BPAT2017-0037Cap),
a w
78-495 CALLE TAMPICO 4 VOICE (760) 777-7125
LFAX (760) 777-7011A QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 7/14/2017
Application Number: BPAT2017-00371 Owner:
Property Address: 44090 OCOTILLO DR PETER JEFFERSON
APN: 604180036 44090 OCOTILLO DRIVE
Application Description: JEFFERSON / ENGINE -D P 10 AR URD LA QUINTA, CA 92253
Property Zoning:
Application Valuation: $2,000.00 JUL 14 2011
Applicant: Contractor:
PETER JEFFERSON CITY OF LA QUINTA OWNER BUILDER
44090 OCOTILLO DRIVE DESIGN AND DEVELOPMENT DEPARTMENT
LA QUINTA, CA 92253
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under*provisions of Chapter
9 {commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: License No.:
Date:
Contractor:
. OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State license Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for es
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
q�
EDate: / 17 owner= -
CONSTRUCTION LENDING AG CY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's
Llc. No.:
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier:- Policy Number: '
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date:f Applicant:
WARNING: FAILURE TO SECURE WORKERS' COM PENSAT N COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction; and hereby authorize representatives of this city to enter upon the
above-mentioned property for inspection purposes.
D�e Signature'(Applicant or Agent) ,
Application Number: BPAT2017-0037
Property Address: 44090 OCOTILLO DR
APN: 604180036
Application Description: JEFFERSON / ENGINEERED PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation: $2,000.00
r
Applicant:
PETER JEFFERSON
44090 OCOTILLO DRIVE
LA QUINTA, CA 92253
Owner:
PETER JEFFERSON
44090 OCOTILLO DRIVE
LA QUINTA, CA 92253
Contractor:
OWNER BUILDER
Date: 7/14/2017
Llc. No.:
---------------------------------------------------------------------------------------------
t
Detail: TRELLIS PATIO COVER AT REAR YARD [ENGINEERED DESIGN] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA
BUILDING CODES.
FINANCIAL INFORMATION
DESCRIPTION ACCOUNT
QTY AMOUNT
HOURLY CHARGE - YES ADMINISTRATIVE STAFF
101-0000-42600
0.25 $10.00
DESCRIPTION
ACCOUNT
QTY AMOUNT
HOURLY CHARGE -YES STRUCTURAL PLAN REVIEW ENGINEER
101-0000-42600
1.5 $142.50
Total. Paid for BLDG CITY STAFF - PER HOUR: $152.50
DESCRIPTION
ACCOUNT
QTY
AMOUNT
BSAS SB1473 FEE
101-0000-20306
0
$1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, DESIGNED
101-0000-42404
0
$139.84
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, DESIGNED PC
101-0000-42600
0
$176.32
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $316.16
DESCRIPTION
ACCOUNT::::::]
QTY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION
ACCOUNT
QTY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE'
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
Bin #
Qtk (?f La Quinta
Buffdin,a a Safety Division
Permit # 78-495 Calle Tampico
La Quinta, CA. 92253 - (760) 777-701,2
91014T�-W7— 0537 Building Permit Application and Tracking Sheet
,projec t_Addrcss:Jqq0q0 OL0+1 11 __J)I21 1c:±- -Owner-s-Name: -F_FEk
A. P. Number:
=Add r7ss--' qI I 0 q ap+1 1 0 :Dp I UE
Legal Description:
CA q,-2 Q S 3
13U
I OF2
rT-_lphonc:J 310 qq3 gqJ
... .......
..............
Address:
Project Ds,,ipti6ffr?
C . ity, . ST . , - Zip:
Tele hone:
. . .......
E�6-10EFP_F-J) ;t)q-T' 10' a PbecLf
DECI;1XII;
State Lic. #
City Lic.
1h= U W it=
Arch., E ngr.;Designer:
MAY 1 Q.2017
Address:
CiTy OF LA QUINTA
City, ST, Zip:
PLANNING DEPARTMENT
Telephone-
.. ... ...
Construction Type: Occupancy:
Project Alter Repair. Demo
type (circle one):. New Add'n
State Lic. 4: •
-Nam, of Contact'�e�rsqn*
7—P-2-
E -E050&3,
Sq. Ft.:
I
Stories: _T#Units:
7Te—r) 47f Crntic-t Perso-n: --,-7
3 1 c) q q 3 - C1 jl-Esti—niatEd-Valucof--Project-:a
a 000
APPLICANT: DO NOT WRITE BELOW THIS LINE
H
Submittal
Rcq1d
Rcc1d
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural CaIcs.
Reviewed, ready for corrections
Plait Check Deposit
Truss CaIcs.
Called Contact Person
Plan Check Balance.
Title 24 CaIcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plaits picked up
S.M.T.
II.O.A. Approval
Plans resubmitted
Grading
IN IIOUSE:-
ReYicw, ready for corrections/issue
Developer Impact Fee
Pla nning Approval
Called Contact Pei -son
A.I.P.P.
Pub. Wks. Appr
Datc'of permit issue
Schodl Fees,
Total Permit Fees
I • it
T44f. 4 4 a"
P. -'O. BOX 1504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
PROPERTY OWNER'S PACKAGE
(760)777-7012
FAX (760) 777-7011
Disclosures & Forms for Owner -Builders Applying for Construction Permits
IMPORTANT! NOTICE TO PROPERTY OWNER
Dear Property Owner:
An application for a building permit has been submitted- listing. yourself_as_the builder of the property
improvements specified atc— ti 0_ 6 _()C61T _
We are rovidin �_
providing you with- Owner -Builder Acknowledgment a d Information V rification Form to make you aware of your,
responsibilities and possible risk you may incur by having this permit issued in your name as the
Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision,
signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION
DIRECTIONS: Read and initial each statement below to signs you understand or verify this information.
'g1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder"
, ding permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as
an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my ins
on my property. urance coverage for injuries to workers
I understand building permits are not required to be signed by property owners unless they are responsible for the
7/fcq�istruction and are not hiring a licensed Contractor to assume this responsibility.
I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may
my elf from potential financial risk by hiring a licensed Contractor and having y protect
own.
ing the permit filed in his or her name instead of my
I. understand Contractors are required by law to be licensed and bonded in California and t
e is and contracts. o list their license numbers on
ly
I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value
construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer"
state and federal law.
))I understand if I am considered an "employer" under state and federal law, I must register withthe state and federal
go eminent, withhold payroll taxes, provide workers' compensation disability. insurance an
compensation for each "employee." I also understand my failure to abide by these laws may and
met to se ous fine to s unemployment
ri
sk.
I understand under California Contractors' State License Law, an Owner -Builder who _builds singlefamily residential
cannot legally build them with the intent to offer them for sale, unless all work is' performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor. '
T44f. 4 4 a"
P. -'O. BOX 1504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
PROPERTY OWNER'S PACKAGE
(760)777-7012
FAX (760) 777-7011
Disclosures & Forms for Owner -Builders Applying for Construction Permits
IMPORTANT! NOTICE TO PROPERTY OWNER
Dear Property Owner:
An application for a building permit has been submitted- listing. yourself_as_the builder of the property
improvements specified atc— ti 0_ 6 _()C61T _
We are rovidin �_
providing you with- Owner -Builder Acknowledgment a d Information V rification Form to make you aware of your,
responsibilities and possible risk you may incur by having this permit issued in your name as the
Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision,
signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION
DIRECTIONS: Read and initial each statement below to signs you understand or verify this information.
'g1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder"
, ding permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as
an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my ins
on my property. urance coverage for injuries to workers
I understand building permits are not required to be signed by property owners unless they are responsible for the
7/fcq�istruction and are not hiring a licensed Contractor to assume this responsibility.
I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may
my elf from potential financial risk by hiring a licensed Contractor and having y protect
own.
ing the permit filed in his or her name instead of my
I. understand Contractors are required by law to be licensed and bonded in California and t
e is and contracts. o list their license numbers on
ly
I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value
construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer"
state and federal law.
))I understand if I am considered an "employer" under state and federal law, I must register withthe state and federal
go eminent, withhold payroll taxes, provide workers' compensation disability. insurance an
compensation for each "employee." I also understand my failure to abide by these laws may and
met to se ous fine to s unemployment
ri
sk.
I understand under California Contractors' State License Law, an Owner -Builder who _builds singlefamily residential
cannot legally build them with the intent to offer them for sale, unless all work is' performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor. '
D
8+. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any
nancial or personal injuries 'sustained by any subsequent owner(s) that result from any latent construction defects in the
workmanship or materials.
I understand I may obtain more information regarding my'obligations as an "employer" from the Internal Revenue
Service; the United States Small:Business Administration, the California Department of Benefit Payments, and the California
Ym
Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-
800-321-CSLB (2752) or www.cslb.ca.gov.for more information about licensed contractors.
am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
rty'
legally.. and financially responsible for proposed construction activity at the following address:
4 H og0 n a -1-r Flo am( „A ;7-A CA q aO 53
Sr party legally and financially responsible for this proposed construction activity, I will
,� �f 11. I a ee that, as the - abide by all
a lrcable laws and requirements that govern Owner -Builders as.well as employers.
12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I
ha provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with
someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint: Your only remedy against unlicensed Contractors may be in civil court. It is also
important for you.to understand that if an unlicensed Contractor'or employee of that individual or firm is injured while working
on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and. wish to hire Contractors,
you will be'responsible for verifying whether or not those Contractors are properly licensed and the status of their workers'
compensation insurance coverage.
Before a building permit can be issued, this form must be completed and signed by the property owner and returned to
the agency responsible. for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or
other verification acceptable to the agency is required to be presentedr when the permit is issued to verify the property
owner's signature.
,-,Signature of property owner (�� Date:, i
Note: The following Authorization Form is required to be completed by the property owner only when designating
an agent of the property owner to apply for a construction permit for the Owner -Builder.
AUTHORIZATION OF AGENT TO ACTON PROPERTY OWNER'S BEHALF
Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize
the following person(s) to act as my agent(s) to apply for, sign; and file. the documents necessary to obtain an Owner -Builder
Permit for my project._
Scope of Construction,Project (or Description of Work): - E. I IV E
Project Location or Address:
Name of Authorized Agent:
Address of Authorized Agent:
Tel No
MAY 10..2017
— CITY OF LA QUINT/ -
PLANNING DEPARTMPo
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy. Note: A copy of the -owner's driver's license, form notarization, or other verification
acceptable to the agency is required to be presented when the permit is issued to verb the propertyowners signature.
Property Owner's Signature: Date:
+a.
A
I
W -T STRUCTURAL ENGINEERING, LLC
CONSULTING STRUCTURAL ENGINEERS
77-711 FLORA ROAD, SUITE 219, PALM DESERT, CALIFORNIA 92211
(760) 285-3033 FAX (224) 293-6444
PROJECT: Exterior Canopy
44090 Ocotillo Drive
La Quinta, CA
JOB NO: CS17098
STRUCTURAL CALCULATIONS
CITY OF LA QUINTA
BUILDING & SAFE DEPT.
APPRO
VED
FOR CONSTRUC ION
DATECO 21' BYJ2 -.-..
�.i. �i ��i ►i. -!- is
OIL -,
* EXP
\sr STRUCT��P��`�
NX
RECEIVED'
MAY -10..2017
CIN OF LA QUINTA
PLANNING DEPARTMENT
Date: 4/21/17
The calculations included herein, as listed above,
were prepared by me, or under my direct
supervision, and to the best of my knowledge;
comply with the requirements of all applicable
codes and ordinances.
S. GUT
Ly
S 5743
EV.-
CTu�P�
OF CAL��
Jeff Gutowsky, P.E., S.E.
California S.E. License No. S5743
Expires: 12-31-18
J
INDEX OF CALCULATIONS
Design Calculations:
Design Loads
Design of Spread Footing
Design of Columns
Design of Lateral System
Design of Girders
Design of Wood Joists and Purlins
Exhibit:
Structural Drawings provided by "W -T Structural Engineering, LLC."
dated 4/21/17
W -T STRUCTURAL ENGINEERING, LLC
DESIGN LOADS
W -T STRUCTURAL ENGINEERING, LLC
aW-T
DESIGN LOADS
GOVERNING CODE:
CALIFORNIA BUILDING CODE (CBC) 2016
DEAD LOADS USED IN DESIGN ARE AS FOLLOWS:
A. CANOPY ROOF DEAD LOAD
1. ROOFING MATERIAL (TPO)
2. CDX ROOF DECK SHEATHING
3. WOOD JOIST FRAMING
= 2 PSF
=2PSF
= 3 PSF
=7PSF
LIVE LOADS USED IN DESIGN ARE AS FOLLOWS:
Project
Job Ref.
= 5 PSF
EXTERIOR CANOPY
CS17098
W=T Structural Engineering, LLC
Section
Sheet'no./rev.
77-711 Flora Road, Suite 219
DESIGN LOADS
1
Calc. by
Date
14/17/17
Chk'd by
Date
App'd by
Date
Palm Desert, CA 92211
Phone: (224) 293-6333 1 Fax: (224) 293-6444
JSG
2. SESIMIC IMPORTANCE FACTOR, I OR Ix
= 1.0
3. SPECTRAL RESPONSE COEFFICIENTS:
Sibs = 1.143 g, Sot = 0.815 g
DESIGN LOADS
GOVERNING CODE:
CALIFORNIA BUILDING CODE (CBC) 2016
DEAD LOADS USED IN DESIGN ARE AS FOLLOWS:
A. CANOPY ROOF DEAD LOAD
1. ROOFING MATERIAL (TPO)
2. CDX ROOF DECK SHEATHING
3. WOOD JOIST FRAMING
= 2 PSF
=2PSF
= 3 PSF
=7PSF
LIVE LOADS USED IN DESIGN ARE AS FOLLOWS:
A. CANOPY ROOF LIVE LOAD
= 5 PSF
B. WIND LOADS
1. BULDING OCCUPANCY CATEGORY
=1
2. BASIC WIND SPEED (3 SECOND GUST)
= 115 MPH
3. WIND IMPORTANCE FACTOR
= 1.0*
4. WIND EXPOSURE
= C
5. DIRECTIONAL WIND FORCE
= 25 PSF
6. COMPONENTS & CLADDING (ROOF)
= SEE C&C DIAGRAM
C. SEISMIC LOADS
1. Ss = 1.681, St = 0.798
2. SESIMIC IMPORTANCE FACTOR, I OR Ix
= 1.0
3. SPECTRAL RESPONSE COEFFICIENTS:
Sibs = 1.143 g, Sot = 0.815 g
4. SITE CLASS
= D
5. SEISMIC DESIGN CATEGORY
= E
'6. BASIC SEISMIC -FORCE RESISTING SYSTEM
-
(LIGHT -FRAME WOOD SHEAR WALL)
R = 6.5
7. DESIGN BASE SHEAR, V = Cs X W
= 0.154'W
8. ANALYSIS PROCEDURE — EQUIVALENT LATERAL FORCE
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the components and cladding design method
T
w
LO
N
V 23 ft ,i
Plan
251 -I
I
Elevation
Tedds calculation version 2.0.17 I
Building data
Project
Job Ref.
®T
Exterior Canopy
CS17098.
W-T Structural Engineering, LLC
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
Wind Loads C&C
1
Palm Desert, CA 92211
(760) 285-3033
Calc. by
JSF
Date
Chk'd by
Date
App'd by
Date
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the components and cladding design method
T
w
LO
N
V 23 ft ,i
Plan
251 -I
I
Elevation
Tedds calculation version 2.0.17 I
Building data
Type of roof
Monoslope free
Length of building
b = 23.00 ft
Width of building
d = 25.00 ft
Height to eaves
H = 8.00 ft
Pitch of roof
ao = 3.0 deg
Mean height
h = 8.66 ft
Wind flow
Obstructed
General wind load requirements
Basic wind speed
V = 115.0 mph
Risk category
I
Velocity pressure exponent coeff (Table 26.6-1)
Kd = 0.85
Exposure category (cl.26.7.3)
C +
Enclosure classification (cl.26.10)
Open buildings
Internal pressure coef+ve (Table 26.11-1)
GCP;_p = 0.00
Internal pressure coef —ve (Table 26.11-1)
GCPi_n = 0.00
Gust effect factor
Gf = 0.85
Topography
Topography factor not significant
KZt = 1.0
Velocity pressure
Velocity pressure coefficient (T.30.3-1)
KZ = 0.85
Velocity pressure
qh = 0.00256 x KZ x KZt x Kd x V2, x 1 psf/mph2 = 24.5 psf
Peak velocity pressure for internal pressure
Peak velocity pressure — internal (as roof press.)
qi = 24.46 psf
Equations used in tables
Net pressure p = qh x [GCp - GCp]
Components and cladding pressures - Roof (Figure 30.8-1)
Component
Project
Job Ref.
'
W -T
Exterior Canopy
CS17098
W -T Structural Engineering, LLC
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
Wind Loads C&C - -
2
Palm Desert, CA 92211
Calc. by
Date
Chk'd by
Date
App'd by
Date
(760) 285-3033
JSF
18.0;
0.62;
-1.40;
12.9 #;
Equations used in tables
Net pressure p = qh x [GCp - GCp]
Components and cladding pressures - Roof (Figure 30.8-1)
Component
Zone
Length
(ft)
Width (ft)
Eff. area
(ft2)
+CN
;Cr,
Pres (+ve),
(pso
Pres (-ve)
(psf)
<=az
9.0;
0.62;
-1.40;
12.9 #;
-29.1
2a2
18.0;
0.62;
-1.40;
12.9 #;
-29.1
>4a2
36.1;
0.62;
-1.40;
12.9 #;
-29.1
<=az
2;
-
-
9.0;
0.96;
-2.12;
20.0;
-44.1
2a
2;
18.0;
0.96;
-2.12;
20.0;
-44.1
>4a2
2;
-
36.1;
0.62;
-1.40;
12.9 #;
-29.1
<=az
3;
-
-
9.0;
1.24;
-4.20;
25.8;
-87.3
2az
3;
';
-
18.0;
0.96;
-2.12;
20.0;
-44.1
>4a2
36.1;
0.62;
-1.40;
12.9 #;
-29.1 '
# The final net design wind pressure, Including all permitted reductions, used in the design shall not be less than 16psf acting
in either direction r
" -►� 3 ft �3 ft 14-11 ft P, 3* 3 ft
� to
.. ' i` �. ..!.irY'x .�,. ;: � ui.� r rt ..t u•ri.a�rfi'L ,t:l��'n�: -
T
CO
M
1
' � �st �a'� :-y4 �' �. t� i^•°: hu Sst,�,.rh`� •if xr' �( ."I
r;
Plan on roof
' � �st �a'� :-y4 �' �. t� i^•°: hu Sst,�,.rh`� •if xr' �( ."I
r;
Plan on roof
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the directional design method
II' 23 ft
Plan
Building data
Type of roof
Length of building
Width of building
Height to eaves
Pitch of roof
Mean height
Wind flow
General wind load requirements
Basic wind speed
Risk category
Velocity pressure exponent coeff (Table 26.6-1)
Exposure category (cl.26.7.3)
Enclosure classification (cl.26.10)
Internal pressure coef +ve (Table 26.11-1)
Internal pressure coef —ve (Table 26.11-1)
Gust effect factor
Topography
Topography factor not significant
Velocity pressure
Velocity pressure coefficient (T.27.3-1)
Velocity pressure
Peak velocity pressure for internal pressure
Peak velocity pressure — internal (as roof press.)
25 ft
Elevation
Monoslope free
b. = 23.00 ft
d = 25.00 ft
H=8.00ft
ao = 1.2 deg
h = 8.26 ft
Obstructed
V = 115.0 mph
Kd = 0.85
C
Open buildings
GCpi_p = 0.00
GCpi n = 0.00
Gr = 0.85
Kzt =.1.0
Tedds calculation version 2.0.17 I
I
w
UA
00
KZ = 0.85
qh = 0.00256 x K: x KZt x Kd x V2 x 1 psf/mph2 = 24.5 psf
qi = 24.46 psf
Project
Job Ref.
W-T
Exterior Canopy
CS 17098
W-T Structural Engineering, LLC
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
Wind Loading - Directional
1
Palm Desert, CA 92211
(760) 285-3033
Calc. by
JSG
Date
4/10/2017
Chk'd by
Date
App'd by
Date
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the directional design method
II' 23 ft
Plan
Building data
Type of roof
Length of building
Width of building
Height to eaves
Pitch of roof
Mean height
Wind flow
General wind load requirements
Basic wind speed
Risk category
Velocity pressure exponent coeff (Table 26.6-1)
Exposure category (cl.26.7.3)
Enclosure classification (cl.26.10)
Internal pressure coef +ve (Table 26.11-1)
Internal pressure coef —ve (Table 26.11-1)
Gust effect factor
Topography
Topography factor not significant
Velocity pressure
Velocity pressure coefficient (T.27.3-1)
Velocity pressure
Peak velocity pressure for internal pressure
Peak velocity pressure — internal (as roof press.)
25 ft
Elevation
Monoslope free
b. = 23.00 ft
d = 25.00 ft
H=8.00ft
ao = 1.2 deg
h = 8.26 ft
Obstructed
V = 115.0 mph
Kd = 0.85
C
Open buildings
GCpi_p = 0.00
GCpi n = 0.00
Gr = 0.85
Kzt =.1.0
Tedds calculation version 2.0.17 I
I
w
UA
00
KZ = 0.85
qh = 0.00256 x K: x KZt x Kd x V2 x 1 psf/mph2 = 24.5 psf
qi = 24.46 psf
Project Job Ref.
W_ r Exterior Canopy CS17098
W -T Structural Engineering, LLC Section Sheet no./rev.
77-711 Flora Road, suite 219 Wind Loading - Directional 2
Palm Desert, CA 92211 Calc. by Date Chk'd by Date App'd by Date
(760) 285-3033 JSG 4/10/2017
Pressures and forces
Net pressure p = qh x G x CN
Net force F.w = p x Are
Roof load case 1 - Wind 0 - Loadcase A
Total vertical net force
Total horizontal net force
Roof load case 2 -.Wind 0 - Loadcase B
rw,v -71 U.10 KIPS
FW,h = -0.21 kips -
Ref.
Ext pressure
Peak
Zone
height
coefficient
velocity
Net pressure
Area
Net force
(ft)
CN
pressure
p (psf)
Aref (ft2)
Fw (kips)
qh (psf)
1 (+ve)
8.26
-0.50
24.46
-10.40
287.56
-2.99
2 (+ve)
8.26
-1.20
24.46
-24.95
287.56
-7.17
Total vertical net force
Total horizontal net force
Roof load case 2 -.Wind 0 - Loadcase B
rw,v -71 U.10 KIPS
FW,h = -0.21 kips -
Total vertical net force
Total horizontal net force
Roof load case 3 - Wind 90 - Loadcase A
rw,v = -I U. -I 0 KIPS
Fw,h = -0.21 kips
Ref.
Ext pressure
Peak
Zone
height
coefficient
velocity
Net pressure
Area
Net force
(ft)
CN
pressure
p (psf)
Aref (ft2)
Fw (kips)
qh (PSO -
1 (+ve)
8.26
-1.10
24.46
-22.87
287.56
-6.58
2 (+ve)
8.26
-0.60
24.46
-12.48
287.56
-3.59
Total vertical net force
Total horizontal net force
Roof load case 3 - Wind 90 - Loadcase A
rw,v = -I U. -I 0 KIPS
Fw,h = -0.21 kips
Total vertical net force
Total horizontal net force
Roof load case 4 - Wind 90 - Loadcase B
rw,v = -1 1.V4 KIPS
Fw,h = 0.00 kips
Ref.
Ext pressure
Peak
Zone
height
coefficient
velocity
Net pressure
Area
Net force
(ft)
CN
pressure
p (psf)
Aref (ft2)
Fw (kips)
qh (psf)
1 (+ve)
8.26
-1.20
24.46
-24.95
206.56
-5.15
2 (+ve)
8.26
-0.90
24.46
-18.71
206.56
-3.87
3 (+ve)
8.26
-0.60
24.46
-12.48
162.01
-2.02
Total vertical net force
Total horizontal net force
Roof load case 4 - Wind 90 - Loadcase B
rw,v = -1 1.V4 KIPS
Fw,h = 0.00 kips
Total vertical net force
Total horizontal net force
rw,v = a.su KIPS
Fw,h = 0.00 kips
Ref.
Ext pressure
Peak
Zone
height
coefficient
velocity
Net pressure
Area
Net force
(ft)
CN
pressure
p (psf)
Aref (ft2)
Fw (kips)
qh (psf)
1 (+ve)
8.26
0.50
24.46
10.40
206.56
2.15
2 (+ve)
8.26
0.50
24.46
10.40
206.56
2.15
3 (+ve)
8.26
0.30
24.46
6.24
162.01
1.01
Total vertical net force
Total horizontal net force
rw,v = a.su KIPS
Fw,h = 0.00 kips
I
Wind -90
r 23 N
vc it ilk—
� r ➢� � y P 3f k YYe+- � .
..i. ,. _ 4� CYY •, ,U 4 4�'
Project
Job Ref.
W -T
Exterior Canopy
CS17098
W -T Structural Engineering, LLC
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
Wind Loading - Directional
3
Palm Desert, CA 92211
(760) 285-3033
Calc. by
JSG
Date -
4/10/2017
Chk'd by
Date
App'd by
Date
I
Wind -90
r 23 N
vc it ilk—
� r ➢� � y P 3f k YYe+- � .
..i. ,. _ 4� CYY •, ,U 4 4�'
i a f � r
t
8
uh 4. � �gd' f ^Ck
Plan view - Monoslope roof
14
23 N
i a f � r
t
� f iF�„�,��'y�✓�yf' jt
�{}
uh 4. � �gd' f ^Ck
4f ° 4 .y
R
'r
Y
-B.9 fl � B.3 N ►N B.5 N-►
Plan Naw - Monoslopa root
Design Maps Summary Report
QUbu"*Design Maps Summary Report
User -Specified Input
Report Title Exterior Canopy - 44090 Ocotillo Dr La Quinta, CA
Sat April 8, 2017 20:30:42 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS ha-7ard data available in 2008)
Site Coordinates 33.728260N, 116.28349OW
Site Soil Classification Site Class D — "Stiff Soil"
Risk Category I/II/III
I _,•Intl gernorl , , -
f rvntlri R i'y ,1Ytyl9Sdt1dP3Ih15 [ U .
,.i4thedral pity
k i •, u,n ,� l ;�_ ��:s fiFrmvGa •= y' � .--:,
.Rancho
+- Mirage
i = Palm Desert
< . U, 7iAF 1tiF
r m�, YON
{ -!Q chella
k La CIU nta —
/ 4 t
USGS-Provided Output
S5= 1.715g SMS= 1.715g SDS= 1.143g
S,= 0.815g SM,= 1.222g SD1= 0.815g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MAXraRLSilatxise SiliG'i*u'l
JC5sc-i F(GSJu'ISc 5f•,'LrLt7,. f
For PGA„, T,, CRS, and CRI values, please view the detailed report.
https :Hearthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal& latitude=... 4/8/2017
SEISMIC FORCES (ASCE 7-10)
Tedds calculation version 3.0.10 1
Site parameters
Project
Job Ref.
W-T
Exterior Canopy
CS17098
W-T Structural Engineering, LCC
Section
Sheet no./rev.
77-711 Flora Road, suite 219
Seismic Forces
1 .
Palm Desert, CA 92211
(760)285-3033
Calc. by
JSG
Date
4/11/17
Chk'd by
Date
App'd by
Date
SEISMIC FORCES (ASCE 7-10)
Tedds calculation version 3.0.10 1
Site parameters
Site class
D
Mapped acceleration parameters (Section 11.4.1)
at short period
Ss = 1.715
at 1 sec period
S1 = 0.815
Site coefficientat short period (Table 11.4-1)
Fa = 1.000
at 1 sec period (Table 11.4-2)
'
Fv = 1.500
Spectral response acceleration parameters
at short period (Eq. 11.4-,1)
Sens = Fa x Ss = 1.715
at 1 sec period (Eq. 11.4-2)
SM1 = Fv x S1 = 1.223
Design spectral acceleration parameters (Sect 11.4.4)
at short period (Eq. 11.4-3)
SDs = 2 / 3 x SMs = 1.143
at 1 sec period (Eq. 11.4-4)
SDI = 2 / 3 x Sens =0.815
Seismic design category
Seismic risk category,
II
Seismic design category (Sect. 11.6)
E
Approximate fundamental period
Height above base to highest level of building
hn = 8 ft
From Table 12.8-2:
Structure type All other systems
Building period parameter Ct Ct = 0.02
Building period parameter.x x = 0.75
Approximate fundamental period (Eq 12.8-7) Ta = Ct x (hn)x x 1sec / (1fty= 0.095 sec
Building fundamental period (Sect 12.8.2) T = Ta = 0.095 sec
Long -period transition period TL = 8 sec
Alternative site and spectral response parameters for seismic response coefficient (Sect. 12.8.1.3)
Mapped accelteration parameters
at short period Ssait = 1.50
is
Site coefficients
at short period
Faalt = 1.00
Spectral response acceleration parameters
at short period SMsan = 1.50
Design spectral response acceleration parameters
at short period SDSau = 1.00
Seismic response coefficient
Seismic force -resisting system (Table 12.2-1)
Response modification factor (Table 12.2-1)
Seismic importance factor (Table 1.5-2)
Seismic response coefficient (Sect 12.8.1.1)
Calculated (Eq 12.8-2)
Maximum ((Eq 12.8-3))
Minimum:
Eq 12.8-5
Eq 12.8-6 (where S, >= 0.6)
Seismic response coefficient
Seismic base shear (Sect 12.8.1)
Effective seismic weight of the structure
Seismic response coefficient
Seismic base shear (Eq 12.8-1)
A. Bearing_Wall_Systems
15. Light -frame (wood) walls sheathed with wood structural panels
R = 6.5
le = 1.000
CS_calc = SDSalt / (R / le) = 0.1538
Cs -max = SD, / (T x (R / le)) = 1.3179
Cs -min, = max(0.044 x SDSalt x Ie,0.01) = 0.0440
Cs_min2 = (0.5 x Si) / (R / le) = 0.0627
Cs min = 0.0627
Cs = 0.1538
W = 0.4 kips
Cs = 0.1538
V=Cs xW=0.1 kips
Project
Job Ref.
-
Exterior Canopy
CS17098
W -T Structural Engineering, LCC
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
Seismic Forces
2
Palm Desert, CA 92211
Calc. by
Date
Chk'd by
Date
App'd by
Date
(760)285-3033
JSG
4/11/17
Seismic response coefficient
Seismic force -resisting system (Table 12.2-1)
Response modification factor (Table 12.2-1)
Seismic importance factor (Table 1.5-2)
Seismic response coefficient (Sect 12.8.1.1)
Calculated (Eq 12.8-2)
Maximum ((Eq 12.8-3))
Minimum:
Eq 12.8-5
Eq 12.8-6 (where S, >= 0.6)
Seismic response coefficient
Seismic base shear (Sect 12.8.1)
Effective seismic weight of the structure
Seismic response coefficient
Seismic base shear (Eq 12.8-1)
A. Bearing_Wall_Systems
15. Light -frame (wood) walls sheathed with wood structural panels
R = 6.5
le = 1.000
CS_calc = SDSalt / (R / le) = 0.1538
Cs -max = SD, / (T x (R / le)) = 1.3179
Cs -min, = max(0.044 x SDSalt x Ie,0.01) = 0.0440
Cs_min2 = (0.5 x Si) / (R / le) = 0.0627
Cs min = 0.0627
Cs = 0.1538
W = 0.4 kips
Cs = 0.1538
V=Cs xW=0.1 kips
EFFECTIVE SEISMIC WEIGHT
Project
Job Ref.
W -T
EXTERIOR CANOPY
CS17098
W -T Structural Engineering, LLC
77-711 Flora Road, Suite 219
Section
SEISMIC DEAD LOAD
Sheet no./rev. '
1
Calc. by
Date
Chk'd by
Date
App'd by
Date
Palm Desert, CA 92211
Phone: (224) 293-6333 1 Fax: (224) 293-6444 1
JSG
14/11/17
Vs = (WEFF)*(Cs) = 0.447 kips
EFFECTIVE SEISMIC WEIGHT
EFFECTIVE SEISMIC WEIGHT CALCULATED PER ASCE 7-10 SECTION 12.7.2
Roof Dead Load
DLROOF = 7 psf
Column Dead Load (6x6)
DLCOL = 7 pif
Column Height
HCOL = 8 ft
Number of Columns
n = 5
Roof Area
AROOF= 340 ft2
Effective Seismic Weight of Building
WEFF = (HCOL)*(DLCOL)*n + (AROOF)*(DLROOF) = 2.54 kips
Seismic Coefficient (Cs)
Cs = 0.176
Seismic Base Shear
Vs = (WEFF)*(Cs) = 0.447 kips
DESIGN OF SPREAD FOOTING
W -T STRUCTURAL ENGINEERING, LLC
n
General Footing-ile=VQ017,lobsICS17098_440900cotillo Drive LaQuinta,CAICS17098—CalcslStructurallEnercalcicanopy.ec6
r.rr.
ENERCALC, INC. 1983-2011, Build:6.17.2.28, Ver:6.17.2.28
Description : F1 -18' x 18" x 18" (J ✓ /Z
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
Yes
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Min Steel % Bending Reinf.
=
Footing base depth below soil surface =
Allow press. increase per foot of depth =
1.50 ft
ksf
Min Allow /o Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stability, mom & shear
No
=
ft
Dimensions
Width parallel to X -X Axis =
1.50 ft
Length parallel to Z -Z Axis =
1.50 ft
Z
Footing Thickness =
18.0 in
I
Pedestal dimensions...
px : parallel to X -X Axis =
pz : parallel to Z -Z Axis =
Height =
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X -X Axis
Number of Bars =
Reinforcing Bar Size =
Bars parallel to Z -Z Axis
Number of Bars =
Reinforcing Bar Size =
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
in
in
in
3.0 in
®.0
# 3
@.0
# 3'
n/a
n/a
n/a
a
D Lr L S W E H
P: Column Load = 1.0 1.0 2:0 k
OB : Overburden = ksf
M-xx =
M-zz =
V -z = k
General Footing
=ile=V:12017Jobs1CS17098.44090OcotilloDrive_LaQuinta, CA1CS17098_Calcs\Struct6ral\Enercalcicanopy.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
Description : F1 -18' x 18"
x 18" atev Lc L�
DESIGN SUMMARY
s
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8122
Soil Bearing
1.395 ksf
1.718 ksf
+D+0.750Lr+0.750L+0.450W+H about Z-;
PASS n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
FAIL As < Min
Z Flexure (+X)
0.1750 k -ft
9.786 k -ft
+1.40D+1.60H
FAI L As < Min
Z Flexure (-X)
0.1750 k -ft
9.786 k -ft
+1.40D+1.60H
FAIL As < Min
X Flexure (+Z)
0.1750 k -ft
9.786 k -ft
+1.40D+1.60H
FAIL As < Min
X Flexure (-Z)
0.1750 k -ft
9.786 k -ft
+1.40D+1.60H
PASS n/a
1 -way Shear (+X)
0.0 psi
75.0 psi
n/a
PASS 0.0
1 -way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1 -way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS n/a
1 -way Shear (-Z)
0.0 psi
75.0 psi
n/a
PASS n/a
2 -way Punching
1.290 psi
75.0 psi
+1.20D+1.60Lr+0.50W+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Xecc
Zecc
Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X -X. +D+H
1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X, +D+L+H
1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X. +D+Lr+H
1.718
n/a
0.0
1.106
1.106
n/a n/a
0.644
X -X, +D+S+H
1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X. +D+0.750Lr+0.750L+H
1.718
n/a
0.0
0.9953
0.9953
n/a n/a
0.580
X -X, +D+0.750L+0.750S+H
1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X. +D+0.60W+H
1.718
n/a
0.0
1.195
1.195
n/a n/a
0.696
X -X, +D+0.70E+H
1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X. +D+0.750Lr+0.750L+0.450W+H 1.718
n/a
0.0
1.395
1.395
n/a n/a
0.812
X -X, +D+0.750L+0.750S+0.450W+H 1.718
n/a
0.0
1.062
1.062
n/a n/a
0.618
X -X. +D+0.750L+0.750S+0.5250E+H 1.718
n/a
0.0
0.6619
0.6619
n/a n/a
0.385
X -X. +0.60D+0.60W+0.60H
1.718
n/a
0.0
0.9305
0.9305
n/a n/a
0.542
X -X. +0.60D+0.70E+0.60H
1.718
n/a
0.0
0.3972
0.3972
n/a n/a
0.231
Z -Z. +D+H
1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z. +D+L+H
1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z. +D+Lr+H
1.718
0.0
n/a
n/a
n/a
1.106 1.106
0.644
Z -Z, +D+S+H
1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z. +D+0.750Lr+0.750L+H
1.718
0.0
n/a
n/a
n/a
0.9953 0.9953
0.580
Z -Z. +D+0.750L+0.750S+H
1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z. +D+0.60W+H
1.718
0.0
n/a
n/a
n/a
1.195 1.195
0.696
Z -Z. +D+0.70E+H
1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.718
0.0
n/a
n/a
n/a
1.395 1.395
0.812
Z -Z. +D+0.750L+0.750S+0.450W+H 1.718
0.0
n/a
n/a
n/a
1.062 1.062
0.618
Z -Z, +D+0.750L+0.750S+0.5250E+H 1.718
0.0
n/a
n/a
n/a
0.6619 0.6619
0.385
Z -Z, +0.60D+0.60W+0.60H
1.718
0.0
n/a
n/a
n/a
0.9305 0.9305
0.542
Z -Z. +0.60D+0.70E+0.60H
1.718
0.0
n/a
n/a
n/a
0.3972 0.3972
0.231
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio Status
Footing Has NO Sliding
General Footing
Ile =V:12017JobslCS17098_44090OcotilloDrive-La Quinta,CA1CS17098_Calcs\StructuraIkEnercalcicanopy.ec6
r.rr
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : F1 -18' x 18"x 18"
Footing Flexure
Flexure Axis & Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As Phi'Mn
Status
k -ft
Surface
in 2
in A2
in 2
k -ft
X -X. +1.40D+1.60H
0.1750
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
0.2125
+Z
Bottom
0.3888
Min Temp %
0.1467
9.786
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
0.2125
-Z
Bottom
0.3888
Min Two %
0.1467
9.786
OK
X -X, +1.20D+1.60L+0.50S+1.60H
0.150
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+1.60L+0.50S+1.60H
0.150
-Z
Bottom
0.3888
Min Two %
0.1467
9.786
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
0.350
+Z
Bottom
0.3888
. Min TemD %
0.1467
9.786
OK
X -X. +1.20D+1.60Lr+0.50L+1.60H
0.350
-Z
Bottom
0.3888
Min Two %
0.1467
9.786
OK
X -X, +1.20D+1.60Lr+0.50W+1.60H
0.4750
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+1.60Lr+0.50W+1.60H
0.4750
-Z
Bottom
0.3888
Min Two %
0.1467
9.786
OK
X -X, +1.20D+0.50L+1.60S+1.60H
0.150
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+0.50L+1.60S+1.60H
0.150
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.2750
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+1.60S+0.50W+1.60H
0.2750
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.4625
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+0.50Lr+0.50L+W+1.60H
0.4625
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+0.50L+0.50S+W+1.60H
0.40
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.40
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +1.20D+0.50L+0.70S+E+1.60H
0.150
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +1.20D+0.50L+0.70S+E+1.60H
0.150
-Z
Bottom
0.3888
Min Two %
0.1467
9.786
OK
X -X, +0.90D+W+0.90H
0.3625
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +0.90D+W+0.90H
0.3625
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X, +0.90D+E+0.90H
0.1125
+Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
X -X. +0.90D+E+0.90H
0.1125
-Z
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.40D+1.60H
0.1750
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.40D+1.60H
0.1750
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.2125
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.2125
+X
Bottom
0.3888
Min Temp %
0.1467
9.786
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.150
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+1.60L+0.50S+1.60H
0.150
+X
Bottom
0.3888
Min Two %
0.1467
9.786
OK
Z -Z, +1.20D+1.60Lr+0.50L+1.60H
0.350
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
0.350
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +1.20D+1.60Lr-450W+1.60H
0.4750
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
0.4750
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +1.20D+0.50L+1.60S+1.60H
0.150
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.150
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +1.20D+1.60S+0.50W+1.60H
0.2750
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.2750
+X
Bottom
0.3888
Min Two %
0.1467
9.786
OK
Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H
0.4625
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.4625
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.40
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.40
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
0.150
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +1.20D+0.50L+0.70S+E+1.60H
0.150
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z, +0.90D+W+0.90H
0.3625
-X
Bottom
0.3888
Min Temp %
0.1467
9.786
OK
Z -Z. +0.90D+W+0.90H
0.3625
+X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +0.90D+E+0.90H
0.1125
-X
Bottom
0.3888
Min TemD %
0.1467
9.786
OK
Z -Z. +0.90D+E+0.90H
0.1125
+X
Bottom
0.3888
Min Temo %
0.1467
9.786
OK
One Way Shear
Load Combination... Vu @ -X
Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi'Vn
Status
+1.40D+1.60H
0.00 osi
0.00,Dsi
0.00 Dsi
0.00 osi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+1.60L+1.60H
0.00 Dsi
0.00 Dsi
0.00 osi
0.00 Dsi
0.00 osi 75.00 Dsi
0.00
0.00
+1.20D+1.60L+0.50S+1.60H
0.00 osi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi 75.00 psi
0.00
0.00
+1.20D+1.60Lr+0.50L+1.60H
0.00 Dsi
0.00 osi
0.00 osi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+1.60Lr+0.50W+1.60H
0.00 osi
0.00 Dsi
0.00. osi
0.00 osi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+0.50L+1.60S+1.60H
0.00 Dsi
0.00 Dsi
0.00 osi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+1.60S+0.50W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+0.50Lr+0.50L+W+1.60H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 ()Si
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.50S+W+1.60H
0.00 osi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
+1.20D+0.50L+0.70S+E+1.60H
0.00 Dsi
0.00 osi
0.00 Dsi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
+0.90D+W+0,90H
0,00 Dsi
0.00 DSI
0.00 DSI
0.00 osi
0.00 DSI 75.00 Dsi
0.00
0.00
+0.90D+E+0.90H
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi
0.00 Dsi 75.00 Dsi
0.00
0.00
i
1-7 j <i % Z �70 v
L v��
General Footing
'ile=V:12017JobsICS17098_440900cotilloDdve_LaQuinta,CA1CS17098_CalcslStructurallEnercalcicanopy.ec6
ENERCALC, INC: 1983.2017, Build:6.17.2.28, Ver.6.17.2.2I3
r.rr:
Description : F1-18' x 18" x 18"
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D+1.60H
0.48 psi
150.00osi
0.003169
OK
+1.20D+0.50Lr+1.60L+1.60H
0.58 Dsi
150.00Dsi
0.003848
OK
+1.20D+1.60L+0.50S+1.60H
0.41 Dsi
150.00osi
0.002716
OK
+1.20D+1.60Lr+0:50L+1.60H
0.95 Dsi
150.00psi
0.006337
OK
+1.20D+1.60Lr+0.50W+1.60H
1.29 Dsi
150.00osi
0.008601
OK
+1.20D+0.50L+1.60S+1.60H
0.41 Dsi
150.00Dsi
0.002716
OK
+1.20D+1.60S+0.50W+1.60H
0.75 psi
150.00osi
0.004979
OK
+1.20D+0.50Lr+0.50L+W+1.60H
1.26 Dsi
150.00Dsi
0.008374
OK
+1.20D+O.50L+0.50S+W+1.60H
1.09 Dsi
150.00psi
0.007243
OK
+1.20D+0.50L+0.70S+E+1.60H
0.41 Dsi
150.00osi
0.002716
OK
+0.90D+W+0.90H
0.98 psi
150.00psi
0.006564
OK
.+0.90D+E+0.90H
0.31 psi
150.00osi
0.002037
OK
i
1-7 j <i % Z �70 v
L v��
0
DESIGN OF LATERAL SYSTEM
W -T STRUCTURAL ENGINEERING, LLC
-T STRUCTURAL ENGINEERING, LLC
CONSULTING STRUCTURAL ENGINEERS
77711 FLORA ROAD, SUITE 219 TEL: 760-285-3033
PALM DESERT, CALIFORNIA 92211 FAX: 224-293-6444
® PROJECT /A-lo2 4. A. 1/4 y
PROJECT NO. C -SI 26 91f
SUBJECCT, BY- J.16 DATE
1 oc/�✓ �R'� ,'� I�x ii��,�t.r'A C/!✓�`� PAGE OF
w@d®
. v4b e
uoA N
Ale
lZydn 4
6-✓ C d.o f/ley j�
-T STRUCTURAL ENGINEERING, LLC
CONSULTING STRUCTURAL ENGINEERS
77711 FLORA ROAD, SUITE 219 TEL: 760-285-3033
PALM DESERT, CALIFORNIA 92211 FAX: 224-293-6444
® PROJECT PROJECT NO.
SUBJECT BY DATE
PAGE OF
v,-*)/. y V Xi✓ 4
t
V L
Z 5�
y y-
o y-�-
C //� C X.
J
W -T STRUCTURAL ENGINEERING, LLC
CONSULTING STRUCTURAL ENGINEERS
77711 FLORA ROAD, SUITE 219 TEL: 760-285-3033
PALM DESERT, CALIFORNIA 92211 FAX: 224-293-6444
PROJECT PROJECT NO.
SUBJECT BY nATF
PAGE -1 OF
cl.
f �e�. %�? � Gil. � ,/�-=►�oJ �.'� �... G' .o
a �
z
4 ,may JU
r
l
Project Job Ref.
W -T Exterior Canopy CS17098
W -T Structural Engineering Section Sheet no./rev.
77-711 Flora Road, Suite 219 N -S Seismic Loads
Palm Desert, CA 92211 Calc. by Date Chk'd by Date App'd by Date
JSG 4/18/2017
WOOD SHEAR WALL DESIGN (NDS)
In accordance with NDS2015 allowable stress design and the perforated shear wall method
Tedds calculation version 1.2.01
Panel details
Structural wood panel sheathing on one side
Panel height h = 8 ft
Panel length b = 6 ft
Total area of wall A = h x b = 48 ft2
D + L
W+E
y.
a
Panel construction
Nominal stud size
Dressed stud size
Cross-sectional area of studs
Stud spacing
Nominal end post size
Dressed end post size
Cross-sectional area of end posts
Hole diameter
Net cross-sectional area of end posts
Nominal collector size
Dressed collector size
Service condition
Temperature
Vertical anchor stiffness
1
Ch1
Ll
1 6'--------
2" x 4"
1.5" x 3.5"
As = 5.25 inz
s=16 in
2x2"x4"
2x1.5"x3.5"
Ae = 10.5 inz
Dia = 1 in
Aen = 7.5 in
2x2"x4"
2x1.5"x3.5"
Dry
100 degF or less
ka = 30000 Win
h2
y
a
Y
M
N
M
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick)
Species, grade and size classification Douglas Fir -Larch, stud grade, 2" & wider
Specific gravity G = 0.50
Tension parallel to grain Ft = 450 Ib/int
Compression parallel to grain Fc = 850 Ib/inz
Modulus of elasticity E = 1400000 Ib/int
Minimum modulus of elasticity Emin = 510000 Ib/inz
Sheathing details
Sheathing material
Fastener type
7/16" wood panel oriented strandboard sheathing
8d common nails at 4"centers
From SDPWS Table 4.3A Nominal Unit,Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels
Nominal unit shear capacity for seismic design vs = min(760 plf, 1740 plf) = 760 Ib/ft
Nominal unit shear capacity for wind design vw = min(1065 plf, 2435 plf) =1065 Ib/ft
Apparent shear wall shear stiffness Ga = 22 kips/in
Loading details
Dead load acting on top of panel
Project
Job Ref.
W -T
Exterior Canopy
CS17098
W -T Structural Engineering
Section
Sheet no./rev.
77-711 Flora Road, suite 219
N -S Seismic Loads
2
Palm Desert, CA 92211
Calc. by
Date
Chk'd by
Date
App'd by
Date.
Ctc = 1.00
JSG
4/18/2017
CtE = 1.00
Incising factor — cl.4.3.8
Ci 1.00
Buckling stiffness factor — cl.4.4.2
From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick)
Species, grade and size classification Douglas Fir -Larch, stud grade, 2" & wider
Specific gravity G = 0.50
Tension parallel to grain Ft = 450 Ib/int
Compression parallel to grain Fc = 850 Ib/inz
Modulus of elasticity E = 1400000 Ib/int
Minimum modulus of elasticity Emin = 510000 Ib/inz
Sheathing details
Sheathing material
Fastener type
7/16" wood panel oriented strandboard sheathing
8d common nails at 4"centers
From SDPWS Table 4.3A Nominal Unit,Shear Capacities for Wood -Frame Shear Walls - Wood -based Panels
Nominal unit shear capacity for seismic design vs = min(760 plf, 1740 plf) = 760 Ib/ft
Nominal unit shear capacity for wind design vw = min(1065 plf, 2435 plf) =1065 Ib/ft
Apparent shear wall shear stiffness Ga = 22 kips/in
Loading details
Dead load acting on top of panel
D = 360 Ib/ft
Roof live load acting on top of panel
Lr = 240 Ib/ft
Self weight of panel
Sit = 10 Ib/ftz
In plane wind load acting at head of panel
W = 1500 lbs
Wind load serviceability factor
fwsery = 1.00
In plane seismic load acting at head of panel
Eq = 3045 lbs
Design spectral response accel. par., short periods
SDs = 1.143
From IBC 2015 cl.1605.3.1 Basic load combinations
Load combination no.1
D + 0.6W
Load combination no.2
D + 0.7E
Load combination no.3
D + 0.45W + 0.75Lf + 0.75(Lr or S or R)
Load combination no.4
D + 0.525E + 0.75Lf + 0.75S
Load combination no.5
0.6D + 0.6W
Load combination no.6
0:61]l + 0.7E
Adjustment factors
Load duration factor — Table 2.3.2
CD = 1.60
Size factor for tension — Table 4A
CFt = 1.10
Size factor for compression — Table 4A
CFc = 1.05
Wet service factor for tension — Table 4A •
CMt = 1.00
Wet service factor for compression — Table 4A
CMC = 1.00
Wet service factor for modulus of elasticity — Table
4A
CME = 1.00
Temperature factor for tension — Table 2.3.3
Cn = 1.00
Temperature factor for compression — Table 2.3.3
Ctc = 1.00
Temperature factor for modulus of elasticity — Table 2.3.3
CtE = 1.00
Incising factor — cl.4.3.8
Ci 1.00
Buckling stiffness factor — cl.4.4.2
Cr = 1.00
W
Project
Job Ref.
-T
Exterior Canopy
CS17098
W -T Structural Engineering
Section
Sheet no./rev.
77-711 Flora Road, suite 219
N -S Seismic Loads
3 r
Palm Desert, CA 92211
Calc. by
Date,
Chk'd by
Date
App'd by
Date
JSG
4/18/2017
Adjusted modulus of elasticity
Critical buckling design value
Reference compression design value
For sawn lumber
Column stability factor — egn.3.7-1
Emin' = Emin x CME x CtE x Ci x CT = 510000 psi
FcE = 0.822 x Emin' / (h / dy = 557 psi
Fc'=FcxCDxCMcxCtcxCFcxCG=1428 psi
c = 0.8
CP = (1 + (FcE / Fc`)) / (2 x c) — q([(1 + (FcE / Fc')) / (2 x C)]2 - (FcE /
Fc')/c)=0.35
From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios
Maximum shear wall aspect ratio 3.5
Perforated wall length b = 6 ft
Shear wall aspect ratio h / b = 1.333
Perforated shear wall capacity
Maximum shear force under wind loading
Shear capacity for wind loading
Maximum shear force under seismic loading
Shear capacity for seismic loading
Chord capacity for chords 1 and 2
Load combination 6
Shear force for maximum tension
Axial force for maximum tension
Maximum tensile force in chord
Maximum applied tensile stress
Design tensile stress
Vw_max = 0.6 x W = 0.9 kips
Vw=vwx b/2 = 3.195 kips
VW -Max / Vw = 0.282
PASS - Shear capacity for wind load exceeds maximum shear force
VS -max = 0.7 x Eq = 2.131 kips
Vs=vsxb/2=2.28 kips
Vs max / Vs = 0.935
PASS - Shear capacity for seismic load exceeds maximum shear force
V=0.7xEq=2.131 kips
P=(0.6x(D+ Swt xh)-0.7x0.2xSDS x(D+Smxh))xs/2=
0.129 kips
T=Vxh/(b)-P=2.713 kips
ft = T / A8„ = 362 Ib/int
Ft' =FtxCDxCMtxCnxCFtxCi=792 Ib/int
ft / Ft' = 0.4.57
PASS - Design tensile stress exceeds maximum applied tensile stress
Load combination 2
Shear force for maximum compression V = 0.7 x Eq = 2.131 kips
Axial force for maximum compression P = ((D + Swt x h) + 0.7 x 0.2 x SDs x (D + Swt x h)) x s / 2 = 0 34
Maximum compressive force in chord
Maximum applied compressive stress
Design compressive stress
Hold down force
Chord 1
Chord 2
kips
C=V xh/(b)+P=3.182 kips
Ac = C / A8 = 303 Ib/int
Fc' = Fc x CD x Cmc x Ctc x CFc x Ci x CP = 503 lb/int
fc / Fc' = 0.603
PASS - Design compressive stress exceeds maximum applied compressive stress
Ti = 2.713 kips
T2 = 2.713 kips
Wind load deflection
Design shear force Vsw = fwsery x W =1.5 kips
Deflection.limit Ow allow= h / 400 = 0.24 in
Induced unit shear vsw max = Vsw / b = 250 Ib/ft
Anchor tension force Ts = max(0 kips,v8w max x h - 0.6 x (D + Sm x h) x s / 2) = 1.824 kips
Shear wall deflection - Eqn. 4.3-1 Ssww = 2 x vs. -ma. x h3 / (3 x E x Ae x EL;) + vsw max x h / (Ga) + h x Ts / (ka x
EL;) = 0.184 in
Ssww / Ow avow = 0.765
PASS - Shear wall deflection is less.than deflection limit
Seismic deflection
Design shear force
Project
Job Ref.
W -T
Exterior Canopy
CS17098
W -T Structural Engineering
Section
Sheet no./rev.
77-711 Flora Road, Suite 219
N -S Seismic Loads
4
Palm Desert, CA 92211
Calc. by
Date
Chk'd by
Date
App'd by
Date
Ssws = Cas x Sswse / le = 1.228 in
JSG
4/18/2017
PASS - Shear wall deflection is less than deflection limit
Wind load deflection
Design shear force Vsw = fwsery x W =1.5 kips
Deflection.limit Ow allow= h / 400 = 0.24 in
Induced unit shear vsw max = Vsw / b = 250 Ib/ft
Anchor tension force Ts = max(0 kips,v8w max x h - 0.6 x (D + Sm x h) x s / 2) = 1.824 kips
Shear wall deflection - Eqn. 4.3-1 Ssww = 2 x vs. -ma. x h3 / (3 x E x Ae x EL;) + vsw max x h / (Ga) + h x Ts / (ka x
EL;) = 0.184 in
Ssww / Ow avow = 0.765
PASS - Shear wall deflection is less.than deflection limit
Seismic deflection
Design shear force
Vss = Eq = 3.045 kips
Deflection limit
As -allow= 0.020 x,h = 1.92 in
Induced unit shear
vss_max = Vss / b = 507.5 Ib/ft
Anchor tension force
Ts = max(0 kips,vss_max x h - (0.6 - 0.2 x SDs) x (D + Swt x h) x s / 2) = 3.951
kips
Shear wall elastic deflection - Eqn. 4.3-1
Sswse = 2 x vss_max x h3 / (3 x E x Ae x EL;) + vss_max x h / (Ga) + h x Ts / (ka x
EL;) = 0.384 in
Deflection ampification factor
Cds = 4
Seismic importance factor
le = 1.25
Amp. seis. deflection- AS.CE7 Eqn. 12.8-15
Ssws = Cas x Sswse / le = 1.228 in
Ssws / As avow = 0.64
PASS - Shear wall deflection is less than deflection limit
/�lbv,7la� AA4 Df- ✓1h
/* ;2
� iti g
• •�, 1S= j''� Vii.:..' k.
ry L
YV 7
r
/ l
C) y y 77!L
Q
DESIGN OF COLUMNS
W -T STRUCTURAL ENGINEERING, LLC
Wood Columna:ile=V:12017JobXS17098_440900wtilloDdve_LaQuinta,CXCS17098_CaIcslStructuiaftEnercalcicanopy.eo
ENERCALC, INC. 1983-2017, Build:6:17.2.28, Ver.6.17.2.28.
r.rr-
Description : WC1- 6x6
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used' IBC 2015
General Information
Analysis Method :
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Southern Pine
Overall Column Height
Sawn
8.0 ft
( Used for non -slender calculations )
5.50 in
Wood Species
Douglas Fir - Larch
5.50 in
Wood Grade
No.1
30.250 in A2
Fb - Tension
1,000.0 psi Fv
180.0 psi
Fb - Compr
1,000.0 psi Ft
675.0 psi
Fc - Prll
1,500.0 psi Density
31.20 pcf
Fc - Perp
625.0 psi
Fc: Allowable
E : Modulus of Elasticity
... x -x Bending
y -y Bending
PASS
Basic 1,700.0
1,700.0
0.0 :1
Minimum 620.0
620.0
ed Loads
Wood Section Name
6x6
Wood Grading/Manuf.
Southern Pine
Wood Member Type
Sawn
+D+0,60W+H
Exact Width
5.50 in
Allow Stress Modification Factors
Exact Depth
5.50 in
Cf or Cv for Bending 1.0
Area
30.250 in A2
Cf or Cv for Compression 1.0
Ix
76.255 in^4
Cf or Cv for Tension 1.0
ly 76.255 in A4 Cm: Wet Use Factor 1.0
Ct : Temperature Factor 1.0
Cfu : Flat Use Factor 1.0
Axial Kf : Built-up columns 1.0 NDS 15.3.2
1,700.0 ksi Use Cr: Repetitive ? No
Brace condition for deflection (buckling) along columns:
X -X (width) axis: Unbraced Length for X -X Axis buckling = 8.0 ft, K =1.0
Y -Y (depth) axis : Unbraced Length for X -X Axis buckling = 8.0 ft, K =1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 52.433 lbs * Dead Load Factor
AXIAL LOADS ...
Roof Loads: Axial Load at 8.0 ft, D = 0.70, Lr = 0.50, W = 2.50 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.05570 :1
Maximum SERVICE Lateral Load Reactions.
Load Combination
+D+0,60W+H
.
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 ...
0.900
...
Along Y -Y 0.0 in at 0.0 ft above base
Applied Axial
2.252 k
for load combination : n/a
Applied Mx
0.0 k -ft
8.0 ft
Applied My
0.0 k -ft
AlongX-X 0.0 in at 0.0 ft above base
Fc: Allowable
1,336.72 psi
for load combination : n/a
0.0
PASS
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bending Compression Tension
Load Combination
+0.60D+0.70E+0.60H
O.Oft
Location of max.above base
8.0 ft
8.0 ft
Applied Design Shear
0.0 psi
0.680
Allowable Shear
288.0 psi
0.0 ft
Load Combination Results
PASS
8.0 ft
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P
Stress Ratio
Status
Location
Stress Ratio
Status Location
+D+H
0.900
0.759
0.02426
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+L+H
1.000
0.727
0.02280
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+Lr+H
1.250
0.650
0.03396
PASS
O.Oft
0.0
PASS
8.0 ft
+D+S+H
1.150
0.680
0.02120
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750Lr+0.750L+H
1.250
0.650
0.03057
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+H
1.150
0.680
0.02120
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.60W+H
1.600
0.557
0.05570
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.70E+H
1.600
0.557
0.01861
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750Lr+0.750L+0.450W+H
1.600
0.557
0.05570
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+0.450W+H
1.600
0.557
0.04643
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+0.5250E+H
1.600
0.557
0.01861
PASS
0.0 ft
0.0
PASS
8.0 ft
+0.60D+0.60W+0.60H
1.600
0.557
0.04826
PASS
0.0 ft
0.0
PASS
8.0 ft
Wood CIla olumn
Max. X -X Deflection
'ile=V:12017JobsICS17098440900cotilloDdve_LaQuinta,CA1CS17098_CaicslShllctUrallEndrC6]clc. anopy.ec6
Max. Y -Y Deflection
Distance
+D+H
ENERCALC, INC.,19832017; Build:6.17.2.28)Ver:6.1'7. 28
r.ii-:
0.000 in
0.000 ft
+D+L+H
Description : WC1 -6x6
0.000 ft
0.000 in
0.000 ft
Load Combination Results
0.0000 in
0.000 It
0.000 in
0.000 ft
Maximum Axial + Bending Stress Ratios
C C
Maximum Shear Ratios
Load Combination
D P
Stress Ratio Status Location
Stress Ratio Status Location
+0.60D+0.70E+0.60H
1.600 0.557
0.01117 PASS 0.0 ft
0.0 PASS 8.0 ft
Maximum Reactions
0.0000 in
0.000 It
Note: Only non -zero reactions are listed.
0.000 ft
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base @ Top
@ Base @ Top .
@ Base
+O+H
0.000 in
k
k 0.752 k
+D+L+H
0.000 ft
k
k 0.752 k
+D+Lr+H
0.0000 in
k
k 1.252 k
+D+S+H
+D+0.750L+0.750S+0.450W+H
k
k 0.752 k
+0+0.750Lr+0.750L+H
0.000 ft
k
k 1.127 k
+D+0.750L+0.750S+H
0.000 in
k
k 0.752 k
+0+O.60W+H
0.000 ft
k
k 2.252 k
+D+0.70E+H
0.0000 in
k
k 0.752 k
+D+0.750Lr+0.750L+0.450W+H
D Only
k
k 2.252 k
+D+0.750L+0.750S+0.450W+H
0.000 ft
k
k 1.877 k
+D+0.750L+0.750S+0.5250E+H
0.000 in
k
k 0.752 k
+0.60D+0.60W+0.60H
0.000 ft
k
k 1.951 k
+0.60D+0.70E+0.60H
0.0000 in
k
k 0.451 k
D Only
W Only
k
k 0.752 k
Lr Only
0.000 ft
k
k 0.500 k
L Only
0.000 in
k
k k
S Only
0.000 It
k
k k
W Only
k
k 2.500 k
E Only
k
k k
H Only
k
k k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0+0.750L+0.750S+H
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+0.60W+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0+0.70E+H
0.0000 in
0.000 It
0.000 in
0.000 ft
40+0.750Lr+0.750L+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+0.750Lr+0.750L-0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+0.750L+0.750S+0.450W+H
0.0000 in
0.000 It
0.000 in
0.000 ft
40+0.750L40.750S+0.5250E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.60W+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.70E+0.60H
0.0000 in
0.000 ft
0.000 in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 It
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 in
0.000 It
W Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
E Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
H Only
0.0000 in
0.000 It
0.000 in
0.000 It
Wood .Column ' . :ile = V:12017 Jobs1CS17098_44090 Ocotillo Ddve_La Quinta, CA1CS17098_CalcslStructuraREnercalcicanopy.ec6 '
ENERCALC;.INC.1983-2017, Build:6.17.2.28, Ver.6.17.2.28
Description : WC1-6x6
Sketches
Y
9.70k
o _
N
r
DESIGN OF GIRDERS
W -T STRUCTURAL ENGINEERING, LLC
Wood Beam ile=V:12017
Description : DOUBLE 2X8 WOOD GIRDER
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
E: Modulus of Elasticity
Load Combination Set: IBC 2015
Ebend-xx 1,700.Oksi
Material Properties
Eminbend - xx 620.0 ksi
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination iBC 2015
Fb - Compr
675.0 psi
Fc - Prll
Wood Species : Douglas Fir - Larch
Fc - Perp
Wood Grade ; No.1
Fv
i
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
D(0.39) Lr(0. 75) W(1.375)
C(0.028) Lr 0.02 mo. D 0.007 Lr(0.005
i
I
Load for Span Number 2
I
1
i
i 2-2x8
I
2-2x8
90 Ocotillo Ddve_La Quinta, CA1CS17098_CalcslStructuraREnercalcicanopy.ec6
ENERCALC, INC. 1983.2017, Build:6.17.2.28. Ver:6.17.2.28
1,000.0 psi
E: Modulus of Elasticity
1,000.0 psi
Ebend-xx 1,700.Oksi
1,500.0 psi
Eminbend - xx 620.0 ksi
625.0 psi
Service loads entered. Load Factors will be
180.0 psi
Beam self weight calculated and added to loads
675.0 psi
Density 31.20pcf
0.025
D(0.28) Lr(0.2) W(1)
Load for Span Number 1
i
Uniform Load.: D = 0.0070, Lr = 0.0050, W = 0.0250 ksf, Tributary Width = 4.0 ft, (Roof)
Span = 1.590 ft
Span = 9.670 ft
Applied Loads
Service loads entered. Load Factors will be
applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load.: D = 0.0070, Lr = 0.0050, W = 0.0250 ksf, Tributary Width = 4.0 ft, (Roof)
Load for Span Number 2
Uniform Load : D = 0.0070, Lr = 0.0050, W = 0.0250 ksf, Tributary Width = 1.0 ft, (Roof)
Point Load : D = 0.390, Lr = 0.2750, W =1.375 k A 3.50 ft, (2 x 8 & 2 x 6 Roof Joists)
Point Load: D = 0.280, Lr = 0.20, W =1.0 k
0 8.0 ft, (2 x 8 & 2 x 6 Roof Joists)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.988 1 Maximum Shear Stress Ratio =
0.304: 1
Section used for this span
2-2x8
Section used for this span
2.2x8
fb :Actual
1,578.07psi
fv : Actual =
87.51 psi
FB : Allowable =
1,600.00psi
Fv: Allowable
288.00 psi j
Load Combination
+D+0.60W+H
Load Combination +D+0.750Lr+0.750L+0.450W+H j
Location of maximum on span =
3.511 ft
Location of maximum on span =
9.076 it
Span # where maximum occurs =
Span # 2
Span # where maximum occurs =
Span # 2
Maximum Deflection
Max Downward Transient Deflection
0.374 in Ratio=
310>=180.
Max Upward Transient Deflection
-0.190 in Ratio=
200>=180.
Max Downward Total Deflection
0.335 in Ratio=
346>=180
Max Upward Total Deflection
-0.170 in Ratio =
222>=180
'
I
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 Cr C m
C t C L M fb Fb
V
fv Fv
+D+6
0.00
0.00
0.00 0.00
Length =1.590 ft 1 0.021 0.149
0.90 1.000 1.00 1.00 1.00
1.00 1.00 0.04 18.88 900.00
0.35
24.22 162.00
Length = 9.670 ft 2 0.578 0.178
0.90 1.000 1.00 1.00 1.00
1.00 1.00 1.14 520.27 900.00
0.42
28.84 162.00
+D+L+H
1.000 1.00 1.00 1.00
1.00 1.00 0.00
0.00
0.00 0.00
Length =1.590 ft 1 0.019 0.135
1.00 1.000 1.00 1.00 1.00
1.00 1.00 0.04 18.88 1000.00
0.35
24.22 180.00
Wood Beam -ile=V:12017JobsICS17098 440900cotilloDdve_LaOuinta, CAICS17098_Calcs\StructurallEnercalcicanopt
I I,,Nis us, in ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17
Description : DOUBLE 2X8 WOOD GIRDER
Load Combination Max Stress Ratios
Segment Length Span # M V
Cd CFN Ci Cr Cm C t CI
Moment Values
M fb F'b
Shear Values
V tv F'v
Length = 9.670 It 2
0.520
0.160
1.00
1.000
1.00
1.00
1.00
1.00
1.00
1.14
520.27
1000.00
0.42
28.84
180.00
+D+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.024
0.179
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.07
30.42
1250.00
0.58
40.34
225.00
Length = 9.670 ft 2
0.698
0.215
1.25
1.000
1.00
1.00
1.00
1.00
1.00
1.91
872.87
1250.00
0.70
48.40
225.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 1.590 ft 1
0.016
0.117
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.04
18.88
1150.00
0.35
24.22
207.00
Length = 9.670 ft 2
0.452
0.139
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.14
520.27
1150.00
0.42
28.84
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.022
0.161
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.06
27.54
1250.00
0.53
36.31
225.00
Length = 9.670 ft 2
0.628
0.193
1.25
1.000
1.00
1.00
1.00.
1.00
1.00
1.72
784.72
1250.00
0.63
43.51
225.00
+0+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.016
0.117
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.04
18.88
1150.00
0.35
24.22
207.00
Length = 9.670 ft 2
0.452
0.139
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.14
520.27
1150.00
0.42
28.84
207.00
+D40.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.033
0.252
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.12
53.51
1600.00
1.05
72.59
288.00
Length = 9.670 ft 2
0.986
0.304
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.46
1,578.07
1600.00
1.27
87.51
288.00
+D-0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.010
0.084
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.03
15.75
1600.00
0.35
24.16
288.00
Length = 9.670 ft 2
0.336
0.104
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.18
537.54
1600.00
0.43
29.83
288.00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 It 1
0.012
0.084
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.04
18.88
1600.00
0.35
24.22
288.00
Length = 9.670 ft 2
0.325
0.100
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.14
520.27
1600.00
0.42
28.84
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.033
0.252
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.12
53.51
1600.00
1.05
72.59
288.00
Length = 9.670 ft 2
0.986
0.304
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.46
1,578.07
1600.00
1.27
87.51
288.00
+D+0.750Lr+0.75OL-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.001
0.001
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.00
1.57
1600.00
0.00
0.18
288.00
Length = 9.670 ft 2
0.005
0.003
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.02
8.64
1600.00
0.01
0.80
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.028
0.210
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.10
44.85
1600.00
0.88
60.50
288.00
Length = 9.670 ft 2
0.821
0.253
1.60
1.000
1.00
1.00
1.00
1.00
1.00
2.88
1,313.62
1600.00
1.06
72.85
288.00
+D+0.750L+0.750S-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.004
0.042
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.02
7.09
1600.00
0.17
12.05
288.00
Length = 9.670 ft 2
0.171
0.053
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.60
273.09
1600.00
0.22
15.20
288.00
+0+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.012
0.084
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.04
18.88
1600.00
0.35
24.22
288.00
Length = 9.670 ft 2
0.325
0.100
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.14
520.27
1600.00
0.42
28.84
288.00
+0.60D+0.60W40.60H
1.000
1.00
1.00
1.00
1.00.
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.029
0.218
1.60
1.000
1.00
1.00
1.00.
1.00
1.00 •
0.10
45.96
1600.00
0.91
62.91
288.00
Length = 9.670 ft 2
0.856
0.264
1.60
1.000
1.00
1.00
1.00
1.00
1.00
3.00
1,369.97
1600.00
1.10
75.98
288.00
+0.60D-0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.015
0.118
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.05
23.30
1600.00
0.49
33.85
288.00
Length = 9.670 ft 2
0.466
0.144
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.63
745.65.
1600.00
0.60
41.37
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =1.590 ft 1
0.007
0.050
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.02
11.33
1600.00
0.21
14.53
288.00
Length = 9.670 ft 2
0.195
0.060
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.68
312.16
1600.00
0.25
17.30
288.00
Overall Maximum Deflections_
Load Combination
Span
Max. " " Deb Location
in Span
Load Combination
Max. "+" Deft
Location in Span
1
0.0000
0.000
W Only
-0.1900
0.000
W Only
2
0.3735
4.808
0.0000
0.000
Vertical Reactions
ISupport notation:
Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
1.343
1.433
Overall MINimum
0.246
0.255
+O+H
'0.410
0.425
+D+L+H
0.410
0.425
+D+Lr+H
0.679
0.712
+D+S+H
0.410
0.425
Yyoo I Beam
Description : DOUBLE 2X8 WOOD GIRDER
Vertical Reactions
'ile = V:12017 JobsICS17098_44090 Ocotillo Ddve_La Ouinta, CA1CS17098_CalcslStructurallEnercalcicanopy.ec6 .
ENERCALC, INC., 19832017, Build:6.17.2.28, Ver.6.17.2.28 '.
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
4".750Lr+0.750L+H
0.612 0.640
+D+0.750L+0.750S+H
0.410 0.425
+D+0.60W+H
1.216 1.285
+D+0.70E+H
0.410 0.425
+O+0.750Lr+0.750L+0.450W+H
1.216 1.285
+D+0.750L+0.750S+0.450W+H
1.014 1.070
+0+0.750L+0.750S+0.5250E+H
0.410 0.425
+0.60D+0.60W+0.60H
1.052 1.115
+0.60D+0.70E+0.60H
0.246 0.255
D Only
0.410 0.425
Lr Only
0.269 0.287
L Only
S Only
W Only
1.343 1.433
E Only
H Only
i
1.
DESIGN OF WOOD JOISTS AND PURLINS
W -T STRUCTURAL ENGINEERING, LLC
Wood Beam -ile=V:12017
Description : 2X8 WOOD JOIST @ 4'-0" o.c.
CODE REFERENCES
Drive -La Quinta, CAICS17098_CalcslStructurallEnercalcicanopy.e66
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
1
0.180
Load for Span Number 1
Load Combination Set: IBC 2015
1.000.
Uniform Load : D = 0.0070, Lr = 0.0050, W = 0.0250
ksf, Tributary Width = 4.0 ft, (Roof)
Material Properties
1.00
1.00 ,
Uniform Load: D = 0.0070, Lr = 0.0050, W = 0.0250
Analysis Method: Allowable Stress Design
Fb - Tension
1,000.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb - Compr
1,000.0 psi
Ebend- xx 1,700.0 ksi
Section used for this span
Fc - Prll
1,500.0 psi
Eminbend - xx 620.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Load Combination
Wood Grade : No.1
Fv
180.0 psi
7.063ft
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
:675.0 psi
Density 31.20pcf
D 0.028 Lr 0.02 W 0.1
D 0.028 Lr 0.02 W 0.1
1.00
30
Max Downward Transient Deflection
0.707 in Ratio=
223>=150.
Max Upward Transient Deflection
-0.471 in Ratio =
174>=150.
Max Downward Total Deflection
2x8
2x8
Max Upward Total Deflection
Span = 3.420 ft
Span = 13.170 ft
Applied. Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
1
0.180
Load for Span Number 1
0.90
1.000.
Uniform Load : D = 0.0070, Lr = 0.0050, W = 0.0250
ksf, Tributary Width = 4.0 ft, (Roof)
Load for Span Number 2
1.00
1.00 ,
Uniform Load: D = 0.0070, Lr = 0.0050, W = 0.0250
ksf, Tributary Width = 4.0 ft, (Roofl
DESIGN SUMMARY
0.166
0.90
Maximum Bending Stress Ratio =
0.972 1 Maximum Shear Stress Ratio
Section used for this span
2x8
Section used for this span
fb : Actual
1,555.79psi
fv : Actual
FB : Allowable
1,600.00psi
Fv : Allowable
Load Combination
+D+0.60W+H
Load Combination
Location of maximum on span =
7.063ft
Location of maximum on span
Span # where maximum occurs =
Span # 2
Span # where maximum occurs
Maximum Deflection
1.00
1.000
Max Downward Transient Deflection
0.707 in Ratio=
223>=150.
Max Upward Transient Deflection
-0.471 in Ratio =
174>=150.
Max Downward Total Deflection
0.639 in Ratio =
247>=180
Max Upward Total Deflection
-0.425 in Ratio =
192 >=180
---- ...- - -............._.._....__......_.._.-.._.... .._._.- ....... ------
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Cd C FN C i Cr C m C t C L
+D+H
Length = 3.420 ft
1
0.180
0.166
0.90
1.000.
1.00
1.00
1.00
1.00
1.00 ,
Length =13.170 It
2
0.581
0.166
0.90
1.000
1.00
1.00
1.00
1.00
1.00
+D+L+H
0.00
0.00
0.00
1.000
1.00
1.00
1.00
1.00
1.00
Length = 3.420 ft
1
0.162
0.150
1.00
1.000
1.00
1.00
1.00
1.00
1.00
Length =13.170 It
2
0.523
0.150
1.00
1.000
1.00
1.00
1.00
1.00
1.00
+0+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
Moment Values
M
0.18
0.57
0.18
0.57
- 0.279 :1
2x8
80.27 psi
288.00 psi
+D+0.60W+H
3.420 ft j
Span # 1
i
I
fb Fb
0.00
162.12 900.00
522.69 900.00
0.00
162.12 1000.00
522.69 1000.00
0.00
Shear Values
V
tv
F'v
0.00
0.00
0.00
0.20
26.97
162.00
0.20
26.97
162.00
0.00
0.00
0.00
0.20
26.97
180.00
0.20
26.97
180.00
0.00
0.00
0.00
Wood Beam =ile = V:12017 JobsICS17098_44090 Ocotillo Drive_La Cuinta, CAICS17098_CalcslSWcturallEnercalcicanopy.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28. Ver:6.17.2.28
Description : 2X8 WOOD JOIST @ 4'-0" O.C.
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
tv
F'v
Length = 3.420 ft
1
0.215
0.199
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.29
268.93
1250.00
0.32
44.73
225.00
Length =13.170 ft
2
0.694
0.199
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.95
867.05
1250.00
0.32
44.73
225.00
+D+S+H
"1
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
0.141
0.130
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.18
162.12
1150.00
0.20
26.97
207.00
Length =13.170 ft
2
0.455
0.130
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.57
522.69
1150.00
0.20
26.97
207.00
+0+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.194
0.179
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.27
242.23
1250.00
0.29
40.29
225.00
Length =13.170 ft
2
0.625
0.179
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.86
780.96
1250.00
0.29
40.29
225.00
+D+0.750L+0.750S+H
.1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.141
0.130
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.18
162.12
1150.00
0.20
26.97
207.00
Length =13.170 ft
2
0.455
0.130
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.57
522.69
1150.00
0.20
26.97
207.00
+0+0.60W+H
1.000
1.00
1.00
1.00'
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.302
0.279
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.53
482.55
1600.00
0.58
80.27
288.00
Length = 13.170 ft
2
0.972
0.279
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.70
1,555.79
1600.00
0.58
80.27
288.00
+D-0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.099
0.091
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.17
158.31
1600.00
0.19
26.33
288.00
Length =13.170 ft
2
0.319
0.091
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.56
510.42
1600.00
0.19
26.33
288.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.101
0.094
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.18
162.12
1600.00
0.20
26.97
288.00
Length =13.170 ft
2
0.327
0.094
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.57
522.69
1600.00
0.20
26.97
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.302
0.279
1.60
1.000
1.00
1.00
1.00
1.00
1:00
0.53
482.55
1600.00
0.58
80.27
288.00
Length =13.170 ft
2
0.972
0.279
1.60
1.000
, 1.00
1.00
1.00
1.00
1.00
1.70
1,555.79
1600.00
0.58
80.27
288.00
+D+0.750Lr+0.750L-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.001
0.001
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.00
1.90
1600.00
0.00
0.32
288.00
Length =13.170 ft
2
0.004
0.001
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.01
6.13
1600.00
0.00
0.32
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.252
0.232
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.44
402.45
1600.00
0.49
66.94
288.00
Length =13.170 ft
2
0.811
0.232
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.42
1,297.51
1600.00
0.49
66.94
288.00
+D+0.750L+0.750S-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.049
0.045
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.09
78.21
1600.00
0.09
13.01
288.00
Length = 13.170 ft
2
0.158
0.045
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.28
252.14
1600.00
0.09
13.01
288.00
+D+0.750L+0.750S+0.5250E+H
•
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
.
0.00
0.00
Length = 3.420 ft
1
0.101
0.094
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.18
162.12
1600.00
0.20
26.97
288.00
Length =13.170 ft
2
0.327
0.094
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.57
522.69
1600.00
0.20
26.97
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.261
0.241
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.46
417.71
1600.00
0.50
69.48
288.00
Length =13.170 ft
2
0.842
0.241
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.47
1,346.71
1600.00
0.50
69.48
288.00
+0.60D-0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.139
0.129
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.24
223.16
1600.00
0.27
37.12
288.00
Length =13.170 ft
2
0.450
0.129
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.79
719.49
1600.00
0.27
37.12
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 3.420 ft
1
0.061
0.056
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.11
97.27
1600.00 -
0.12
16.18
288.00
Length =13.170 ft
2
0.196
0.056
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.34
313.61
1600.00
0.12
16.18
288.00
Overall Maximum Deflections
Load Combination
Span
Max. " " Deft Location
in Span
Load Combination
Max. "+" Deft Location in Span
1
0.0000
0.000
W Only
-0.4706
0.000
W Only
2
0.7067
6.769
0.0000
0.000
Vertical Reactions
Support notation
: Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
1.045
0.614
Overall MINimum
0.190
0.112
+D+H
0.317
0.186
+D+L+H
0.317
0.186
+D+Lr+H
0.526
0.309
+D+S+H
0.317
0.186
+D+0.750Lr+0.750L+H
0.474
0.279
+D+0.750L+0.750S+H
0.317
0.186
ti
r
Wood -Beam
-ile = V:12017 JobsICS17098_44090 Ocotillo Drive_La Quinta, CA1CS17098_CalcslStructurallEnercalcicaribpy:ec6
ENERCALC, INC. 19832017, Build:6.17.2.28, Ver:6.17.2.28
Description : 2X8 WOOD JOIST @ 4- o.c.
,Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
+D+0.60W+H
0.944 0.555
+D+0.70E+H
0.317 0.186
+D+0.750Lr+0.750L+0.450W+H
0.944 0.555
+D+0.750L40.750S+0.450W+H
0.787 0.463
+D+0.750L+0.750S+0.5250E+H
0.317 0.186
+0.60D+0.60W+0.60H
0.817 0.480
+0.60D40.70E+0.60H
0.190 0.112
D Only
0.317 0.186
Lr Only
0.209 0.123
L Only
S Only
W Only
1.045 0.614
E Only
H Only
ti
r
Wood Beam 'ile = V:12017 Jobs1CS17098_44090 Ocotillo D6ve_La Quinta, CAICS17098-CaIcslStr icturallEnercalcicanopy.ec6
E.NERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
�.rr•
Description : 2X6 WOOD JOIST @ 4'-0" o.c.
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
1,000.0 psi
E: Modulus of Elasticity
Load Combination 1BC 2015
Fb - Compr
1,000.0 psi
Ebend- xx 1,700.Oksi
I
Fc - Prll
1,500.0 psi
Eminbend - xx 620.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
2x6
Wood Grade : No.1
Fv
180.0 psi
1,159.82 psi
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
675.0 psi
Density 31.20pcf
1,600.O0psi
D 0.028 Lr 0.02 W 0.1
288.00 psi j
Load Combination
+D+0.60W+H
Load Combination
2x6
Span = 8.070 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Max Stress Ratios
Uniform Load : D = 0.0070, Lr = 0.0050, W = 0.0250
ksf, Tributary Width = 4.0 ft, (Roof)
DESIGN SUMMARY_-
I
Moment Values
'Maximum Bending Stress Ratio =
............ ... . _ .....
0.72S1 Maximum Shear Stress Ratio =
0.204 : 1
Section used for this span
2x6
Section used for this span
2x6
fb : Actual =
1,159.82 psi
fv : Actual
58.66 psi
FB: Allowable =
1,600.O0psi
Fv : Allowable =
288.00 psi j
Load Combination
+D+0.60W+H
Load Combination
+D+0.60W+H
Location of maximum on span =
4.035ft
Location of maximum on span =
7.628 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.271 in Ratio=
356 >=240.
0.00
Max Upward Transient Deflection
0.000 in Ratio =
0 <240.0
1
Max Downward Total Deflection
0.244 in Ratio =
397>=180
j
Max Upward Total Deflection
0.000 in Ratio =
0<180
1.00
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
I
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
Fb
V
tv
F'v
+D+H
0.00
0.00
0.00
0.00
Length = 8.070 ft
1
0.428
0.120
0.90
1.000
1.00
1.00
1.00
1.00
1.00
0.24
384.78
900.00
0.11
19A6
162.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft
1
0.385
0.108
1.00
1.000
1.00
1.00
1.00
1.00
1.00
0.24
384.78
1000.00
0.11
19.46
180.00
+O+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft
1
0.514
0.145
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.41
643.12
1250.00
0.18
32.53
225.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft
1
0.335
0.094
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.24
384.78
1150.00
0.11
19.46
207.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 It
1
0.463
0.130
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.36
578.54
1250.00
0.16
29.26
225.00
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Wood Beam
Description : 2X6 WOOD JOIST @ 4'-0" o.c.
Load Combination Max Stress Ratios
Segment Length Span # M V
= V:12017 Jo bsICS17098_44090 Ocotillo Ddve_La Ouinta, CA1CS17098_Calcs\Struc1
ENEACALC, INC.19n2017, Buil
Moment Values
Cd CFN Ci Cr Cm C t CL
M ib F'b
al\Enefcalcicanopy.ec6
6.17: 2.28; .Ver: 6.17.2.28
Shear Values
V tv F'v
Lengm = tt.uiu tt 1
0.335
0.094
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.24
384.78
1150.00
0.11
19.46
207.00
+D+0.60W+H
0.201
+D+S+H
0.120
1.000
1.00
1.00
1.00
1.00
1.00
0.120
+D+0.60W+H
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.725
0.204
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.73
1,159.82
1600.00
0.32
58.66
288.00
+D-0.60W+H
0.120
0.120
Lr Only
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.244
0.069
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.25
390.26
1600.00
0.11
19.74
288.00
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length'-- 8.070 ft 1
0.240
0.068
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.24
384.78
1600.00
0.11
19.46.
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.725
0.204
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.73
1,159.82
1600.00
0.32
58.66
288.00
+D40.750Lr+0.75OL-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.002
0.000
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.00
2.74
1600.00
0.00
0.14
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00.
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.604
0.170
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.61
966.06
1600.00
0.27
48.86
288.00
+D+0.750L+0.750S-0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.123
0.035
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.12
196.50
1600.00
0.05
9.94
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.240
0.068
1.60
1.000
1.00
1.00
1.00
1.00
1.00 -
0.24
384.78
1600.00
0.11
19.46
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.629
0.177
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.63
1,005.91
1600.00
0.28
50.87
288.00
+0.60D-0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.340
0.096
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.34
544.18
1600.00
0.15
27.52
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 8.070 ft 1
0.144
0.041
1.60
1.000
1.00
1.00
1.00
, 1.00
1.00
0.15
230.87
1600.00
0.06
11.68
288.00
Overall Maximum Deflections
Load Combination
Span
Max. " "
Defl
Location in Span
Load Combination
Max. "+" Defl
. Location in Span
W Only
1
0.2715
4.064
0.0000
0.000
Vertical Reactions
Support notation : Far
left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.404
0.404
Overall MINimum
0.072
0.072
+D+H
0.120
0.120
+D+L+H
0.120
0.120
+D+Lr+H
0.201
0.201
+D+S+H
0.120
0.120
+D+0.750Lr+0.750L+H
0.181
0.181
+D+0.750L+0.750S+H
0.120
0.120
+D+0.60W+H
0.362
0.362
+0+0.70E+H
0.120
0.120
+0+0.750Lr+0.750L+0.450W+H
0.362
0.362
+D+0.750L+0.750S+0.450W+H
0.302
0.302
+D+0.750L+0.750S+0.5250E+41
0.120
0.120
+0.60D+0.60W+0.60H
0.314
0.314
+0.60D40.70E+0.60H
0.072
0.072
D Only
0.120
0.120
Lr Only
0.081
0.081
L Only
S Only
W Only
0.404
0.404
E Only
H Only
Wood Beam
-ile = V:12017 JobsICS17098_44090 Ocotillo Drive La Quinta, CAICS17098_Calcs\Structural\Enercalcicanopy.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
r.ir•
Description : 2X4 WOOD PURLIN @ 16" O.C.
_ CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension 1,000.0 psi E : Modulus of Elasticity
Load Combination f BC 2015
Fb - Compr 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 ; No.1
Fv 180.0 psi
Ft 675.0 psi
Density
31.20pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Repetitive Member
Stress Increase
I
D 0.00931 Lr 0.00665 W 0.03325
i
2X4
i
I
I
i
I
I
Span = 4.0 n
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0070, Lr = 0.0050, W = 0.0250 ksf, Tributary Width
=1.330 It, (Roof)
DESIGN SUMMARY
'Maximum Bending Stress Ratio =
0.1291 1
Maximum Shear Stress Ratio
=
0.052 : 1
Section used for this span
2x4
Section used for this span
2x4
fb : Actual =
238.22 psi
fv : Actual
14.96 psi
FB: Allowable =
1,840.00 psi
Fv : Allowable
288.00 psi
Load Combination
+D+0.60W+H
Load Combination
+p+0.60W+H
Location of maximum on span =
2.000ft
Location of maximum on span
=
3.723 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.021 in Ratio= 2270>=360.
I
Max Upward Transient Deflection
0.000 in Ratio= 0 <360.0
Max Downward Total Deflection
0.019 in Ratio = 2483>=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 m C t C L M fb
Fb
V tv F'v
+D+H
0.00
0.00 0.00 0.00
Length = 4.0 ft 1 0.079 0.032 0.90
1.000 1.00 1.15
1.00 1.00 1.00 0.02 81.87
1035.00
0.02 5.14 162.00
+D+L+H
1.000 1.00 1.15
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length = 4.0 ft 1 0.071 0.029 1.00
1.000 1.00 1.15
1.00 1.00 1.00 0.02 81.87
1150.00
0.02 5.14 180.00
+D+Lr+H
1.000 1.00 1.15
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length =.4.0 ft 1 0.093 0.037 1.25
1.000 1.00 1.15
1.00 1.00 1.00 0.03 133.99
1437.50
0.03 8.42 225.00
+D+S+H
.1.000 1.00 1.15
1.00 1.00 1.00
0.00
0.00 0.00 0.00
Length = 4.0 ft 1 0.062 0.025 1.15
1.000 1.00 1.15
1.00 1.00 1.00 0.02 81.87
1322.50
0.02 5.14 207.00
+D+0.750Lr+0.750L+H
1.000 1.00 1.15
1.00 1.00 1.00
0.00
0.00. 0.00 0.00
Length = 4.0 ft 1 0.084 0.034 1.25
1.000 1.00 1.15
1.00 1.00 1.00 0.03 120.96
1437.50
0.03 7.60 225.00
+0+0.750L+0.750S+H
1.000 1.00 1.15
-1.00 1.00 1.00
0.00
0.00 0.00 0.00
Wood Beam -ile =,,V :12017 JobsICS17098 44090 Ocotillo Drive -La Quinta, CAICS17098_CalcslStructura
ENERCALC, INC. 1983-2017, Build:6.
Description : 2X4 WOOD PURLIN @ 16" o.c.
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t.
CL
M
fb
F'b
V
fv
F'v
Length = 4.0 It 1 '
0.062
0.025
1.15
1.000
1.00
1.15
1.00
1.00
1.00
0.02
81.87
1322.50
0.02
5.14
207.00
+D+0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.129
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.06
238.22
1840.00
0.05
14.96
288.00
+D-0.60W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.040
0.016
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.02
74.47
1840.00
0.02
4.68
288.00
+D+0.70E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.044
0.018
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.02
81.87
1840.00
0.02
5.14
288.00
+D+0.750Lr+0.75OL+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.129
0.052
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.06
238.22
1840.00
0.05
14.96
288.00
+D+0.750Lr+0.75OL-0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.002
0.001
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.00
3.70
1840.00
0.00
0.23
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.108
0.043
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.05
199.13
1840.00
0.04
12.51
288.00
+D+0.750L+0.750S-0.450W+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.019
0.008
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.01
35.38
1840.00
0.01
2.22
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.044
0.018
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.02
81.87
1840.00
0.02
5.14
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.112
0.045
1.60
1.000.
1.00
1.15
1.00
1.00
1.00
0.05
205.47
1840.00
0.05
12.90
288.00
+0.60D-0.60W+0.60H
1.000
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.058
0.023
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.03
107.22
1840.00
0.02
6.73
288.00
+0.60D+0.70E+0.60H
1.000
1.00
115
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.027
0.011
1.60
1.000
1.00
1.15
1.00
1.00
1.00
0.01
49.12
1840.00
0.01
3.09
288.00
Overall Maximum Deflections
Load Combination
Span
Max. a " Defl Location in Span
Load Combination
Max. "+" Deff Location in Span
W Only
1
0.0211
2.015
0.0000
0.000
Vertical Reactions
Support notation
: Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.067
0.067
Overall MINimum
0.013
0.013
+D+H
0.021
0.021
+D+L+H
0.021
0.021
+D+Lr+H
0.034
0.034
+D+S+H
0.021
0.021
+D+0.750Lr+0.750L+H
0.031
0.031
+0+0.750L+0.750S+H
0.021
0.021
+D+0.60W+H
0.061
0.061
+D+0.70E+H
0.021
.0.021
+D+0.750Lr+0.750L+0.450W+H
0.061
0.061
+D+0.750L+0.750S+0.450W+H
0.051
0.051
+D+0.750L+0.750S+0.5250E+H
0.021
0.021
+0.60D+0.60W+0.60H
0.052
0.052
+0.60D+0.70E+0.60H
0.013
0.013
D Only
0.021
0.021
Lr Only
0:013
0.013
L Only
S Only
W Only
0.067
0.067
E Only
H Only
� 4.
Wood Beam -ile=
Description : EXISTING 2X8 FACSIA BOARD
CODE REFERENCES -
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi
Load Combination iBC 2015 Fb - Compr 1,000.0 psi
Fc - Prll 1,500.0 psi
Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi
Wood Grade : No.1 Fv 180.0 psi
Ft 675.0 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Quinta,
D(0.14) Lr(0.1) W(0.5)
2x8
96_Cal6s\.StructurallEnercalcicanopy.ec6
19832017, Build:6.17.2.28, Ver:6.17.2.28
E: Modulus of Elasticity
Ebend- xx 1,700.0 ksi
Eminbend - xx 620.Oksi
Density 31.20pcf
Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
1
0.072
Point Load : D=0.140, Lr = 0.10, W = 0.50 k na,1.0 ft, (2x6 Exterior Canopy Joist)
0.90
__DESIGN- SUMMARY
1.00
1.00
;Maximum Bending Stress Ratio =
0.1261 Maximum
Shear Stress Ratio
Section used for this span
2x8
Section used for this span
fb : Actual
201.98psi
fv : Actual
FB: Allowable =
1,600.00psi
Fv : Allowable
Load Combination
+D+0.60W+H
Load Combination
Location of maximum on span =
1.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span.# where maximum occurs
Maximum Deflection
1.00
1.00
Max Downward Transient Deflection
0.002 in Ratio=
13423>=360.
Max Upward Transient Deflection
0.000 in Ratio=
0 <360.0
Max Downward Total Deflection
0.002 in Ratio=
15152>=180
Max Upward Total Deflection
0.000 in Ratio=
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span# M V Cd CFN Ci Cr
+D+H
Cm C CL
Length = 2.0 It
1
0.072
0.060
0.90
1.000
1.00
1.00
1.00
1.00
1.00
+D+L+H
0.07
65.00
1000.00
9.79
1.000
1.00
1.00
1.00
1.00
1.00
Length = 2.0 ft
1
0.065
0.054
1.00
1.000
1.00
1.00
1.00
1.00
1.00
+D+Lr+H
225.00
0.00
0.00
0.00
1.000
1.00
1.00
1.00
1.00
1.00 "
Length = 2.0 ft
1
0.089
0.074
1.25
1.000
1.00
1.00
1.00
1.00
1.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 2.0 ft
1
0.057
0.047
1.15
1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 2.0 It
1
0.079
0.066
1.25
1.000
1.00
1.00
1.00
1.00
1.60
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1.00
e- e
= 0.106 : 1
2x8
30.48 psi
288.00 psi
+D+0.750Lr+0.750L+0.450W+H
= 1.401 ft i
Span # 1
Moment Values
M
fb
F'b
tv
F'v
0.00
0.07
65.00
900.00
9.79
162.00
0.00
0.07
65.00
1000.00
9.79
180.00
0.00
0.12
110.66
1250.00
16.68
225.00
0.00
0.07
65.00
1150.00
9.79
207.00
0.00
0.11
99.24
1250.00
14.96
225.00
0.00
Shear Values
V
tv
F'v
0.00
0.00
0.00
0.07
9.79
162.00
0.00
0.00
0.00
0.07
9.79
180.00
0.00
0.00
0.06
0.12
16.68
225.00
0.00
0.00
0.00
0.07
9.79
207.00
0.00
0.00
0.00
0.11
14.96
225.00
0.00
0.00
0.00
1 .16.N
WOOL: Beam -ile=V:\2017Jobs\CS17098_440900cotilloDHve_LaDuinta,CA1CS17098_Calcs\Structural\Enercalcicanopy.ec6
ENERCALC, INC. 1983-2617, Build:6.17.2.28, Ver.6.17.2.28
Description : EXISTING 2X8 FACSIA BOARD
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
CL
M
fb
F'b
V
tv
F'v
Length = 2.0 ft 1
0.057
0.047
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0.07
65.00
1150.00
0.07
9.79
207.00
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.126
0.106
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.22
201.98
1600.00
0.22
30.48
288.00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 It 1
0.041
0.034
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.07
65.00
1600.00
0.07
9.79
288.00
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.126
0.106
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.22
201.98
1600.00
0.22
30.48
288.00
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.105
0.088
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.18
167.73
1600.00
0.18
25.30
288.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.041
0.034
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.07
65.00
1600.00
0.07
9.79
288.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.110
0.092
1.60
1.000
1.00
1.00
1.00
. 1.00
1.00
0.19
175.98
1600.00
0.19
26.56
288.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 2.0 ft 1
0.024
0.020
1.60
1.000 _
1.00
1.00
1.00
1.00
1.00
0.04
39.00
1600.00
0.04
5.87
288.00
Overall Maximum Deflections
Load Combination
Span
Max. " " Defl Location in Span
Load Combination
Max. "+" Defl
Location in Span
W Only
1
0.0018
1.000
0.0000
0.000
Vertical. Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.250
0.250
Overall MINimum
0.043
0.043
+D+H
0.072
0.072
+D+L+H
0.072
0.072
+D+Lr+H
0.122
0.122
+D+S+H
0.072
0.072
+D+0.750Lr+0.750L+H
0.110
0.110
+0+0.750L+0.750S+H
0.072
0.072
+0+0.60W+H
0.222
0.222
+D+0.70E+H
0.072
0.072
+D+0.750Lr+0.750L+0.45OW;H
0.222
0.222
+D+0.750L+0.750S+0.450W+H
0.185
0.185
+D+0.750L+0.750S+0.5250E+H
0.072
0.072
+0.60D+0.60W+0.60H
0.193
0.193
+0.60D+0.70E+0.60H
0.043
0.043
D Only
0.072
0.072
Lr Only
0.050
0.050
L Only
S Only
W Only
0.250
0.250
E Only
H Only
r
EXHIBIT
t
W -T STRUCTURAL ENGINEERING, LLC
•
Jr
roar ase ® W
L
-OOD roanE-4
SP
eomvvc 6CHEDUL9 WW. N=
BE�G PHESRME. I— 'n
REINMR Ell�
MK LRNOTH
R�m
sou.
la
sou.
la
&
,%F
�§�
j ,| 4,d•
�/|
7
o\} Tz 7�
2uDFOR PERMIT I
)o�§®
■|,|
STRUCTURAL
DETAILS2��s%�
. .
EXTERIOR CANOPY
�c
_� e _
q /
R,§
-
- WT
- STRUCTURAL ENGINEERING, LLC
CONSULTING STRUCTURAL ENGINEERS
77-711 FLORA ROAD, SUITE 219 PALM DESERT, CALIFORNIA 92211
(760) 285-3033 FAX (224) 293-6444
June 15, 2017
City of La Quinta
Design & Development Department
Building Division
78-495 Calle Tampico
La Quinta, CA 92253
RE: Existing Exterior Canopy Column Footings for the Jefferson Residence
located at 44090 Ocotillo Drive in La Quinta, California
Dear Sirs:
Based on the constructed "as -built' field information provided the. homeowner, the
existing 18" square by 18" thick plain concrete column footings are structurally adequate to
safely support the anticipated design loads of the exterior canopy. We refer to our
attached structural calculations dated April 21, 2017, under the "Design of Spread Footing"
section, for supporting documentation.
If you have any questions or need further assistance please call.
Sincerely,
W -T STRUCTURAL ENGINEERING, LLC
Q�pFESSlp�ygl
TO 2
Jeff Gutowsky, PE, SE S 5743 -�
President EXP r t/3
sr srRUCT
Enclosure qtr _ .11 /
6/1r/ 7