REVIEWED BLD2024-0595+Structural_Calculations+5.3.2024_3.31.26_PM+4236767BLD2024-0595 RECEIVED
May 06 2024
DEMETWS CANOPY
101 MAIN STREET
EDMONDS WA 98020
FOR
NEW CASTLE MECHANICAL
PWA PROJECT NO.2024-027
STRUCTURAL CALCULATIONS
FOR NEW ROOF CANOPY
THIS SEAL REPRESENTS PROFESSIONAL
STRUCTURAL ENGINEERING RESPONSIBILITY
FOR SPECIFICALLY AND ONLY THE WORK
PRODUCT REPRESENTED BY AND CONTAINED
WITHIN THESE CALCULATIONS.
...........REVIEWED ..........
BY
CITY OF EDMONDS
BUILDING DEPARTMENT.
PWA TEAM OF PROFESSIONALS
..
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USGS web services are now operational so this tool should work as expected.
4.��NFFgs
iH CALIFgiNIA
101 Main St, Edmonds, WA 98020, USA
Latitude, Longitude: 47.8125511,-122.3821432
Edmonds Ferry Dock \
,04 Brackett's
�.� Landing Nord'
tea•-'' ��
Creating Changeo
`f
Date
Design Code Reference Document
Risk Category
Site Class
Type Value
SS
1.287
St
0.453
SMS
1.544
SM1
null See Section 11.4.8
SDS
1.03
SDI
null See Section 11.4.8
Type
Value
SDC
null See Section 11.4.8
Fa
1.2
Fv
null See Section 11.4.8
PGA
0.547
FPGA
1.2
PGAM
0.657
TL
6
SsRT
1.287
SsUH
1.414
SSD
2.131
S1RT
0.453
S1 UH
0.506
4/27/2024, 6:48:30 AM
ASCE7-16
It
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
OSH PD
Daley St
Bella Soul Hair Design
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
M CEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Sprague
OnII Cl+
Map data CO2024
MecaWind v2472
Developed by Mecra Tty�i:tu2y3r:).;;t3:� InQ. , www
mecaenterprises.com, �f3��Ya;a,gkt'r. U 2024
Calculations Prepared by:
Calculations Prepared For:
Date: Apr 22, 2024
Designer: PW
Client: New Castle Mechanical
Project #: 24017
Location: Edmpmds, WA
Description: Demetr's canopy
File Location: C:\Users\pwhit\OneDrive\Documents\pW-l.wnd
General:
Wind Load Standard = ASCE 7-22
Exposure Classification
Basic Wind Speed = 98.0 m h
p
= C
Structure Type = Canopy
Risk Category = II
Design Basis for Wind Pressures = ASD
MWFRS Analysis Method = None
Dynamic Type of Structure
C&C Analysis Method = Ch 30 Pt 4
= Rigid
Show Advanced Options = False .
Building Inputs
h = Mean Building Roof Height
= 15.500 ft
he = Mean Eave Height
= 14.500 ft
he = Mean canopy height
= 11.500 ft
Exposure Constants [Tbl 26.11-1]:
a = 3-s Gust -speed exponent = 9.800
Zg = Nominal Ht of Boundary Layer = 2460.000 ft
a = Reciprocol of a ='0.102
b = 3 sec gust speed factor = 1.000
am = Mean hourly Wind -Speed Exponent = 0,156
bm = Mean hourly Windspeed Exponent = 0,660
c = Turbulence Intensity Factor = 0.200
e = Integral Length Scale Exponent = 0.2000
Components and Cladding (C&C) Canopy Wind Loads per Ch 30 Pt 4:
h = Mean structure height
= 15.500 ft
Kh = 2.41•(Z/Zg)2)a
= 0.857
Kzt = No Topographic feature specified
= 1.000
Kd = Wind Directionality Factor per Tbl 26.6-1
= 0.85
LF = Load Factor based upon ASD Design
= 0.60
Ke = Ground Elev Factor [Tbl 26.10-1]
= 1.000
qh = 0.00256•Kh•KZt•Ke•V2*LF [Eq 26.10-1]
= 12.64 psf
Wind Pressures for C&C on
Canopy per Ch 30 Pt 4
All wind pressures include
a Load Factor (LF) of 0.6
Description Zone Width
P
Span
3
Figure GCp GCp P
JArea
Pos Neg 1 Min
Max
ft
ft
ft2 1 i psf
psf l
Upr & Lwr Surfl 7.5001.�13.0,00197,50130.9-lA/B10.653k
0.653;-9.60
9.60i
Area = Span Length x Effective Width
tAgsz t.Aw 14 �q,(00 A-r LnLOP617,
GCp = External Pressure Coefficients
P = Wind Pressure: gh•Kd•GCp (Eq 30.9-11
Zone = 'Upr & Lwr Surf' is simultaneous contributions from both Upper & Lower
* Per §•30.2.2 the Minimum Pressure for C&C is 9.60 psf (0.460 kPa) (Includes LF)
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ENGINEERS, INC.
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ENGINEERS, INC.®�,.,
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Joists to Piate Studs to Plate
with A Leg Inside with 8 Leg Outside Joists to Beams Ceiling Joists to Beam
Ai A2
PIUJCCL
sheet no.
ate
subject checked job no.
date
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:
Printed: 27 APR 2024, 1:45PM
File: Scratch,ec6
Software copyright ENERCALC, INC,1983-2020, Build:12.20.8.1
DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post
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 +
1,000.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb-
1,000.0psi
Ebend-xx 1,700.Oksi
Fc - Prll
1,500.0 psi
Eminbend - xx 620.0 ksi
Wood Species ; Douglas Fir -Larch Fc - Perp
625.0 psi
Wood Grade No.1 Fv
180.0 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
675.0 psi
Density 31.210 pcf
D(0.061) S(0.128)
IF ° v b
2-2x10
Span = 12.170 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0610, S = 0.1280 , Tributary
Width =1.0 ft
- DESIGN SUMMARY_
Maximum Bending Stress Ratio =
0.7761
Maximum Shear Stress Ratio
=
0.263 : 1
Section used for this span
2-2x10
Section used for this span
2-2x10
fb: Actual =
981.48psi
fv: Actual
=
54.45 psi
Fb: Allowable =
1,265.00psi
Fv: Allowable
=
207.00 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span =
6,085ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.189 in
Ratio =
773>=240
Max Upward Transient Deflection
0.000 in
Ratio =
0 <240
Max Downward Total Deflection
0,279 in
Ratio =
523>=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
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 in
C t C L M fb
Pb
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.320 0.108
0.90
1.100 1.00
1.00
1.00
1.00 1.00 1.13 316.77
990.00
0.33
17.57 162.00
4Ckt+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.288 0.098
1.00
1.100 1.00
1.00
1.00
1.00 1.00 1.13 316.77
1100.00
0.33
17.57 180.00
+0+Lr+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.230 0.078
1.25
1.100 1.00
1.00
1.00
1.00 1.00 1.13 316.77
1375.00
0.33
17.57 225.00
+D+S+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.776 0.263
1.15
1.100 1.00
1.00
1.00
1.00 1.00 3.50 981.48
1265.00
1.01
54.45 207.00
+D.+0.750Lr+0.750L+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.230 0.078
1.25
1.100 1.00
1.00
1.00
1.00 1.00 1.13 316.77
1375.00
0.33
17.57 225.00
+D+0.750L+0.750S+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.645 0.219
1.15
1.100 1.00
1.00
1.00
1.00 1.00 2.91 815.30
1265.00
0.84
45.23 207.00
+D+0.60W+H
1.100 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length=12.170 ft 1 0.180 0.061
1.60
1.100 1.00
1.00
1.00
1.00 1.00 1.13 316.77
1760.00
0.33
17.57 288.00
I
Title Block Line 1
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Wood Beam
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C I Cr C m C t C,
+45+0.70E+H
1.100
Length=12.170 it 1
0.180
0.061
1.60
1.100
+D+0.750Lr+0.750L+0.450W+H
1.100
Length=12.170 ft 1
0.180
0.061
1.60
1.100
+D+0.750L+0.750S+0.450W+H
1.100
Length=12.170 ft 1
0.463
0.157
1.60
1.100
+D40.750L+0.750S+0.5250E+H
1.100
Length=12.170 ft 1
0.463
0.157
1.60
1.100
+0.60D+0.60W+0.60H
1.100
Length=12.170 ft 1
0.108
0.037
1.60
1.100
+0.60D+0.70E+0.60H
1.100
Length =12.170 It 1
0.108
0.037
1.60
1.100
Overall Maximum Deflections
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Software
Moment Values
Printed: 27 APR 2024, 1:45PM
INC.1983-2020, Build:12.20.8.1
Shear Values
M
fb
Fb
V
fv
Fv
0.00
0.00
0.00
0.00
1.13
316.77
1760.00
0.33
17.57
288.00
0.00
0.00
0.00
0.00
1.13
316.77
1760,00
0.33
17.57
288.00
0.00
0.00
0.00
0.00
2.91
815.30
1760.00
0.84
45.23
288.00
0.00
0.00
0.00
0.00
2.91
815.30
1760.00
0.84
45.23
288.00
0.00
0.00
0.00
0.00
0.68
190.06
1760.00
0.20
10.54
288.00
0.00
0.00
0.00
0.00
0.68
190.06
1760.00
0.20
10.54
288.00
Load Combination Span Max. %* Defl Location in Span Load Combination Max. "+" Defl Location in Span
+p+S+H 1 0.2789 6.129 0.0000 0.000
Maximum Deflections for Load Combinations
Loadom ma on
_
Span
Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
+D+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+L+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+Lr+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+S+H
1
0.2789
in
6.129
ft
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+0.750L+0.750S+H
1
0.2317
in
6.129
ft
0.0000
in
0.000
ft
+D+0.60W+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+0.70E+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+0.450W+H
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
1
0.2317
in
6.129
ft
0.0000
in
0.000
ft
+D+0.750L+0.7508+0.5250E+H
1
0.2317
in
6.129
ft
0.0000
in
0.000
ft
+0.60D+0.60W+0.60H
1
0.0540
in
6.129
ft
0.0000
in
0.000
ft
+0.60D+0.70E+0.60H
1
0.0540
in
6.129
ft
0.0000
in
0.000
ft
D Only
1
0.0900
in
6.129
ft
0.0000
in
0.000
ft
S Only
1
0.1889
in
6.129
ft
0.0000
in
0.000
ft
Vertical Reactions
Support notation: Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
--
Overall imum
1.150
1.150
Overall MINimum
0.779
0.779
+D+H
0.371
0.371
+D+L+H
0.371
0.371
+D+Lr+H
0.371
0.371
4D+S+H
1.150
1.150
+D+0.750Lr+0.750L+H
0.371
0.371
+D+0.750L+0.750S+H
0.955
0.955
+D+0.60W+H
0.371
0.371
+D+0.70E+H
0.371
0.371
+D+0.750Lr+0.750L+0.450W+H
0.371
0.371
+D40.750L+0.750S+0.450W+H
0.955
0.955
+D+0.750L+0.750S+0.5250E+H
0.955
0.955
+0.60D+0.60W+0.60H
0.223
0.223
+0.60D+0.70E40.60H
0.223
0.223
D Only
0.371
0.371
S Only
0.779
0.779
H Only
/o
Title Block Line 1 Project Title:
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using the "Settings" menu item Project ID:
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Title Block Line 6 Printed: 27 APR 2024, 1:45PM
iN00d Beam file: Scrafoh.ecfi —`
Software copyright ENERCALC, INC.1g83-2020, Build:12.20.8,1
PWA cEERS INC.
DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post
It
z
I +D+H
+D+D,6DW+H
1 +D,66D+DJDE+D,60H
12 XL —
MEMBER
1,15 t35 3155 4,75 535 1115 8135 9155 10,75 11,95
Distance (ft)
1 +D+L+H I +D+U+H I +D+S+H +D+0,7SDLI+0J50L+H +D+O,7SDL+D,ISD5+H
I +D+DJDE+H 1 +D+D.7SD1I+D.7SDL+DASDW+H I +D+0JSDL+D,7S1)5+6.4SDW+H I +D+D,7SDL+D,7SD3+D,5Z5DE+H 1 +01DD46DW460H
1,15 2135 3S5 4,75 5195 1,15 8,35 955 INS 1155
Distance (ft)
I +D+H I +D+I+H I +D+U+H I +D+S+H +D+0J5DL,+D.7SO1+H "+D+DJSDL+DJSDS+H
+D+D,601Y+H I +D+DJDE+H I +D+DJSDL1+D.7SDL+D.4SDW+H I +D+0.7SR+DJS1)S+DASDW+H I +D+DJSDL+D.7SOS+D,SZSDE+H 1 +0,6DD+D.66W+D.60H
1 +D,66D47DE46DH
e/
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Project Title:
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Engineer:
using the "Settings" menu item
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Title Block Line 6
Printed: 27 APR 2024, 1:45PM
Wood Beam
ue Scratch ecs
■wrw sroneu•uuacrrrr
Software copyright ENERCALC, INC.1983-202 Build.12.20 81
- - rr.�n-er. �
DESCRIPTION: Demetr's Canapoy South Under Slung Transverse Beam @ 4X4 Post
MEMBER >,,
1115 2.3 35S 4,75 519 7115 83S 95S 10,75
Distance (ft)
1 +D+H A +D+L+H 1 +D+L,+H I +D+S+H 1 +D+0,7SDU+0,7S61+H I +D+0,7SD1+D.IS0S+H
I +D+0,60W+H I +D+0,16E+H I +D+DJSOL,+D•TSK+OASDW+H 1047SOL+0JSOWASOM I +D+0,ISR+VS0S+0•S2S0E+H I 40+0.60M.66H
+15•661)470E+D,6DH I DOnly I UOnly [Only bonly 11 omly,
I EOnly I HOnly
/s/
Title Block Line 1
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Engineer:
using the "Settings" menu item
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Title Block Line 6
Printed: 26 APR 2024, 6:41 PM
Wood Column
�---- File: Scrafc�
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1
DESCRIPTION: Demetr's Canopy wood column 4X4
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method: Allowable Stress Design
Wood Section Name 4x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
11.5 ft Wood Member Type Sawn
( Used for non. -slender calculations ;
Wood Species Douglas Fir -Larch (North)
Exact Width 3.50 in Allow Stress Modification Factors
Wood Grade No. 1 /No. 2
Exact Depth
P 3.50 in Cf or Cv for Bending 1.50
Fb + 850.0 psi Fv
180.0 psi Area 12.250 in12 Cf or Cv for Compression 1.150
Fb - 850.0 psi Ft
Ix 12.505 in^4 Cf or Cv for Tension 1.50
500.0 psi
Fc - Pril 1,400.0 psi Density
ly 12.505 in^4 Cm: Wet Use Factor 1.0
30.590 pcf
Fc - Perp 62 5. 0 psi
Ct : Temperature Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y
Bending Axial Cfu : Flat Use Factor 1.0
Kf: Built-up columns 1.0 firs rs.;..
Basic 1,600.0
1,600.0 1,600.0ksi Use Cr: Repetitive ? No
Minimum 580.0
580.0 Brace condition for deflection (buckling) along columns:
X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis =11.5 ft, K =1.(
Y-Y (depth) axis: Unbraoed Length for buckling ABOUT X-X Axis =10 ft, K = 1.0
Applied Loads _ _
Service loads entered. Load Factors will be applied for calculations.
_
Column self weight included: 29.926 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 11.50 ft, D = 0.1220, S = 0.9750 k
DESIGN SUMMARY
_
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.3114 :1 Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp
Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft Maximum SERVICE Load Lateral Deflections
At maximum location values are ...
...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
1.127 k for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
295,455 psi for load combination : nla
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1 Bending Compression Tension
Load Combination
+0.60D
Location of max.above base
11.50 ft
Applied Design Shear
0.0 psi
Allowable Shear
288.0 psi
Load Combination Results
C
Maximum Axial +Bendinq Stress Ratios Maximum Shear Ratios
C
Load Combination D
p Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
_
0.201 0.04248 PASS 0.0 ft 0.0 PASS 11.50 ft
+D+S 1,150
0.160 0.3114 PASS O.0 ft 0.0 PASS 11.50 ft
+D+0.750S 1.150
0,160 0.2440 PASS 0.0 ft 0.0 PASS 11.50 ft
+0.60D 1.600
0.116 0.02490 PASS O.Oft 0.0 PASS 11.50 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
0.152
+DES
1.127
+D+0.7508
0.883
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Wood Column die: aatch.e
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1
DESCRIPTION: Demetr's Canopy wood column 4X4
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+u.ouu
0.091
S Only
0.975
Maximum Deflections for
Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+S
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750S
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+0.60D
0.0000
in
0.000
ft
0.0000
in
0.000
ft
S Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
Sketches
+X
Load 1
-T
+y
4 4
I
III
3.50 in
F,
4�
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i me 01QGK une b _ Printed: 26 APR 2024, 6:50PM
Wood Beam Fil- e-Tcrat�f �-&
Software copyright ENERCALC, INC.1983-2020, Build:12.20.831
DESCRIPTION: Demetr's Canapoy Joist
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 +
1,000.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb -
1, 000.0 psi
Ebend- xx 1,700.0 ksi
Fc - Prll
1, 500.0 psi
Eminbend - xx 620.0 ksi
Wood Species ; Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade : NoA
Fv
180.0 psi
Beam Bracing :Completely Unbraced
Ft
675.0 psi
Density 31.210pcf
D(0.0125)
v
b
fMT-IJ
Span = 7.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.01250, S = 0.10 , Tributary Width =1.0 ft
DESIGN SUMMARY
..
Maximum Bending Stress Ratio =
0.948 1
Maximum Shear Stress Ratio
=
0.327 : 1
Section used for this span
2x6
Section used for this span
2x6
fb: Actual =
1,255.17psi
fv: Actual
=
67.75 psi
Fb: Allowable =
1,324.29psi
Fv: Allowable
=
207.00 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span =
3.750ft
Location of maximum on span
=
7.062ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.203 in
Ratio =
444 >=240
Max Upward Transient Deflection
0,000 in
Ratio =
0 <240
Max Downward Total Deflection
0.228 in
Ratio =
394 >=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress_ Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
C r
C in
t C L M tb
Pb
V
fv Fv
+D+H
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.128 0.046
0.90
1.300 1.00
1.00
1.00
1.00 0.93 0.09 139.46
1090.46
0.04
7.53 162.00
+D+L+H
1.300 1.00
1.00
1.00
1.00 0.93
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.117 0.042
1.00
1.300 1.00
1.00
1.00
1.00 0.92 0.09 139.46
1190.54
0.04
7.53 180.00
+D+Lr+H
1.300 1.00
1.00
1.00
1.00 0.92
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.100 0.033
1.25
1.300 1.00
1.00
1.00
1.00 0.86 0.09 139.46
1400.67
0.04
7.53 225.00
+D+S+H
1.300 1.00
1.00
1.00
1.00 0.86
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.948 0.327
1.15
1.300 1.00
1.00
1.00
1.00 0.89 0.79 1,255.17
1324.29
0.37
67.75 207.00
+D+0.750Lr+0.750L+H
1.300 1.00
1.00
1.00
1.00 0.89
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.100 0.033
1.25
1.300 1.00
1.00
1.00
1.00 0.86 0.09 139.46
1400.67
0.04
7.53 225.00
+D+0.750L+0.750S+H
1.300 1,00
1.00
1.00
1.00 0.86
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.737 0.255
1.15
1.300 1.00
1.00
1.00
1.00 0.89 0.62 976.24
1324.29
0.29
52.69 207.00
+D+0.60W+H
1.300 1.00
1.00
1.00
1.00 0.89
0.00
0.00
0.00 0.00
Length = 7.50 ft 1 0.088 0.026
1.60
1.300 1.00
1.00
1.00
1.00 0.76 0.09 139.46
1584.55
0.04
7.53 288.00
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Wood Beam
DESCRIPTION: Demetr's Canapoy Joist
Load Combination Max Stress Ratios
Segment Length Span # M V
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 26 APR 2024, 6:50PM
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1
Moment Values Shear Values
C d C FN C i Cr C m C t C L M fb Fb V fv Fv
+U+u.tut+rl
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.088
0.026
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.09
139.46
1584.55
0.04
7.53
288.00
+D+0.750Lr+0.750L+0.450W+H
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.088
0.026
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.09
139.46
1584.55
0.04
7.53
288.00
+D+0.750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.616
0.183
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.62
976.24
1584.55
0.29
52.69
288.00
+D+0.750L+0.750S+0.5250E+H
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.616
0.183
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.62
976.24
1684.55
0.29
52.69
288.00
-460D0.60W+0.601-1
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.053
0.016
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.05
83.68
1584.55
0.02
4.52
288.00
+0.60D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00
0.76
0.00
0.00
0.00
0.00
Length = 7.50 ft 1
0.053
0.016
1.60 1.300
1.00
1.00
1.00
1.00
0.76
0.05
83.68
1584.55
0.02
4.52
288.00
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl
Location in Span
Load Combination
Max. "+" Defl
Location in
Span
+D+S+H
1
0.2279
3.777
0.0000
0.000
Maximum Deflections for Load Combinations
Load combination
Span
Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
+D+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+L+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+Lr+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+S+H
1
0.2279
in
3.777
ft
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D-�0.7501_+0.750S++1
1
0.1772
in
3.777
ft
0.0000
in
0.000
ft
+D+0.60W+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+0.70E+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+0.750Lr+0.750L+0.450W+H
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
+D+0.750L+0.750S+0.450W+H
1
0.1772
in
3.777
ft
0.0000
in
0.000
ft
+D+0.750L+0.750S+0.5250E+H
1
0.1772
in
3.777
ft
0.0000
in
0.000
ft
+0.60D+0.60W+0.60H
1
0.0152
in
3.777
ft
0.0000
in
0.000
ft
+0.60D+0.70E+0.60H
1
0.0152
in
3.777
ft
0.0000
in
0.000
ft
D Only
1
0.0253
in
3.777
ft
0.0000
in
0.000
ft
S Only
1
0.2025
in
3.777
ft
0.0000
in
0.000
ft
Vertical Reactions
Support notation:
Far left is#1
Values in
KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.422
0.422
Overall MINimum
0.375
0.375
+D+H
0.047
0.047
+D+L+H
0.047
0.047
+D+Lr+H
0.047
0.047
+D+S+H
0.422
0.422
+D+0.750Lr+0.750L+H
0.047
0.047
+D+0.750L+0.750S+H
0.328
0.328
+D+0.60W+H
0.047
0.047
+D+0.70E+H
0.047
0.047
+D+0.750Lr+0.750L+0.450W+H
0.047
0.047
+D+0.750L+0.750S+0.450W+H
0.328
0.328
+D+0.750L+0.750S+0.5250E+H
0.328
0.328
+0.60D+0.60W+0.60H
0.028
0.028
+0.60D+0.70E+0.60H
0.028
0.028
D Only
0.047
0.047
S Only
0.375
0.375
H Only
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Wood Beam
File: s°rat° .ec.
�.��
Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.1
DESCRIPTION: Demetr's Canapoy Joist
A M
PWA ENGINEERS INC.
-
I
v
V
iJ
C
c�
C
0
E
OR
1 +D+H I +D+I+H
+D+D,60W+H I +D+D.IDE+H
1 460D+0.IDE460H
0,43
MEMDER•••
L
.0
Ul
�0,21
443
0,68
1 +D+H I +D+I+H
+D+D,6DW+H I +D+D.IDE+H
+D.6DD+0.I0E+D,6DH
1,42 2116 2,81 3161 4,35 5,06 5180 6154 1125
Name (ft)
1 +D+l1+H I +D+S+H 4+015DU41SDl+H +D+D,7SDI+D.7SDS+H
+D+6,7SD11+D,7SDI+DASD1V+H I +D+D.ISDI+D,7SD5+DASD1!'+H 1 +D+D.ISDL+D.7SD5+D.S25DE+H I 40+0,661!f460H
1,42 2,16 2187 161 435 5,06 5,80 6,54 7,21,
Nance (ft)
I +D+II+H I +D+S+H +D+0,7SD11+D.ISOI+H +D+D.7SDl+D,I55S+H
+D+D.7SDb+D.7SD1+DASDW+H I +D+0,7SDl+D.7SD5+DASDW+H I +D+D.ISDL+D.1S05+D.SZSDE+H 1 +010M.60W+0.60H
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DESCRIPTION: Demetr's Canapoy Joist
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Software copyright ENERCALC, INC.1983-2020, Build:12,20$1
0111 1,45 2119 M3 3167 4,41 5,15 SA 6162 7,36
Distance (ft)
I +D+H I +D+L+H I +D+Li+H 1 +D+S+H I +D+0JS1)L1+DJSD1+H - 447SDL0J5DS+H
I +D+D,60W+H I +D+D.TDE+H 1447SK4.ISDL+OASOM I 4479I47SOS+OASM11 I +D+D,)SDL+O.]SDS+D.SZSDE+H I +0.66D+6.6OW466H
1+D,6DD+D.IDE+D,66H I DOnly I bOAIy IOnly 50nly 1 wooly,
EOnly I HOnly
PALRAM
SUNTUF
Corrugated Polycarbonate Panels
Installation Guide
tMADE I!d
716 La
�r
.,.-
PC
rx ax _
ccMoN
13450•R
wPALRAM AMERICAS
Kutztown, PA, USA
Tel: 610.285.9918•
Fax: 610.285.9928 Build On. Build On.
palramamericas�@palram.com
www.palramamericas.com
Panel Dimensions
Suntuf panels use the following corrugation pattern, referred to as profile name Greca 76,
This profile consists of a repeated squared off trapezoidal shape and should not be confused 3"
with the round corrugation profiles of other Palram Americas products. Suntuf panels are -r- %
available in widths of 26" (at 8,10, and 12' lengths) and 49.6" (at 8, 12', and 16' lengths).
Suntuf Accessories
The following accessories are available for use in your Suntuf installation. Note that these accessories are made for use with the Suntuf
profile panels and may not be compatible for use with other Palram Americas Incas products.
1. Suntuf Ridge Cap Flashing (4'-2" L x 12" W)
2. Suntuf Side Ridge Flashing (4'-2" L x 7" W)
3. Suntuf Wall Connector Flashing (4'-2" L x 8" W)
4. Suntuf Vertical Closure Strip, plastic (7/8" H x 1 3/16" W x 24" L);
Note: limited—anddecreasing—availability in wood (7/8" H x 1 3/16" W x 24" Q.
5. Suntuf Horizontal Closure Strip, available in plastic (3/4" H x 7/8" W x 24" L) and white foam
(3/4" H x 7/8" W x 36" Q. Note: limited —and decreasing —availability in wood (3/4" H x 7/8" W x 24" Q.
(�
0 + I
For usage and placement please see pages 5 & 6. —!
Safety Measures
The following safety measures should be followed during and after installation of Suntuf panels
1. Use ladders, crawling boards and other safety equipment required for safe installation. Use all safety measures required according to
local safety regulations.
Mood
2. Don't step on installed panels between support members for fear of falling. Rather, use a sturdy board adequate to
support your weight and long enough to span at least three structural members.
�b
3. Never leave Suntuf panels unattended on the roof until all the required fasteners have been appropriately installed
or the panels secured to the "�'�'`'�� y
p supporting structure.
Design Considerations and Installation Notes
Before You Begin Your Project
Make sure the color of all panels match. Be sure Panel and Horizontal Closure Strip profiles fit together and that all accessories match
the Suntuf profile. Snow, wind and weather loads should be considered when designing the slope degree of your structure. Before
installation, check local building codes for relevant specifications and recommendations. Follow local codes at all times.
Pitch
This is the amount of height in inches the rafter rises over a 12" run for roofing applications. The minimum recommended slope for
Suntuf is 1 -1/2" in 12". When installed at a lower pitch, additional sealing should be applied to ensure weather resistance.
Purlins / Cross Supports
Cross supports (purlins) must be no more than 36" apart for Suntuf. This is the maximum recommended spacing. For most typical
installations however 24" is recommended to give the best balance of economy, light transmission and structural support..
3 2�1
Sealants
Palram does not manufacture a sealant for use with Suntuf. For a list of compatible sealants,
visit http://www.palramamericas.com/sealants.
Closure Strips
Suntuf's closure strips are made from wood, plastic, or foam. Foam closures are most suitable for enclosed structures where energy
efficiency is a concern.
Ventilation
With all Suntuf installations, proper ventilation is suggested to minimize heat buildup and condensation.
Depending on regional conditions this may include incorporating an open air aspect to the structure's design or the installation of
power fans. For more detailed information about condensation mitigation, visit http://www.paIramamericas.com/Suntuf dots. Palram
Americas is not responsible for the failure to account for this important design aspect.
Panel Orientation
Install panels with the label side facing up toward the sky (sheet corrugations at each side will then facedown).This will ensure that the
UV protection layer is on the side facing the sun. Failure to follow this advice will result in the eventual discoloration of the panel.
Care and Maintenance
Avoid contact with chemicals, paints, adhesives or other synthetic materials that are incompatible with polycarbonate. Never use glass
cleaners with ammonia, or ammonia based products. Clean with lukewarm soapy solution using a soft cloth or sponge. Do not use
abrasive brushes as these will mark the surface. See form 2203 - PC Care and Maintenance Instructions for more detailed information,
you can download the form at: www.pairamamericas.com/Suntuf—docs.
Fasteners
Palram recommends the use of Palram/Suntuf brand EPDM washered fastener only. Palram fasteners for Suntuf panels are tested and
approved to be compatible with polycarbonate, whereas other brands may not be. Incompatible washers can result in panel failure that
is not covered by warranty. Contact Palram for information about availability of optional larger washers if local building codes prescribe
their use, or if installation is in high wind area.
Pre -drill all fastener holes with a 1/4" drill bit for Woodtite and Metaltite fasteners to accommodate for the thermal movement of the
panel. Over -drill by an extra 1 /16" for other fastener diameters. Failure to accommodate for thermal movement will cause buckling of
the sheet.
Use 2" fasteners for all roof applications. 1 " fasteners are adequate for vertical applications (i.e., side walls, end walls, and partitions).
2"Woodtite Fasteners
jAfAlt "�A.AAk -WNAW
2" Metaltite Fasteners
DO NOT Over -tighten fasteners causing the rubber washer to compress. Tighten all fasteners
"snug"
until they are If the neoprene washer becomes deformed, the fastener is too tight.
Drive fasteners perpendicular to the Suntuf face (see illustration given to the right).Tighten
AZZ
Z16111� !.
moderately by hand or with an adjustable torque power screwdriver. NEVER use an impact
wrench/driver for fastening Suntuf.
INCORRECT
CORRECT
IMPORTANT NOTE: The washers / gaskets chosen for use with Suntuf panels were selected after careful checks and tests. Shaped
gaskets seal the fasteners' holes and heads well without excessive pressure on the Suntuf panel, allowing for limited thermal expansion.
Recommended washer / gasket compatibility with polycarbonate is assured by Palrarn Americas.
4 4?j/
Installation Applications
Suntuf polycarbonate panels are used in a variety
of applications. Following are instructions for
the most common uses of Suntuf panels. If the
application you are considering for these panels is
much different from those depicted here, contact
Palram America's technical support for guidance.
Canopy Applications
The most common application for Suntuf panels
is usage in canopy applications (patio cover,
awnings, etc.). Shown here are two approaches
for installation. The approaches are shown as
the "Purlins over Rafters" configuration and the
"Integrated Purlins"configuration.
Purlins over Rafters Configuration
This approach is the simplest to employ and
is found in Palram America's "do-it-yourself"
documentation. It involves installing the purlins
(horizontal supports) on top and across the rafters.
Vertical closure strips are confined to sealing the
edges. Utilizing closure strips, attach fasteners
on the crown of every other rib in the horizontal
direction. In high wind areas, fasten on the
crown of every rib. This approach offers the best
combination of installation ease and
product performance.
Integrated Purlins Configuration
This approach involves "blocking -in" horizontal
supports, and may be desired for some installations.
With this method it is also possible to place vertical
closure strips on rafters throughout the installation
if desired. As with the previous configuration,
utilizing closure strips, attach fasteners on the
crown of every other rib in the horizontal direction.
In high wind areas, fasten on the crown of every rib.
Note: The illustrations depicted here are for
installation purposes only and not a reference as to
how to build the supporting structure. The supporting
structure needs to be constructed in accordance to
local building codes and Palram Americas will not be
responsible for the design /function of the structure.
Please consult a structural engineer in your area.
Purlins Over Rafters Configuration
See load support?' closure strip horizontal
table for proper p closure strip
purlin spacing. _ furring strip I
j
r '1 I Consult vour loi
Integrated Perlin Configuration
or
�, [M' 2" x 3" purlin �A 1 rafter—.
See load support 'vertical horizontal
tablefor proper closure strip closure strip
purlin spacing. 1%
Start panel installation from
side opposite the primary
direction of the wind
Start panel installation from
side opposite the primary
direction of the wind
minimum
recommended
Suntuf Panel pitch of 1'/z ":12"
I
1
I �Consultyour local post
beam building code p
16" to 24" o.c.
5
Z3�
Light Transmission Values for Suntuf Colors
Color
Transparent
Color
90% Misty Green
Light Transmission
20%
Opal White
45% Hunter Green
Less than 5%,
Solar Gray
35% Red Brick
Less than 50/6
Smooth Cream 30% Solar Control Silver 20%
Load Support
When designing the underlying structure for your application
be sure to account for the following loading data:
Suntuf Panels Support the Following Loads:
Pounds Per Square Foot 20 30 40 50
Cross Support Bracing 36" 30" 24" 16"
Physical Properties
A detailed overview of Suntuf physical
properties can be downloaded at:
http://www.PalramAmericas.com/Suntuf Docs
Warranty
Suntuf Polycarbonate Panels carry a limited lifetime warranty
not to lose more than 10% of their light transmission (when
tested in accordance with ASTM B-1033-77). They are also
warranted for ten years against impact damage (including hail).
For complete text of the Suntuf warranties visit the following
internet page or contact Palram Americas Technical Support.
http://www.PaIramAmericas.com/Suntuf—Docs