re)))A0.5
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ENGINEERING
Z = 132 Ibs
Minimum of yield mode values above
CD = 1.60
Load duration factor
CM = 1.00
Wet service factor for connections
Ct = 1.00
Temperature factor for connections
Cg = 0.97
Group action factor
Co = 1.00
Geometric factor
Ceg = 1.00
End grain factor
Z = 204 Ibs
Factored lateral load capacity (155%): Z'=(Z)(CD)(CM)(Ct)(Cg)(CD)(Ceg)(Cd)
ZT = 612 Ibs
Total capacity of connection for lateral loads
Withdrawal load capacity for wood at main member:
Lao Screws or screws:
W = 260 Ibs/in
L. = 2.500 in
L' = 1.844 in
W = 479 Ibs
Co = 1.60
CM = 1.00
Ct = 1.00
Ceg = 1.00
Cedge = 1.00
W = 766 Ibs
WT = 2,297 Ibs
Nominal design value in pounds per inch of penetration: 1800*(G)A(3/2)(d)A(3/4)
Total length of lag screw into main member (shall not include length of tapered tip)
Total length of thread penetration into main member (all threads into main member)
Nominal design value per fastener
Load duration factor
Wet service factor for connections
Temperature factor for connections
End grain factor
Edge distance factor
Factored withdrawal load capacity (160%): W'= (W)(CD)(CM)(Ct)(Ceg)(Cd)
Total capacity of connection for Withdrawal loads
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Work Prepared For: StruXure Outdoor of Washington
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Mark/Detail: BASE CONNECTOR REACTIONS
V = 75 Ibs Required shear per anchor
T = 2,685 Ibs Required tension per anchor Base
N Use gusset at beam to post?
Anchor
Notes for anchor analysis:
a1 pivots at center of post
a2 pivots at one of the anchors az
Post width may exceed baseplate width (for post base brackets)
BASEPLATE IS ASSUMED TO BE RIGID
ALL CONNECTIONS USE FOUR ANCHORS
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a EXRRESS
Client:
Job#:
Project:
Date:
Detail/member:
Calc. by:
Chk'd by:
WOOD CONNECTION DESIGN
2018 NDS - ASD
Load scenario: Single shear
FASTENER
Load duration: 1.6
0.313 in
Nominal diameter
Temperature: T<= 1007
0.227 in
Root diameter
Exposure service: Wet Conditions
0.000 in
Washer thickness
Moisture at fabric.: <=19%
2.313 in
Screw thread length
�=
Moisture in service: <=19%
0.188 in
Length of tapered tip
Bending yield strength, Fyb: 60,000 psi
I
5/16" 0 x4" Lag Screws
MAIN MEMBER
SIDE MEMBER
Wood
Aluminum
Material
Visually Graded Dimension Lumber
N/A
Wood type
Southern Pine
6063-T6
Specie/Grade/Alloy
No.2
N/A
Wood grade
2"x8"
N/A
Nominal size
0.55
N/A
Specific gravity, G
7.250 in
N/A
Member depth, d
1.500 in
N/A
Member thickness, ts, tm
2.000 in
Member/plate depth
0.125 in
Member/plate thickness
1,600 ksi
10,100 ksi
Modulus of Elasticity, E
90,
0.
Max. angle of load to grain
4,586 psi
31,000 psi
Actual dowel Bearing strength, Fe
6,160 psi
31,000 psi
Dowel Bearing strength, Fell
4,586 psi
31,000 psi
Dowel Bearing strength, FeT
Connection Geometry
LATERAL LOADING
WITHDRAWAL
MAIN MEMBER SIDE MEMBER
ACTUAL
FULL VALUE MIN. FULL VALUE
MIN.
MIN.
2.5 in (80) 1.25 in (40)
2.000 in
Penetration into main member, L > tm
1.25 in (40) 0.63 in (20) N/A
N/A
1.25 in (40) 1.000 in
End distance, End
1.25 in (40)
N/A
1.000 in
Loaded edge distance, Edl
0.47 in (1.50)
0.47 in (1.50)
N/A
1.000 in
Unloaded edge distance, Edu
2
Number of anchors in a row
2
Number of rows
1.25 in (40) 0.94 in (30) N/A
N/A
1.25 in (40) 6.000 in
Spacing for fasteners in a row, s
1.02 in (2<ls/D<6)
N/A
6.000 in
Spacing in between rows, Sr
Im/D= 4.80 Is/D =
N/A
Bolt slenderness
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ENGINEERING
Lateral Load Capacity
D = 0.227 Root diameter, in
Im = 1.500 = Main member dowel bearing length, in
Is = 0.125 = Side member dowel bearing length, in
FeO, = 4,586 psi = Dowel bearing at an angle to Grain: ((Fell ,„)*(FeT m ))/((Fell ,„)*sin' 0+(FeT,, )*cost 0)
Fees = 31,000 psi = Dowel bearing at an angle to Grain: ((Fell s)*(FeT j)/((Fells)*sin2 0+(FeT, )*cost 0)
Re = 0.148 = Fem/Fes
Rt = 12.000 = Im/Is
K6 = 1.250 = 1+ 0/360
KD = 2.770 = 10*D+0.5
k1 = 0.708 = (SQRT(Re+2*Re ^2*(1+Rt+RtA2)+RtA2*ReA3)-Re*(1+Rt))/(1+Re)
k2 = 0.598 =-1+SQRT(2*(1+Re)+(2*Fyb*(1+2*Re)*D^2)/(3*Fem*Im^2))
k3 = 7.792 =-1+SQRT(2*(1+Re)/Re+(2*Fyb*(2+Re)*DA2)/(3*Fem *IS A2))
eld Mode
Rd
Z (single shear)
Z (double shear)
I.
3.46
451 Ibs = D*lm*Fem/Rd
451 Ibs = D*lm*Fem/Rd
I,
3.46
2541bs =D*ls*Fes/Rd
5081bs =2D*ls*Fes/Rd
II
3.46
180Ibs = k1*D*Is*Fes/Rd
III.
3.46
208 Ibs = k2*D*lm*Fem/((1+2*Re)*Rd)
III,
3.46
1361bs=k3*D*Is*Fem/((2+Re)*Rd)
273Ibs=2k3*D*Is*Fem/((2+Re)*Rd)
IV
3.46
1881bs=D2/Rd*(2*Fem*Fyb/(3*(1+Re)))^%
3761bs=2DA2/Rd*(2*Fem*Fyb/(3*(1+Re)))A0.5
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ENGINEERING
Z = 136 Ibs
Minimum of yield mode values above
CD = 1.60
Load duration factor
CM = 1.00
Wet service factor for connections
Ct = 1.00
Temperature factor for connections
Cg = 0.95
Group action factor
Co = 0.80
Geometric factor
Ceg = 1.00
End grain factor
Z = 166 Ibs
Factored lateral load capacity (122%): Z'=(Z)(CD)(CM)(Ct)(Cg)(CD)(Ceg)(Cd)
ZT = 666 Ibs
Total capacity of connection for lateral loads
Withdrawal load capacity for wood at main member:
Lao Screws or screws:
W = 307 Ibs/in
L. = 1.500 in
L' = 1.500 in
W = 460 Ibs
Co = 1.60
CM = 1.00
Ct = 1.00
Ceg = 1.00
Cedge = 1.00
W = 736 Ibs
WT = 2,946 Ibs
Nominal design value in pounds per inch of penetration: 1800*(G)A(3/2)(d)A(3/4)
Total length of lag screw into main member (shall not include length of tapered tip)
Total length of thread penetration into main member (threads partially into main member)
Nominal design value per fastener
Load duration factor
Wet service factor for connections
Temperature factor for connections
End grain factor
Edge distance factor
Factored withdrawal load capacity (160%): W'= (W)(CD)(CM)(Ct)(Ceg)(Cd)
Total capacity of connection for Withdrawal loads
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ENGINEERING
CRRE S
WOOD BEAM DESIGN
EXISTING 2X10 JOIST
Member selection & Properties
Type: Visually Graded Dimension Lumber
NDS' Species: Southern Pine
Grade: No.2
Exposure service: Wet Conditions
Load duration at strong axis (x): Ten years - (Occupancy Live Load)(1.00)
Load duration at weak axis (y): Ten years - (Occupancy Live Load)(1.00)
Temperature: T— 100°F
6 (vckness)
❑ members in contact or spaced less than 24" and min. of 3 members joined by
floor, roof or other load distributing element (Cr)
❑ Bearing further than 3" from the end ❑ Custom size/properties
❑ Flat use (Cfu) ❑ Incising Factor (Ci) ❑ Buckling Stiffness Factor (CT)
Quantity
2018 NDS - ASD
( 1 ) SIZE: 2"x10"
b = 1.50 in IX = 98.93 in4 ly = 2.60 in4
d = 9.25 in SX = 21.39 in Sy = 3.47 in
A = 13.88 in E = 1,400 ksl Emin = 510 ksl
Weight = 1.5 plf
T-
72
I
CM = 1
Cr = 1
CfU = 1
Length = 5.00 ft
Member span
T =
Total axial tension Co = 1.00 Load duration factor
P =
Total axial compression
Wx= 80 plf
Worst Case Distributed Load
Wy= plf
Worst Case Distributed Load
Axis X
Y
M = 1,245 Ibs-ft
Ibs-ft Total bending moment
V = 1,250 Ibs
0 Ibs Total shear load
lu = 5.00 ft
5.00 ft Laterally unsupported span length of bending member
Ke = 1.00
1.00 Buckling length coefficient (NDS Appendix G)
do = 0.00 in
0.00 in Total depth notched
D = U240
L/240 Allowable deflection
Co = 1.00
1.00 Load duration factor
CL = 1.00
1.00 Beam stability factor
Cfu = 1.00
1.20 Flat use factor
C, = 1.00 Temperature factor
Cr = 1.15 Repetitive member factor
NOTE: Provide the compression edge of the member held in line for its entire length to prevent lateral displacement, as by
adequate sheathing or subflooring, and ends at point of bearing shall be held in position to prevent rotation and/or lateral
displacement. (CL=1.0)
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Check Bending
Fb = 800 psi
Bending design value (Per NDS supplemental tables)
CM = 1.00
Wet service factor
CF = 1.00
Size factor
Ci = 0.80
Incising factor
Axis X
Y
M = 1,245 Ibs-ft
N/A Total bending moment
F'b = 736 psi
N/A Factored bending strength:(Fb)(CD)(CM)(Ct)(CL)(CF)(Cfu)(Ci)(Cr)
Sfeq = 20.30 in'
N/A Section modulus required per member: M / F'b
OK
Member section provided is satisfactory
Combined Bending Check
fbX = 698 psi Actual bending stress at axis X: Mx / SX
fbY = N/A Actual bending stress at axis Y: MY / SY
fbx fby
+ = 0.95 OK, less than 1.0
F'bx F'by
Check Shear
F = 175 psi Shear design value (Per NDS supplemental tables)
CM = 0.97 Wet service factor
Ci = 0.80 Incising factor
Axis X Y
V = 1250 Ibs N/A Total shear load
F' = 136 psi N/A Factored shear parallel to grain strength: (Fv)(CD)(CM)(Ct)(Ci)
fv = 135 psi N/A Actual shear stress per member: 3V / 2A
OK Member section provided is satisfactory
Combined Shear Check
f1x + f'y = 1.00 OK, less than 1.0
F', F'✓y
Check Deflection
E = 1,400 ksi
Modulus of elasticity
CM = 0.90
Wet service factor
Ci = 0.95
Incising factor
CF = N/A
Size factor
E' = 1,197 ksi
Factored modulus of elasticity: (E)(CM)(Ct)(Ci)
Axis X
Y
D = 0.009 in
0.000 in Actual deflection
Dallm = 0.250 in
0.250 in Allowable deflection
OK
OK Deflection is satisfactory
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ENGINEERING
Check Bearing (axis X)
V = 1250 Ibs Total shear load
F,P = 565 psi Compression design value perpendicular to grain (Per NDS supplemental tables)
F,= 1,300 psi Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.67
Wet service factor (F,P)
CM = 0.80
Wet service factor (F j
Cb = 1.00
Bearing area factor (F,P)
Ci = 1.00
Incising factor (Fcp)
Ci = 0.80
Incising factor (Fc)
CF = 1.00
Size factor (Fc)
F,= 379 psi
Factored compression perpendicular to grain: (Fcp)(CM)(Ct)(Ci)(Cb)
F*, = 832 psi
Factored compression parallel to grain (except CP): (Fc)(CD)(CM)(Ct)(CF)(Ci)
q = 0.00'
Maximum angle of load
*
(3.10-1) F' — `p = N/A
F *, sin' B+F'CP cost B
A required = F = 1.50 in
e
Check Combined Bending and Axial Tension
T = 0 Ibs
Ft = 475 psi
CM = 1.00
CF = 1.00
Ci = 0.80
F't = 380 psi
f, = psi
OK
Combined Stress Check
Lb = 1.00 in Minimum bearing length required
Total axial tension
Tension design value parallel to grain (Per NDS supplemental tables)
Wet service factor
Size factor
Incising factor
Factored tension parallel to grain: (Ft)(CD)(CM)(Ct)(CF)(Ci)
Actual tension stress per member: T / A
Member section provided is satisfactory
(3.9-1) fr + f- + fby = 0.95
Fit F *bx F Eby
Residual Compression/Lateral Stability Check
(3.9-2) fb ,ft = N/A
b
OK, less than 1.0
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QVXJ=RF��-
NC31 IEERING
Check Combined Bending and Axial Compression
P = 0 Ibs
Total axial compression
F,= 1,300 psi
Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.80
Wet service factor
Cp = 0.63
Column stability factor
Ci = 0.80
Incising factor
CF = 1.00
Size factor
F', = 525 psi
Factored compression parallel to grain: (Fc)(CD)(CM)(Ct)(CF)(Ci)(CP)
f� = .0 psi
Actual compression stress per member: P / A
OK
Member section provided is satisfactory
Emin = 510,000 psi
Modulus of elasticity for beam stability calculations
CM = 0.90
Wet service factor
Ci = 0.95
Incising factor
CT = 1.00
Buckling stffiness factor
CF = N/A
Size factor
Emin = 436,050 psi
Factored modulus of elasticity: (Emin)(CM)(Ct)(Ci)(CT)
Axis X Y
Iu = 60 in 60 in Laterally unsupported span length of bending member
Ie = 60 in 60 in Effective length of compr. member: (Ke)(lu)
RB = 22.54 1.35 Slenderness ratio of member
OK OK Satisfactory, slenderness is less than 50
FEE = 705 psi Critical buckling design value for compression members: 0.822(E'min)/(Vd)2
z
(3.9-3) ��° + fb" 1 + fbr z = 0.95 OK, less than 1.0
F bx �1—(FE/� F�by �1—�FcE /��FbE/
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ENGINEERING
EXi=RF
Supplement - Beam Stability Factor, CL
Calculate CL due to unattended conditions or provide the following conditions:
Provide the compression edge of the member held in line for its entire length to prevent d 10.00 in
lateral displacement, as by adequate sheathing or subflooring, and ends at point of —
bearing shall be held in position to prevent rotation and/or lateral displacement.(CL=1.0) b 2.00 in
Ervin = 510,000 psi Reference modulus of elasticity for beam stability
CM = 0.90 Wet service factor
Ci = 0.95 Incising factor
CT = 1.00 Buckling stffiness factor
Ervin' = 436,050 psi Adjusted modulus of elasticity for beam stability: (Emin)(CM)(Ct)(Ci)(CT)
Axis X Y
F*b = 736 psi N/A Reference Bending design value: (Fb)(CD)(CM)(Ct)(CF)(Ci)(Cr)
lu = 60 in 60 in Umbraced length for lateral torsional buckling
lu/d = 6.49 6.49
le = 124 in 104 in Single span Beam - Uniformly distributed load (lu/d <7 = 2.06, lu/d =>7 = 1.63)
RB = 22.54 1.35 Slenderness ratio of bending member: [(le)(d)/(b)12]10.5 OK, RB < 50
FbE = 1,030 psi Critical buckling design value for bending members: 1.20(E'min)/(RB)2
1+ FbE 1+ FbE - FbE
(3.3-6) C , = Fb _ Fb * _ Fb * = 0.91
1.9 1.9 0.95
Supplement - Column Stability Factor, Cp
FCE = 705 psi Critical buckling design value for compression members: 0.822(E'min)/(le/d)2
c = 0.8 For sawn lumber
F*, = 832 psi Factored compression parallel to grain (except CP) from above
1 + F.E 1 + FEE 2 FEE
(3.7-1) Cp — ° — 2Fc — C° =0.631 2c
Supplement - Buckling Stiffeness Factor, CT
le = 96 in Effective column length of truss compression chord (le max = 96 in for CT factor calculations)
KM = 1200 For unseasoned or partially seasoned wood at time of plywood attachment
COVE = 0.25 Coefficient of variation in Modulus of Elasticity
KT = 0.59 Truss compression chord coefficient for sawn lumber: 1-1.645(COVE)
(4.4-1) CT = 1 + KM P e = 1.14
KTE
AR
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ENGINEERING
WOOD BEAM DESIGN
EXISTING 4X8 DROP BEAM
Member selection & Properties
NDS'
Type: Visually Graded Dimension Lumber T
Species: Southern Pine
Grade: No.2 2
Exposure service: Wet Conditions
Load duration at strong axis (x): Ten years - (Occupancy Live Load)(1.00)
Load duration at weak axis (y): Ten years - (Occupancy Live Load)(1.00)
Temperature: T— 100°F
Quantity
( 1 ) SIZE: 4"x8"
b = 3.50 in
d = 7.25 in
A = 25.38 in'
Weight = 3.5 plf
2018 NDS - ASD
6 (vckness)
❑ members in contact or spaced less than 24" and min. of 3 members joined by
floor, roof or other load distributing element (Cr)
❑ Bearing further than 3" from the end ❑ Custom size/properties
❑ Flat use (Cfu) ❑ Incising Factor (Ci) ❑ Buckling Stiffness Factor (CT)
Ix = 111.15 in4 ly = 25.90 in4 CM = 1
Sx = 30.66 in Sy = 14.80 in Cr = 1
E = 1,400 ksl Emin = 510 ksl CfU = 1
Length = 6.00 ft
Member span
T =
Total axial tension Co = 1.00 Load duration factor
P =
Total axial compression
Wx= 200 plf
Worst Case Distributed Load
Wy= plf
Worst Case Distributed Load
Axis X
Y
M = 900 Ibs-ft
Ibs-ft Total bending moment
V = 2,101 Ibs
0 Ibs Total shear load
lu = 6.00 ft
6.00 ft Laterally unsupported span length of bending member
Ke = 1.00
1.00 Buckling length coefficient (NDS Appendix G)
do = 0.00 in
0.00 in Total depth notched
D = U240
L/240 Allowable deflection
Co = 1.00
1.00 Load duration factor
CL = 1.00
1.00 Beam stability factor
Cfu = 1.00
1.05 Flat use factor
C, = 1.00 Temperature factor
Cr = 1.00 Repetitive member factor
NOTE: No lateral support are required.(CL=1.0)
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ENGINEERING
Check Bending
Fb = 925 psi
Bending design value (Per NDS supplemental tables)
CM = 1.00
Wet service factor
CF = 1.10
Size factor
Ci = 0.80
Incising factor
Axis X
Y
M = 900 Ibs-ft
N/A Total bending moment
F'b = 814 psi
N/A Factored bending strength:(Fb)(CD)(CM)(Ct)(CL)(CF)(Cfu)(Ci)(Cr)
Sfeq = 13.27 in'
N/A Section modulus required per member: M / F'b
OK
Member section provided is satisfactory
Combined Bending Check
fbX = 352 psi Actual bending stress at axis X: Mx / SX
fbY = N/A Actual bending stress at axis Y: MY / SY
fbx fby
+ — 0.43 OK, less than 1.0
F'bx F'by
Check Shear
F = 175 psi Shear design value (Per NDS supplemental tables)
CM = 0.97 Wet service factor
Ci = 0.80 Incising factor
Axis X Y
V = 2101 Ibs N/A Total shear load
F' = 136 psi N/A Factored shear parallel to grain strength: (Fv)(CD)(CM)(Ct)(Ci)
fv = 124 psi N/A Actual shear stress per member: 3V / 2A
OK Member section provided is satisfactory
Combined Shear Check
f1x + fly = 0.91 OK, less than 1.0
F', F'✓y
Check Deflection
E = 1,400 ksi
Modulus of elasticity
CM = 0.90
Wet service factor
Ci = 0.95
Incising factor
CF = N/A
Size factor
E' = 1,197 ksi
Factored modulus of elasticity: (E)(CM)(Ct)(Ci)
Axis X
Y
D = 0.044 in
0.000 in Actual deflection
Dallm = 0.300 in
0.300 in Allowable deflection
OK
OK Deflection is satisfactory
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ENGINEERING
?ARP F=, � -
Check Bearing (axis X)
V = 2101 Ibs Total shear load
F,P = 565 psi Compression design value perpendicular to grain (Per NDS supplemental tables)
F,= 1,350 psi Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.67
Wet service factor (F,P)
CM = 0.80
Wet service factor (F j
Cb = 1.00
Bearing area factor (F,P)
Ci = 1.00
Incising factor (Fcp)
Ci = 0.80
Incising factor (Fc)
CF = 1.00
Size factor (Fc)
F,= 379 psi
Factored compression perpendicular to grain: (Fcp)(CM)(Ct)(Ci)(Cb)
F*, = 864 psi
Factored compression parallel to grain (except CP): (Fc)(CD)(CM)(Ct)(CF)(Ci)
q = 0.00'
Maximum angle of load
*
(3.10-1) F' — `p — N/A
F *, sin' B+F'CP cost B
A required — V F ,, = 2.43 in 2
B
Check Combined Bending and Axial Tension
T = 0 Ibs
Ft = 550 psi
CM = 1.00
CF = 1.00
Ci = 0.80
F't = 440 psi
f, = psi
OK
Combined Stress Check
Lb = 0.69 in Minimum bearing length required
Total axial tension
Tension design value parallel to grain (Per NDS supplemental tables)
Wet service factor
Size factor
Incising factor
Factored tension parallel to grain: (Ft)(CD)(CM)(Ct)(CF)(Ci)
Actual tension stress per member: T / A
Member section provided is satisfactory
(3.9-1) fr + f- + fby = 0.43
Fit F *bx F Eby
Residual Compression/Lateral Stability Check
(3.9-2) fb ,ft = N/A
b
OK, less than 1.0
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aENGINEERING
Check Combined Bending and Axial Compression
P = 0 Ibs
Total axial compression
F,= 1,350 psi
Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.80
Wet service factor
Cp = 0.96
Column stability factor
Ci = 0.80
Incising factor
CF = 1.00
Size factor
F', = 825 psi
Factored compression parallel to grain: (Fc)(CD)(CM)(Ct)(CF)(Ci)(CP)
f� = .0 psi
Actual compression stress per member: P / A
OK
Member section provided is satisfactory
Emin = 510,000 psi
Modulus of elasticity for beam stability calculations
CM = 0.90
Wet service factor
Ci = 0.95
Incising factor
CT = 1.00
Buckling stffiness factor
CF = N/A
Size factor
Emin = 436,050 psi
Factored modulus of elasticity: (Emin)(CM)(Ct)(Ci)(CT)
Axis X Y
Iu = 72 in 72 in Laterally unsupported span length of bending member
Ie = 72 in 72 in Effective length of compr. member: (Ke)(lu)
RB = 9.07 2.93 Slenderness ratio of member
OK OK Satisfactory, slenderness is less than 50
FEE = 4,354 psi Critical buckling design value for compression members: 0.822(E'min)/(Vd)2
z
(3.9-3) ��° + fb" 1 + fbr z = 0.43 OK, less than 1.0
F bx �1—(FE/� F�by �1—�FcE /��FbE/
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W ENGINEERING
RRi
Supplement - Beam Stability Factor, CL
Calculate CL due to unattended conditions
No lateral support are required.(CL=1.0)
or provide the following conditions:
d 8.00 in 2.0
b 4.00 in
Ervin = 510,000 psi Reference modulus of elasticity for beam stability
CM = 0.90 Wet service factor
Ci = 0.95 Incising factor
CT = 1.00 Buckling stffiness factor
Ervin' = 436,050 psi Adjusted modulus of elasticity for beam stability: (Emin)(CM)(Ct)(Ci)(CT)
Axis X Y
F*b = 814 psi N/A Reference Bending design value: (Fb)(CD)(CM)(Ct)(CF)(Ci)(Cr)
lu = 72 in 72 in Umbraced length for lateral torsional buckling
lu/d = 9.93 9.93
le = 139 in 129 in Single span Beam - Uniformly distributed load (lu/d <7 = 2.06, lu/d =>7 = 1.63)
RB = 9.07 2.93 Slenderness ratio of bending member: [(le)(d)/(b)12]10.5 OK, RB < 50
FbE = 6,356 psi Critical buckling design value for bending members: 1.20(E'min)/(RB)2
1+ FbE 1+ FbE - FbE
(3.3-6) C , = Fb _ Fb * _ Fb * = 0.99
1.9 1.9 0.95
Supplement - Column Stability Factor, Cp
FCE = 4,354 psi Critical buckling design value for compression members: 0.822(E'min)/(le/d)2
c = 0.8 For sawn lumber
F*, = 864 psi Factored compression parallel to grain (except CP) from above
1 + F.E 1 + FEE 2 FEE
(3.7-1) C— F. — Fc - C° =0.955
p 2 2
Supplement - Buckling Stiffeness Factor, CT
le = 96 in Effective column length of truss compression chord (le max = 96 in for CT factor calculations)
KM = 1200 For unseasoned or partially seasoned wood at time of plywood attachment
COVE = 0.25 Coefficient of variation in Modulus of Elasticity
KT = 0.59 Truss compression chord coefficient for sawn lumber: 1-1.645(COVE)
(4.4-1) CT = 1 + K- - = 1.14
KT E
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LNC31NELRING
WOOD COLUMNS DESIGN
EXISTING 4X4 POST
Member selection & Properties
Type: Visually Graded Dimension Lumber
Specie: Southern Pine
Grade: No.2
Wet Service: Wet Conditions
Load Duration at Axis (x): Ten years - (Occupancy Live Load)(1.00)
Load Duration at Axis (y): Ten years - (Occupancy Live Load)(1.00)
Load Duration at Axis (z)(Gravity): Ten years - (Occupancy Live Load)(1.00)
Load Duration at Axis (z)(Uplift): Ten minutes - (Wind/Eathquake Load)(1.60)
Temperature: T— 100°F
Imput Data
Quantity
( 1 ) SIZE: 4"x4"
b = 3.50 in
d = 3.50 in
A = 12.25 in'
Weight = 3.5 plf
Length = 5.00 ft
T=
P = 5,000 Ibs
Wx=
Wy=
Axis X
M = Ibs-ft
V = Ibs
lu = 5.00 ft
Ke = 1.00
d = 0.00 In
D = L/240
CD = 1.00
CL = 1.00
Cfu = 1.00
Ct = 1.00
Cr = 1.00
`ill E:7 ► I lbzW_f;911
❑ Bearing further than 3" from the end v
❑ Flat use (Cfu) 0 Insing Factor (Ci) ❑ Buckling Stiffness Factor (CT)
IX = 12.51 in4 ly = 12.51 in4
SX = 7.15 in3 Sy = 7.15 in
E = 1,400 ksi Emin = 510 ksl
Member span
Total axial tension
Total axial compression
Worst Case Distributed Load
Worst Case Distributed Load
CD = 0.9 Load duration factor
Y
Ibs-ft
Total bending moment
0 Ibs
Total shear load
5.00 ft
Laterally unsupported span length of bending member
1.00
Buckling length coefficient (NDS Appendix G)
0.00 in
Total depth notched
U240
Allowable deflection
1.00
Load duration factor
1.00
Beam stability factor
1.00
Flat use factor
Temperature factor
Repetitive member factor
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ENGINEERING
EXPP?E S r
Check Bending
Fb = 1,100 psi
Bending design value (Per NDS supplemental tables)
CM = 1.00
Wet service factor
CF = 1.00
Size factor
Ci = 0.80
Incising factor
Axis X
Y
M = Ibs-ft
N/A Total bending moment
F'b = 878 psi
N/A Factored bending strength:(Fb)(CD)(CM)(Ct)(CL)(CF)(Cfu)(Ci)(Cr)
Sreq = 0.00 in'
N/A Section modulus required per member: M / F'b
OK
Member section provided is satisfactory
Combined Bending Check
fbx = psi Actual bending stress at axis X: Mx / SX
fby = N/A Actual bending stress at axis Y: MY / SY
fbx + fby = 0.00 OK, less than 1.0
F'bx F'by
Check Shear
F = 175 psi Shear design value (Per NDS supplemental tables)
CM = 0.97 Wet service factor
Ci = 0.80 Incising factor
Axis X Y
V = 0 Ibs N/A Total shear load
F'v = 136 psi N/A Factored shear parallel to grain strength: (Fv)(CD)(CM)(Ct)(Ci)
fV = psi N/A Actual shear stress per member: 3V / 2A
OK Member section provided is satisfactory
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ENGINEERING
17r--r-IFESS
Combined Shear Check
fvx + fly = 0.00 OK, less than 1.0
F'vx F'vY
Check Deflection
E = 1,400 ksi Modulus of elasticity
CM = 0.90 Wet service factor
Ci = 0.95 Incising factor
CF = N/A Size factor
E' = 1,197 ksi Factored modulus of elasticity: (E)(CM)(Ct)(Ci)
Axis X Y
D = 0.000 in 0.000 in Actual deflection
DauoW = 0.250 in 0.250 in Allowable deflection
OK OK Deflection is satisfactory
Check Bearing
P = 5,000 Ibs
Total axial compression
FOP= 565 psi
Compression design value perpendicular to grain (Per NDS supplemental tables)
Fc= 1,450 psi
Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.67
Wet service factor (FOP)
CM = 0.80
Wet service factor (F j
Cb = 1.00
Bearing area factor (FOP)
Ci = 1.00
Incising factor (Fcp)
Ci = 0.80
Incising factor (Fc)
CF = 1.00
Size factor (Fc)
F'cp= 379 psi
Factored compression perpendicular to grain: (Fcp)(CM)(Ct)(Ci)(Cb)
F*c= 835 psi
Factored compression parallel to grain (except CP): (Fc)(CD)(CM)(Ct)(CF)(Ci)
q = 0.00'
Angle between direction of load and direction of grain (longitudinal axis of member)
fc = 408 psi
Actual compression stress per member: P / A
OK
fc < F*c, member section provided is satisfactory
*
(3.10-1) F'B = `P N/A
F *, sin' 8+F'CP cost B
Check Combined Bending and Axial Tension
T = 0 Ibs
Total axial tension
Ft= 675 psi
Tension design value parallel to grain (Per NDS supplemental tables)
CM = 1.00
Wet service factor
CF = 1.00
Size factor
Ci = 0.80
Incising factor
Ft 486 psi
Factored tension parallel to grain: (Ft)(CD)(CM)(Ct)(CF)(Ci)
ft = 0 psi
Actual tension stress per member: T / A
OK
Member section provided is satisfactory
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Combined Stress Check
(3.9-1) ft + fbx + fby = 0.00 OK, less than 1.0
Fit F bx F by
Residual Compression/Lateral Stability Check
(3.9-2) F *ft = 0.00 OK, less than 1.0
b
F*b is the reference bending design value multiplied by all applicable adjustments factors except CL.
F**b is the reference bending design value multiplied by all applicable adjustments factors except Cv.
Check Combined Bending and Axial Compression
P = 5,000 Ibs Total axial compression
Fc= 1,450 psi Compression design value parallel to grain (Per NDS supplemental tables)
CM = 0.80
Wet service factor
CP = 0.80
Column stability factor
Ci = 0.80
Incising factor
CF = 1.00
Size factor
F'c= 671 psi
Factored compression parallel to grain: (Fc)(CD)(CM)(Ct)(CF)(Ci)(CP)
fc = 408 psi
Actual compression stress per member: P / A
OK
Member section provided is satisfactory
Ern;,, = 510,000 psi
Modulus of elasticity for beam stability calculations
CM = 0.90
Wet service factor
Ci = 0.95
Incising factor
CT = 1.00
Buckling stffiness factor
CF = N/A
Size factor
E'm;,, = 436,050 psi
Factored modulus of elasticity: (Emin)(CM)(Ct)(Ci)(CT)
Axis X Y
I = 60 in 60 in Laterally unsupported span length of bending member
le = 60 in 60 in Effective length of compr. member: (Ke)(Iu)
le/d = 17.14 17.14 Slenderness ratio of member
OK OK Satisfactory, slenderness is less than 50
FEE = 1,220 psi Critical buckling design value for compression members: 0.822(E'minAIe/d)2
l
(3.9-3) I
f, z J + fbx + fby = 0.37 OK, less than 1.0
F'bx�1—C1Fce�� F�by�1—CFcE/FbE�2
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"ENGINELRING
1=7
Supplement - Beam Stability Factor, CL
Calculate CL due to unattended conditions or provide the following conditions:
d 4.00 in 1.0
No lateral support are required.(CL=1.0) _
b 4.00 in
Axis X
Y
F*b = 880 psi
N/A Reference Bending design value: (Fb)(CD)(CM)(Ct)(CF)(Ci)(Cr)
lu = 60 in
60 in Unbraced length for lateral torsional buckling
lu/d = 17.14
17.14
le = 97 in
98 in Cantilever - Concentrated load at unsupported end (lu/d <7 = 1.87, lu/d =>7 = 1.44)
RB = 5.26
5.30 Slenderness ratio of bending member: [(le)(d)/(b)12]^0.5 OK, RB < 50
FbE = 18,612 psi
Critical buckling design value for bending members: 1.20(E'min)/(RB)2
FbE
FbE 2 FbE
1 +
1 +
(3.3-6) C L = Fb *
_ Fb * _ Fb * = 1.00
1.9
1.9 0.95
Supplement - Column Stability Factor, Cp
FEE = 1,220 psi
Critical buckling design value for compression members: 0.822(E'minKle/d)2
c = 0.8
For sawn lumber
F*c= 835 psi
Factored compression parallel to grain (except CP) from above
F.E
F.E 2 F.E
1 +
1 +
Fc
Fc Fc
(3.7-1) Cp —
— 0.803
2C
2c C
Supplement - Buckling Stiffeness Factor, CT
le = 96 in
Effective column length of truss compression chord (le max = 96 in for CT factor calculations)
KM = 1200
For unseasoned or partially seasoned wood at time of plywood attachment
COVE = 0.25
Coefficient of variation in Modulus of Elasticity
KT = 0.59
Truss compression chord coefficient for sawn lumber: 1-1.645(COVE)
(4.4-1) CT=1+Km-
= 1.14
KTE
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�1 ENGINEERING
EXPRESS® EXISTING 24 x 24 x 10 FOOTINGS
Work Prepared For: StruXure Outdoor of Washington
Project: Hanni, Jeremy
CHECK SOIL BEARING PRESSURE FOR CRITICAL FOOTING
Footing Dimensions: W1 = 24 in W2 = 24 in D = 10 in
S1 = 0 in S2 = 0 in Thk = 0 in
2101 lb Max Axial Gravity Load in Column
+ 500 lb Weight of Footing (24" x 24" x 10" pad footer)
2601 lb Total Load on Soil (gravity load + footing weight)
23.9 kip -in Total Moment in Footing (column is assumed to be centered in footer)
2000 psf Min Soil Bearing Pressure (to be verified by General Contractor)
P""`' 6M = _842.9 psf footing pressure at heel (along dimension "W1"
Rh��r = B-L BZ -L p 9p ( 9 )
q = P'P'"' + 6M = 2143.3 psf footing pressure at toe (along dimension "W1")
B-L B 2-L
Max bearing pressure on soil = 2143.3 psf (at critical footing)
Frictional Resistance of = 333.3 psf
Max Bearing Capacity of Footing = 2555.6 psf Square or Rectangle
Max Bearing Capacity of Footing = 2555.6 psf Circle
OK SQUARE OR RECTANGLE, soil allowable bearing pressure (2000 psf) not exceeded at
critical footin
UPIFT RESISTANCE CALCULATION FOR CRITICAL FOOTING
Footing Dimensions: W1 = 24 in W2 = 24 in D = 10 in
Slab Trib Dimensions: S1 = 0 in S2 = 0 in Thk = 0 in
PC 150 pcf Concrete Density
P 334.7 lb Uplift load at column
Conc Footing Weight = 500 lb
Conc Slab Weight = 0 lb
Total Uplift Load = (P+ M/d) = 335 lb Total Gravity Weight = 500 lb
OK, factor of safety FOS = 1.49 >1.0
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