structural calcs - canopy STRUCTURAL CALCULATIONS
FOR
CUSTOM SHADE WAL-MART #4403
QUEENSBURY, NY FILE COPY
TOWN OF QUEENSBURY
BUILDING DEPARTMENT
g* Based on our limited examination,compliance
JANUARY 215T, 2019 with our comments shall not be construed as
indicating the plans and specifications are in
full compliance with the Building Codes of
Vi New York State.
il
,OF NEk,y
�Q. ti O,Pit'
ti s
.:*
;mac>�, z
O 089119 we
AgOFES51dN¢�
STRUCTURAL AFFILIATES INTERNATIONAL, INC
95 WHITE BRIDGE PIKE#222
NASHVILLE,TN 37205
PH:615.269.0069
FAX:615.383.0911
WWW.SAII.COM
STRUCTURAL CALCULATIONS DATASHEET
DESCRIPTION: The structure consists of a shade fabric panel supported by a radially constructed
hollow structural steel frame.A finite element model with load combinations in
accordance with the governing building codes was utilized to analyze the structural
system.
CODES AND STANDARDS
BUILDING CODES
2015 NEW YORK STATE BUILDING CODE
DESIGN CODES
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS- 14TH EDITION (AISC 360-10)
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14)
STRUCTURAL WELDING CODE (AWS D1.1)
DESIGN LOADS
ROOF DEAD LOADS
SUNSHADE FABRIC 1 psf
TOTAL 1 psf
ROOF LIVE LOADS
MINIMUM ROOF LIVE LOAD (w/Applic. Red. Factors) 5 psf
WIND LOADS
BASIC WIND SPEED,VULT 115 mph (3-sec. gust)
WIND DIRECTIONALITY FACTOR, Kd 0.85
EXPOSURE CATEGORY C
TOPOGRAPHIC FACTOR, KZt 1.00
GUST EFFECT FACTOR 0.85
ENCLOSURE CLASSIFICATION OPEN
P y
INTERNAL PRESSURE COEFFICIENT, GC0 0.00
SNOW LOADS
GROUND SNOW LOAD , pg 50 psf
EXPOSURE FACTOR, Ce 1.0
THERMAL FACTOR, Ct 1.2
FLAT SNOW LOAD , pf 42 psf
SEISMIC LOADS
SEISMIC IMPORTANCE FACTOR, IE 1.00
RISK CATEGORY II
MAPPED SPECTRAL RESPONSE ACCELERATIONS
5% Damped, Acceleration at a Short Periods, Ss 0.230
5% Damped,Acceleration at a Period of 1 sec, Si 0.081
SITE CLASS D
SPECTRAL RESPONSE COEFFICIENTS
5% Damped,Acceleration at a Short Periods, SDs 0.245
5% Damped,Acceleration at a Period of 1 sec, SDI 0.130
SEISMIC DESIGN CATEGORY B
BASIC SEISMIC-FORCE-RESISTING SYSTEM(S) STEEL ORDINARY CANTILEVER COLUMNS
DESIGN BASE SHEAR 19.60 %W
SEISMIC RESPONSE COEFFICIENT(S), Cs 0.196
RESPONSE MODIFICATION FACTOR(S), R 1.25
ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE
,1•••,<.)\-' 14A1-› (.4.c e_. . lz-Ec--fAz-e-ie_g. t(e,ua-e.s. 7-2_4-'7- o
I
--,3
.1.-c;)-1 •C=.,).li S
1 :7
(..s=1.(...) .,
7
--- I :•.- _
S..}0 C.A..: I
,..4 l
e1"----, -1-./' v 1 •Ns rik LA.)c,5--.77
, ,fr..7.--- ---- ---------
zz
1
torti
.-„--, . <1.4. 1
vo‘, t ik-fiz-z.
!
-- ,
, 1
1 17,
Iel/e I ii.V:-. 1.1411
\4,..----------rh
.4• 1 ,1 e..."--- 1.5rc ,
,-.
I \H _, .......
_ ,...
. _
j'S tf.
'..,,, .7
1 ...-',
:-`. —
1 I
STIII(.11 HAI.
if .
A1,1,11.1\TES
INTERN TION 11,
,-1`.•
'*F1
\---
w r)
Q. =
>
PJ
--I
4 6 8 12 3 4 6 8 12 3 4 6 8 12 c/)
on on on (NI 00 on on on on on on on on on on Z
0
12 12 12 12 12 12 12 12 12 12 12 1'2 12 12 12
1 t--
1 1 t-t1 1 1 r
i.0 7-171-1-- Li 1 ! I I ., . , r- r I ' , I i 11 1
. r -7--
' i ' t
i r \ .I
i
i C4
_ `• 1 1
- • k I OA ,
15
\ ,
_ i
\
\ s,
\ t
\
_.„.
0.8 __
,
„ _ ,
„ ,
i
\
\ i„,t L.
\ s
....,. „. _ .
,
\ , \ All 1 All
\ \ \ S our \ li
0.6 - ...k.II „„.., S S Other
\...,
,,, Other Surfaces \ ‘ Surfacts $1 Sun au
1
_
\
\
,, i
i
s Unobsirueted \ \
\
\4 _ Slippery Surfoc.c-, \ \ UnobStIll 1;tcd \ ii - Unobstmcted
---1
30,vith R.1, +(.5.3++1 ' 1S, Sliprery Surfaces \ IS
S Sliprvry Surfaces N
\ I\
_ for UnvenriLited Roofs \ '. \ it
—
ct R:,.a-.0 i. 5++1 for '• \ 1
\ to 1 N IS
io, I \ it
Warbled Rcal % \ to
O.) — \ 'wo
‘ ti--' ------
. —
‘ 1
\
1 i s,' ii 1 i
1 ____
'.". 4 FA-Wall h3 to, . \
0 4 4 Cr1131W A VI
it \1
4 I
I
I
% ! I I I 1 1 - 1 I . - A_____L____L. t_ 1 ______t_ __.1.
a 1,00 61r 90" 0 100 Ur 90'-' 0 30". 60 901'
Roof Slope
Roof Slope RoDi Slope
7-2a:Warm roofs with C% 1 ft 7-211: i_.Ad roofs with CI = 1.1 7-2c:Cold roofs with C = 1.2 or larger
FIGURE 7-2 Graphs for Determining Roof Slope Factor Cr,for Warm and Cold Roofs (See Table 7-3 for C,Definitions).
MINIMUM DESIGN LOADS
Portion of roof where
Cs= 1.0 from Figure 7-2
(may include entire roof)
Case 1—Slope at eaves<30° F_ i
Pt Cs`
Balanced Load 0
} A
t
Eaves Crown Eaves
2 of Cs*/Ce
Wind 0.5 Pi
Unbalanced Load ` ' T 0
tA
Eaves Crown Eaves
Portion of roof where
Cs= 1.0 from Figure 7-2
Case 2 — Slope at eaves 30°to 70° 1,
Pt Cs..
�---- -- of Cs.
Balanced Load r ' f ' T " - ` V i 0
Eaves 30° Crown 30° Eaves
Point Point
2 Pt Cs../Ce
Wind � 0.5 of f ' 2 of Cs•/Ce
Unbalanced Load t
T ' T ` r ' ' , 0
A A A
Eaves 30° Crown 30° Eaves
Point Point
Portion of roof where
Cs= 1.0 from Figure 7-2
Case 3 — Slope at eaves>70° 4
f:111HIHI T Cs *
Balanced Load +
tAt
Eaves 30°Point Crown 30° Eaves
Point
70° 70°
Point Point
♦ 2 of Cs*`/Ce
Wind 0.5 of
Unbalanced Load 0
Eaves 30° Crown 30° Eaves
Point Point
70° 70°
Point Point
* Use the slope at the eaves to determine Cs here.
Use 30°slope to determine Cs here.
• Alternate distribution if another roof abuts.
FIGURE 7-3 Balanced and Unbalanced Loads for Curved Roofs.
37
Hendee Radial Canopy.sdb
%.
SAP2000 19.2.1 3-D View Kip,ft,F
Hendee Radial DmEkb
: - ,
f .hit..
-4C141
'
~
®
.411110
x» **
� ` w
� ° �^/ , 1
»' !�� \
`�,
f.. 411*4'4 }
'%
•
¥ >a ".
°
_
\
7%\
oB . 0.70 o00 » \
s Smn921 sldDesign Sections AsceG,m Kip
•
Hendee Radial Canopy.sdb
PAI Itir %
_ 11-1111110PATOW4W =
ue
.,1•0004/r-ag404;:--'1114W,0
0.00 IIMPIIIPPIMPEr 0.50 0.70 0.90 1.00 1111F j
SAP2000 19.2.1 Steel P-M Interaction Ratios (AISC 360-10) Kip,ft,F
Steel Beam Design
Project Information
Project Name: Hendee Radial Canopy
Beam Designation: Main Purlin
General Information Ref: IBC, AISC 360
Steel Section HSS8X8X1/4 Connection
Axis Loaded Major Axis Bolt Dia. 3/4 in
a = 1.67 Bolt Type A325N
Fy= 50 ksi
Gravity Loads Analysis
Self Weight= 25.8 plf Moment, Ma = 22.8 k-ft
Live Roof Load = 5 psf Shear, Va = 3.32 k
Ground Snow Load = 50 psf
Member Compactness
Af= 31.3 AP = 27.0 Ar= 33.7 Non-Compact Flange
AW= 31.3 Ap = 58.3 Ar= 137 Compact Web
Yielding
Mn = 1025 k-in AISC F7-1
Mn/Q = 51.3 k-ft Mn/ Q > Ma? ok
Flange Local Buckling
Mn = 935 k-in AISC F7-2 & F7-3
Mn/S2 = 130 k-ft Mn/ Q - Ma? ok
Web Local Buckling
Mn = Does Not Apply AISC F7-5
Mn/D = Does Not Apply Mn/G '- Ma? ok
Shear Capacity
Vn = 102.1 k AISC G2-5
Vn/Q= 61.2 k Vn/ a �Va? ok
Connection
Vn/0= 23.9 k AISC Table 7-1 Vn/ C2 >_Va? ok
Beam Design ok
SOT Pvt.-L..,i. C AL(,L,,,,,
•
(w4Q,E.,-) A _U "
f 5,i, „2..r+ lS 2
1
\f \ i 9
_ _--' — _
6
L
- _._ G
Z z
' m
•
ct C.J
x?r
if�w.2y-AA i . = 3. 7---,-
`' r / \
%?1 ttbb
S•
VU= -- _-- ----------- ---__._..-._ -/7 1 L
2
,;vd Y,,re''- Al
�� = ov' (10 L = 7S
E
�-t z i
STRUCTURAL
AFFILIATES
INTERNATIONAL
41$/ t‘
Title: Job#
Dsgnr: Date: 7:47AM, 7 JUN 18
Description:
Scope:
Rev. 580002
User:KW-0603622 Ver 580,1-Dec-2003 Single Span Beam Analysis Page 1
(c)1983-2003 ENERCALC Engineering Software purlins and subpurtins.ecw:Calculations
Description Subpurlin B d r1 ..x`e /7:
General Information
Center Span 6.00 ft Moment of Inertia 2.460 in4
Left Cantilever ft Elastic Modulus 29,000 ksi
Right Cantilever ft Beam End Fixity Pin-Pin
Trapezoidal Loads
Magnitude @ Left k/ft 0.375 k/ft 0.375 k/ft k/ft
Magnitude @ Right 0.375 k/ft 0.375 k/ft k/ft k/ft
Dist.To Left Side ft 1.875 ft 4.125 ft ft
Dist.To Right Side 1.875 ft 4.125 ft 6.000 ft ft
Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft
Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear 0.77 k 0.00 k 0.00 k
Deflection 0.00000 in 0.00000 in 0.00000 in
Summary
Moments... Shears... Reactions...
• Max+@ Center 1.47 k-ft at 3.01 ft @ Left 0.77 k @ Left 0.77 k
Max-@ Center 0.00 k-ft at 0.00 ft @ Right 0.77 k @ Right 0.77 k
@ Left Cant 0.00 k-ft Maximum 0.77 k
@ Right Cant 0.00 k-ft Deflections...
@ Center -0.130 in at 3.01 ft
Maximum = 1.47 k-ft @ Left Cant. 0.000 in at 0.00 ft
@ Right Cant 0.000 in at 0.00 ft
140 y 01
= Le. Z- !,- a 1.kt> LA 6 Ais( 76L r/-/
S-2 P,Rc,.,.-r A2C (v:.,rEc7-£7p -16 J..4 over-.,--
rrr (y) /y „ / 7p4 5c@e.a.r
k
i77
Vy = p.°r( k ' e• fc'ik - a� /cC F, ,cc- 2 7G
Title: Job#
Dsgnr: Date: 7:50AM, 7 JUN 18
Description:
Scope:
r Rev: 580002 ---"
User KW-0603622 Ver5.8.0,1-Dec-2003 Single Span Beam Analysis Page 1
(c)1983-2003 ENERCALC Engineering Software purlins and subpurlms.ecw:Calculations
Description Subpurlin A r./SS z x 3 x 14c
General Information
Center Span 7.50 ft Moment of Inertia 2.460 in4
Left Cantilever ft Elastic Modulus 29,000 ksi
Right Cantilever ft Beam End Fixity Pin-Pin
Point Loads i
Magnitude 0.773 k k k k k
Location 3.750 ft ft ft ft ft
Trapezoidal Loads
!
Magnitude @ Left k/ft 0.188 k/ft k/ft 0.188 k'ft
Magnitude @ Right 0.188 k/ft k/ft 0.188 k/ft k/ft
Dist.To Left Side ft 1.875 ft 3.750 ft 5.625 ft
Dist.To Right Side 1.875 ft 3.750 ft 5.625 ft 7.500 ft
Query Values
Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft
Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear 0.74 k 0.00 k 0.00 k
Deflection 0.00000 in 0.00000 in 0.00000 in
4... Summary
-
Moments... Shears... Reactions...
Max+@ Center 2.11 k-ft at 3.74 ft @ Left 0.74 k @ Left 0.74 k
Max-@ Center 0.00 k-ft at 0.00 ft @ Right 0.74 k @ Right 0.74 k
Maximum 0.74 k
@ Left Cant 0.00 k-ft
@ Right Cant 0.00 k-ft Deflections...
@ Center -0.263 in at 3.76 ft
Maximum = 2.11 k-ft @ Left Cant. 0.000 in at 0.00 ft
@ Right Cant 0.000 in at 0.00 ft
I
r/ F, 7.-... r,/ xr.4'7 e/92 444 ? 2.// lt•(d �� ✓3/rC 16e Fz-/
Dv�ti,,f 4 pci: .b,v,tc.i
r' '''a,u Poet , r Ur (u ) %/ / 1e.,,e5s,,f
E
1/. 4 ��� = 02k. �.za e ,G.zf. /cc -,ire '77G