0205-141 (AC) Structural Calcs Shade StructureENAS ENGINEERING
STRUCTURAL DESIGN AND CONSULTING
°561 Spring Azure Way, Elk Grove, CA 95624
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PROJECT YMCA PAGE 1 of 5
ITEM Cover DATE 311512008
DESIGNER G. Enas JOB NO. Cust. Canopie
STRUCTURAL CALCULATIONS
FOR
30.'x 26"SHADE STRUCTURE
I
YMCA
PALM DESERT
J
CITY OF LA QUINTA
BUILDING & SAFETY DEPT. BY ARR 01 2008
APPROVEDash
FOR CONSTRUCTION BY
DA � 22 - �� BY U�
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Revision Number Date s
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ENAS ENGINEERING
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ENAS ENGINEERING
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STRUCTURAL DESIGN Awo.ComnuLnwo
` 8561 Spring Azure mar.smomvo.cA 95624
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PROJECT
YMCA
PAGE
z of
ITEM
Design Loads
DATE
xnom000
~~°=~"~
G. `^~~
JOB NO.
Canopies
Net Design Pressure (p)=qhxGxCn= '12.50 psf(Down &Hohz
,
. �
�
.
Location = .Pu|mOeoeft
Lo. 3415GN
Long: 110/495VV °
� .
' Class'-- D
| / �
So= 0.65
.
DESIGN LOADS
'
Load
� WIND l=LOADS ASCE 7-- Method 2.Deoign Procedure 'Section 6.5.13 Open Buildings '
`
Basic Wind. Speed (/) '85mph
Roof Angle 231 Deg.
Importance Factor (|)=
Seismic Design Category =
Exposure = C
Mean Roof Height =(9'+12')/2= 1O.5feet
R= 1.5
Exposure Adjustment Coefficient = i
'
Velocity Pressure (qh)=O.0025GxKhxKh xKdxV^2x|=
12.86 psf
Kh= 0.805
Kh = 1 '
Base Shear (V)=CoxVV
Kd= 0.85
.
'
Gust Effect Factor (Rigid Structure) G 0.85ASCE
'
/
.5.0 psf
'12.50 psf(DnwnHoriz) /
07-05 Figure 6-18B
Figure 6-18D
|'
/Cn
=Net Pressure Coefficient
90 Deg Wind
Direction'
Net Design Pressure (p)=qhxGxCn= '12.50 psf(Down &Hohz
,
. �
�
.
Location = .Pu|mOeoeft
Lo. 3415GN
Long: 110/495VV °
� .
' Class'-- D
| / �
So= 0.65
Fa= 1.28
SDS =213xFaxSu
Load
Clear Wind Flow Obstructed Wind Flo, Clear
Obstructe
SD1 =2�x FvxS1
' 1.500 , 0.20g �
Seismic Design Category =
D '
R= 1.5
Co=SD1 /(R/|)=
1.000
W= 5 psf
.
)
Base Shear (V)=CoxVV
1
. �
._
.
.Base Shear (V)=CoxVV=
1.000VV=
.5.0 psf
'12.50 psf(DnwnHoriz) /
Wind Load Controls
| `
Net Design Pressure (p)=qhxGxCn= '12.50 psf(Down &Hohz
,
. �
�
.
Location = .Pu|mOeoeft
Lo. 3415GN
Long: 110/495VV °
� .
' Class'-- D
| / �
So= 0.65
Fa= 1.28
SDS =213xFaxSu
0.555 >O.5Og
S1 = 1�5
Fv= 1�5
SD1 =2�x FvxS1
' 1.500 , 0.20g �
Seismic Design Category =
D '
R= 1.5
Co=SD1 /(R/|)=
1.000
W= 5 psf
.
)
Base Shear (V)=CoxVV
1
. �
._
.
.Base Shear (V)=CoxVV=
1.000VV=
.5.0 psf
'12.50 psf(DnwnHoriz) /
Wind Load Controls
| `
.
, �
`
|
ENAS ENGINEERING
STRUCTURAL DESIGN AND CONSULTING
8,561 Spring Azure Way, Elk Grove, CA 95624
PROJECT YMCA PAGE 3 of 5
ITEM Loads DATE 3115/2008
DESIGNER G. Enas JOB NO. Cust. Canopies
(916) 391-4188 -
CANOPY COLUMN DESIGN.
3'- '
7
8,_0„ 26'4"
/ 30'-0" 13
12'-0"
y
3-10'
30'-0"
Horiz. Projected Area of Canopy = 3'-10"x12'+(30':12')x3'-10 .115 sq ft
Wind Load on Projected Area =.Phoriz x Horiz Proj. Area _
Horiz Force Per Column = Wind Load on Proj. Area / No. of Columns
No. of Columns Resisting Horiz. Force = 4 Columns ,
Column Desiqn =_> Check Max Moment About X-axis
Horiz. Wind Load Horiz. Force
Projected On Proj. 'er Columi Column
Column Area Area Fz Height Mx Fb Sxxreq'd Trial Section `Sxxactual
(sq. feet) (lbs) (lbs) (feet) (lbs -ft) (psi) (in3) (in3)
1 115 1438 359 8 2875 25200 1.37 4" Diameter Sch 40 3.210
7 115 1438 359 8 2875 25200 1.37 4" Diameter Sch 40 3.210:
8 115 1438 359 8 2875 25200 1.37 4" Diameter Sch 40 3.210
13 115 1438 359 8 2875 25200 1.37 4" Diameter Sch 40 3.210
ENAS ENGINEERING
STRUCTURAL DESIGN AND CONSULTING
8561 Spring Azure Way, Elk Grove, CA 95624
(916)397-4788
PROJECT YMCA
ITEM Loads
• DESIGNER G. Enas
PAGE
.4 Of 5
DATE
3/15/2008
JOB NO.
Cost. Canopies
CANOPY COLUMN DESIGN (Cont.)
Column Desiqn =_> Check Max Moment About Z-axis
Average Wind Load Horiz.Force
Projected On Proj. ger Columr Column .
Column Area r Area Fx Height Mz Fb
(sq. feet) (sq. feet) (lbs) (feet) (lbs -ft) (psi)
Szzreq'd
(in3)
Trial Section
Szzactual
(in3)
1
50
623
311
8
2492
25200
1.19
4" Diameter Sch 40
3.21
7
50
623
311
8
2492
25200
1.19
4". Diameter Sch 40
3.21
8
50
623
311
8
2492
25200
1.19
4" Diameter Sch 40
3.21
13
50
623
.311
8
.2492
25200
1.19
4" Diameter Sch 40
3.21'
Horiz. Projected Area
of Canopy = 3'-10" x 26'/ 2 =
50 sq ft =
No. of Columns
Resisting Horiz.
Force =
2 Columns
311
359
2339
Column Design ==> Check Max Uplift
2875
2492
3805 .
Vertical
Wind Load Vert.Force
Projected
On Proj.
'er Column
Column
Area •
Area
Fy
Ft
Areq'd
Trial Sectio_ n
Aactual
(sq. feet)
(lbs)
(lbs)
(psi)
(in2)
(int)
' 1
780
9357
2339
16200
0:14
4" Diameter Sch 40
.3.17
7
780
9357
2339
16200
0.14
4" Diameter Sch 40
3.17
8
780
9357
2339
16200
0.14
4" Diameter Sch 40
3.17
13
780
9357
2339
16200
0.14
4" Diameter Sch 40
3.17
Column Design ==> Check Interaction
Column
t
Column
Height
Fz
Fx
Ft
Mt
Fb
Szzreq'd
Trial Section
Szzactual
(feet)
(lbs);
(lbs)
(Ibs)
(lbs -ft)
(psi)
(in3)
(in3)
4. 1
8
359
311
476
3805
25200
1.81
4" Diameter Sch 40
3.21
7
8
359
311
476
3805
25200
1.81
4" Diameter Sch 40
3.21
8
8
359
311
476
3805
25200
1.81
4" 'Diameter Sch 40
- 3.21
13
8
359
311
476
3805
25200
1.81
4" Diameter Sch 40
3.21
Check Deflection
Resultant Allowable
Column
Member
L
Ixx
lyy
Fx
Fz
Deflection Deflection
(in)
(in4)
(in4)
(lbs)
(lbs)
(inch) (inch)
1
4" Dia Sch 41
96
7.2
7.2
311
359
0.94 0.53
7
4" Dia Sch 41
96
7.2
7.2
311
359
0:94 0.53
8
4" Dia Sch 41
96
7.2
7.2
311
359
0.94 0.53
13
4° Dia Sch 41
96
7.2
7:2
311
359
0.94 0.53
(See Note 1)
Notes:
1. Deflection
is acceptable since the canopies are to be kept at
least 6 feet
away from
other structures.
2. Horizontal. shear is acceptable
by inspection.
Load Summary At Base of Column
•
Uplift
Column
Member
Fx
"Fz
Load
Ft
Mx
Mz
Mt
(lbs)
(lbs)
(lbs)
(lbs)
(lbs -ft)
(lbs -ft)
(lbs -ft)
1.
4" Dia Sch 4
311
359
2339
476
2875
2492
3805
7
4" Dia Sch 4
311
359
2339
476
2875
2492
3805
8
4" Dia Sch 4
311
,359
2339
476
2875
2492
3805
13. '.4"
Dia Sch a
311
359
2339
476
2875
2492
3805 .
ENAS ENGINEERING
' STRUCTURAL DESIGN AND CONSULTING
856,1 Spring Azure Way, Elk Grove, CA 95624
- 1700
PROJECT
YMCA
PAGE
5 of 5
ITEM
Lateral Constrained
DATE
311512008
DESIGNER
G. Enas
JOB NO.
Cust. Canopies
CANTILEVERED COLUMN DESIGN
r'
VERTICAL & HORIZONTAL FORCES ON COLUMNS
Design Data For Concrete Footings:
Weight of Reinforced Concrete =
150 pcf
Steel Reinforcement, Fy =
40000 psi
Concrete Strength, fc =
2500 psi .
Assumed Footing Area =
3.14 sq. ft.
Footing Diameter = -
2.00 feet
Desiqn Data For Soils:
Allowable Soil Bearing Pressure =
1500 psf
Lateral soil -bearing pressure x 2 =
200 psf
Frictional Resistance =
250 psf
CHECK UPLIFT
Weight of
Soil Soil
Uplift
Weight of Footing Footing
Friction Resisting
Load Per
Factor
Column Member Structure Size + StructurEResistance
Force
Footing
of Safety
(lbs) (cu. Ft.) (Ibs)
(psf) (lbs)
(lbs)
(F.S.)
All 4" Dia Sch 41 280.0 14.9 2514
250 4712
2339
3.09
> 1.5 =_> O.K.
FOOTING DESIGN FOR LATERAL LOAD ( Nonconstrained )
Depth of embedment = A/2 x ( 1 + (1 + 4.36h/A)^.5) _
2007 CBC 1805.7.2.1
A = 2.34 x P1/(S1 xb)=
'
S1 = Lateral Soil Bearing Pressure x 1/3 x Embedment Depth
Lateral
Soil -Bearing
Actual
' Maximum
Pressure
Required
Footing ,
Moment Length of Lateral
Footing . per foot
Depth of =mbedment
Column Member Column Load
Diameter -t depth - S1
Area - A
Embedmnl
Depth
(Ib -ft) (feet) (lb)
(feet) (psf)
(feet)
(feet)
(feet)
All 4" Dia Sch•41 3805 8 476
2.00 333
1.7
4.74
5.00
Use Uncased Cast -In -Place Concrete Pier Foundation ==> Diameter
2.00 feet
Depth =
5.00 feet
i
r'
t I
ELEVATION
ROO'r PLAN
PLAN VIEW
3/g" S/S bolt i L_I
Spigot 2.5" x
.120 tubing
4"0 Sch. 40
Galvanized Pipe
)J
-- — - - ------------ 2.5
.120
I tubir
Detail A
2.875"0 x 12ga steel tube
Detail B
ga tubing
1. 4"0 SCHEDULE 40 PIPE
2• REINFORCED CONCRETE FOOTING
3. TOP OF GRADE
4. 2% SLOPE TO DRAIN
5. 4 - #4 VERTICAL REBAR EQ. SP.
4 6. #3 TIES ® 12" O.C.
7. 3-#3 ® 2" O.C. AT TOP
3 8. UNDISTURBED SOIL
2%,.
I
CITY of LA QUINTA
I Plan Set No.
ob as
N
Detail
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE���;=E�,1L0k
Q�OFESSIO&
pON J,,t
yJ, 21
w m
c NO. 4a9
EXP PROTECTIVE AREA NA '.. PHONE NO. 818-993-8448
°� FAX NO.
sT C►v1� �q
ISCALENA DATE
o� cP+.AFo��lEMAI L 3/15/08
General Notes
4"0 Sch. 40
Galvanized Pipe
Detail �
1. Canopies shall be located at least 6' from other building structures which
may be damaged due to canopy deflection.
2. Setback and separation from other structures shall be per local zoning.
3. This structure shall not be used where fire rating is required due to
location or due to occupancy group.
4. Installation Contractor to verify all dimensions, elevations and existing field
conditions. Any discrepancies and, inconsistencies between actual field conditions
and/or dimensions and plan dimensions shall be immediately reported to the
design engineer.
Structural Design Criteria
Structural design is based as per CBC2007
Canopy Dead Load: 0.45 PSF
Roof Live Load: 5.0 PSF
Wind speed (3 Second Gust): 85 MPH
Exposure: C
Occupancy Category: 11
Importance Factor (1): 1.0
Sds = 0.55 Sd 1 = 1.5 Seismic Design Category "D"
Soil Profile Type / Foundation
1. Whenever the soil 'encountered appears to vary from the assumed
type or expansive soil or local fill is found at the site the engineer of
_.record - -needs --to be ---contacted-.before---proceeding --further.,-with --the.--construction. _--- ------ ----
2. Footing shall _bear on firm, undisturbed soil at depth shown on details.
Soil bearing capacity: 1000 PSF Maximum.
Skin Friction for Pier Design: 167 PSF Maximum. Neglect top 2'-0" of soil.
Concrete ,
Concrete shall develop a 28—day compressive stress (f'c) of at least 2,500 psi.
and shall be in accordance with CBC2007.
Contractor shall be responsible for determination that the mix design is suitable
for its intended purpose. Concrete that has not been placed prior to 1.5 hours
after the initial mixing water was added shall be discarded.
Concrete Reinforcing
ASTM standard A-615, grade 60 U.N.O on plans CRSI and ACI Manuals Apply.-
Clear
pply.-Clear concrete cover as per detail. Reinforcing steel in uncosed cast—in—place
concrete piles to be placed as indicated on foundation detail.
Structural Steel
Rolled steel plates, shapes, and bars shall be structural quality carbon steel
complying with ASTM A-36, except where other type steel is shown.
Structural steel tubular products shall be cold formed structural quality carbon
steel, welded or seamless, complying with ASTM A500, Grade B.
Pipe columns shall conform to the requirements of ASTM A-53 grade B (Type E or S).
All structural steel shall be fabricated and erected in accordance with the drawings
and as recommended by AISC Manual of Steel Construction.
the drawings and as recommended
Welding shall be in accordance withb g Y applicable
AWS specifications for mild steel & 46KS1 tube & pipe Connections. All steel shall
be welded shut at terminations to prevent water inclusion inside structural members.
Welders shall be certified in accordance with the latest edition of the American
Welding society specifications and qualifications submitted for acceptance prior to
construction. All welding will be shop welded, field connections will be bolted.
Bolted connections shall be inspected according to the requirements of CBC2007.
Bolts, nuts, washers, lags and screws shall be medium carbon steel: size and type
to suit applications; galvanized for exterior locations.
Stranded cable with zinc coatings, class A, minimum tensile strength equal 200 KSI.
(Custom Canopies International, Inca
At1