RER-14-268 (RER)49201 Avenida Anselmo
I +r IIIIIIII 28
IE - "" 40"Itro
VOICE (760) 777-7125
78-495 CALLE TAMPICO FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 10/14/2014
Application Number:
RER-14-268
Owner:
Property Address:
49201 AVENIDA ANSELMO
TIMOTHY STUPKA
APN:
658290020
49201 AVENIDA ANSELMO
Application Description:
REPLACE DOORS AND WINDOWS
LA QUINTA, CA 92253
Property Zoning:
Application Valuation:
$30,000.00
Applicant:
Contractor:ANDRES
o
WEBER
JACK L CLARK JR2276
E 31'9
VIA ALBA52940
AVENIDA MONTS
PALM DESERT, CA 92260
LA QUINTA, CA 92253
(760)564-3511
Llc. No.: 506667
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am -licensed under provisions of Chapter
9 (commencing with Section 70001 of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: B License No.: 506667
Date: Contractor ~ L'
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 a
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 I am exempt under Sec. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
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 Na
Lender's Add
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:
Car Vnotmplo'y
Policy Number: _
, fertify that in the performance of the work for which this permit is issued, I
sha 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: I Applicant: i
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION 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 cilyto enter upon the above•
mentioned property for inspection purposes.
f
Date: Signature (Applicant or,Agent): `
FINANCIAL INFORMATION
DESCRIPTION : ' • :
ACCOUNT QTY
AMOUNT
PAID
PAID DATE
HOURLY PLAN CHECK
10160003428200
$140.00
PAID BY
.METHOD..
RECEIPT #
CHECK#
CLTD BY
Total Paid forHOURLY PLAN CHECK:
$140.00
DESCRIPTION
a ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PLAN CHECK, REMODEL
10160003428200
$108.68
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for PLAN CHECK, REMODEL:
TOTALS:
$108.68
Description: REPLACE DOORS AND WINDOWS
Type: BUILDING, RESIDENTIAL Subtype: REMODEL Status: PLAN CHECK
Applied: 3/17/2014
Approved: 5/6/2014
Parcel No: 658290020 Site Address: 49201 AVENIDA ANSELMO LA QUINTA,CA 92253
Subdivision: Block: Lot:
Issued:
Lot Sq Ft: Building Scl Ft: Zoning:
Finaled:
Valuation: $30,000.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: No. Stories: No. Unites:
Details: OK to issue with HOA letter and Contractor info. Called Jack Clark (760 625 3368) today with that info
REMODEL - ENLARGE FAMILY ROOM, DOOR AND WINDOW REPLACEMENT. 2013 CALIFORNIA BUILDING CODES.
ADDITIONAL SITES
CHRONOLOGY
CONDITIONS
TD
DESCRIPTION I ACCOUNT I QTY I AMOUNT I PAID I PAID DATE I RECEIPT # I CHECK # I METHOD I PAID BY I CL BY
HOURLY PLAN CHECK 1 10160003428200 1 1 $140.00
Total Paid forHOURLY PLAN CHECK: $140.00
Printed: Tuesday, October 14, 2014 11:16:05 AM 1 of 2 CRWrsrEMS
DESCRIPTION I �^ACCOUNT _^I_ QTY AMOUNT �I� PAID I�PAID DATE I RECEIPT# CH CK #�I METHOD I PAID BY I C T
PLAN CHECK, REMODEL 1 10160003428200 1 1 $108.68
Total Paid for PLAN CHECK, REMODEL: $108.68
INSPECTIONS
PARENT PROJECTS
REVIEWS
REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED STATUS REMARKS NOTES
DATE
0
Printed: Tuesday, October 14, 2014 11:16:05 AM 2 of 2
Cg?W-- SYSTEMS
BOND
INFORMATION
ATTACHMENTS
0
Printed: Tuesday, October 14, 2014 11:16:05 AM 2 of 2
Cg?W-- SYSTEMS
Qin#
Permit #
Project Address:
Qty of La QuInto
Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
MU) l l _014'6 wner's Name:
A. P. Number:
Address:
Legal Description: \ 1,
641- Wlkl)
City, ST, Zip: (, (V c
y-Z�
Contractor:
Telephone:
Address: tis t
Q�
Project Description:�.� �L(........Z..�v/�wo' '
City, ST, Zip:%�i4�l�%
.
Telephone:
�>s>:::'•�?•`�'�" -s:<� :::•s:<:^>:,<,•:;:
: :.;>:v:>
-
State Lic. #: 50r9(p(0--7
City Lic. #...
Arc ., Engr., Designer: `6-� ,
--
l IV /; � c . ft— W 0 ( 4G eJ2-
Address:�j�'L
City., ST, Zip: 1 j4 '�M tJCJ�%`�'6 Z2�✓�
Tele hone: CJ
t
•
Construction Occupancy:cY
State Lic. #:
Project type (circle one): New Add, n Alter Repair Demo
Name of Contact Person: A�'*>Mf—
Sq. Ft.:
# Stories:
# Units:
Telephone #,of Contact Person:
o -O 2
I Estimated Value of Project: T OE19
APPLICANT: DO NOT WRITE BELOW THIS LINE
/1
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Platt Sets
Plan Check submitted
F�
Item Amount
Structural Calcs.
�
Reviewed, ready for corrections
I
Plan Check Deposit
Truss Caics.
Called Contact Person
Plan Check Balance
Title 24 C,alcs.
Plans picked up
Construction
Flood plain plan
Plans resubmittePe—zd-
r
Mechanical
Grading plan
2°" Review, ready for correclio/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
II.O.A. Approval
Plans resubmitted
Grading
IN IiOUSE:-
''" Reyiew, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
CON t
Total Permit Fees
Y• OF LA QUINTA'SU�rB-CONTRACTOR 1 1ST -
JOB ADDRESS 4201 �✓ ��� PE IT NUMBER V -e L ��}-'2,_�wNER— 1(n � BUILDER
Ehis form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work
)n this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance
�.,.....,..+-A „et ha nmmnlPtP'rl by nnnlirnnt "rin Gila" is not an accentahlo resDonse.
:.. .:. .:: Cit . Biisine§s Libense':>
:.' Workers,Com ensatioi;Irisurance:' :'' :`: ;<' y
Trade / Classification Contractor ::: :::::
...;::.:;::.;::.;.....:.;, :,....:::...>:
:>::::::::;:::::;;::::;:;:;::State:::Contractor.s Licenst,.,. ;:,. .....::..
Company Name
Classification
(e.g. A, B, C-8)
License Number
(xxxxxx)
Exp. Date
(xx/xx/xx)
Carrier Name
(e.g. State Fund, CalComp)
Policy Number
(Format Varies)
Exp. Date License Number
(xx/xx/xx) (xxxx)
Exp. Date
(xx/xx/xx)
EARTHWORK (C712),
(C8) '.' :.
GLi17`�✓ G
4
"/ !%�`�
lJ�t� k� i1f'ri� Cao,
G 5 SC?.
-� �1�/ cCONCRETE
.-' ..
FRAMING (C C�
F31
.S
yiILR[�
STRUCT.STEEL (C-51)
MASONRY (C•29)
PLUMBINGC-36j G kc'J4�5 GJ� / G
LATH; PLASTER (C45). ---
C-35) �q,-{mac
f J�
leaF"e
�J �✓1/�
6JA3
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p�• "I
!�Q/r1 '^lVl C-,—1
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C>co1)��iN�lly [t�i5r
`t.f�. �/
3/ /ft
/
-� -�J Q j�Y(J
l I
DRYWALL (C-9) .
ELECTRICAL W-10) ; .• _
RQ0.FING'(C=39):;':<:;'<;`.'.
SHEET -METAL (G 43)
; S
FLOOiRING (Q.1,5)-14
GLAZING (C-17) ' C tllLL 1 �.(/LS
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G%t � `���'?
�j'��^�E?
IJCtr�1 4 'rl
l�lj1
d
INSULATION(C72) . ..
SEWAGE DISP: (C-42)
PAINTING (C-33) / s tLv'OUJtt? a cc9`t
CERAMIC TILE (C-54) G �G 1 (� ��� %1��„-61G ly< .
��
G
/
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-" (,f
3"3t-��
5471
:t1�5 e�Ie�a/ Iris. °
05(0 -
I �,.1 r�o�
a -do J6
x'31' �5
CABINETS IC -6)
FENCING (C-13)
LANDSCAPING (C-27.)
POOL (C-53)
Date: September 17, 2014
TO: Mr & Mrs Tim Stupka
c/o Jack Clark, Clark Development Corp.
FROM: Bob Billa, La.Quinta Golf Estates HOA Director for Jimmie Woods, AC Chair
RE: Review & Approval of Constructions Plans on 49201 Avenida Anselmo, La Quinta
The construction plans for the following changes to your residence were submitted by Jack Clark,Jr.
1) Replace existing 6'8" French doors in Master bedroom with 8' high French doors with Safety
glass.
2) Add a new fixed window between the French doors with Safety glass
3) Replace existing 6'8" high sliding glass door with an 8' high &.wider new bi=fold door with Safety
glass
The plans were reviewed with Jimmie Woods and the plans are approved for submittal to the City of
LaQuinta.
If you have any additional inquiries regarding this project please contact me at 760-636-3288 as I will be
working with Jimmie Woods until he recovers from a recent surgery..
Bob Billa, Director
LaQuinta Golf Estates HOA
cc: Jimmie Woods, HOA AC Chair
Peter Murphy, HOA President
77-682 Country Club Dr. Ste. B, Palm Desert, CA 92211 ph. (760) 772
To: City of La Quinta
78-495 Calle Tampico
La Quinta, CA 92253
Attn: Angelica
Letter of Transmittal
fax (760) 345-762
Today's Date:
5-5-14
City Due Date:
4-30-14
Project Address:
49-201 Avenida Anselmo
Plan Check #:
14-268
Submittal: ❑
ist
❑ 4th
®
2nd
❑ 55th
❑
3'd
❑ Other:
We are forwarding: ® By Messenger
❑
By Mail (Fed Ex or UPS)
❑ Your Pickup
Includes:
# Of Descriptions:
Includes: # Of
Descriptions:
Copies:
Copies:
❑
Structural Plans
® 1
Revised Structural Plans
❑
Structural Calculations
® 1
Revised Struct. Calcs
❑
Truss Calculations Floor
❑
Revised Truss
and Roof
❑
Soils Report
❑
Revised Soils Report
®
1 Structural Comment List/
❑
Approved Structural Plans
Responses
®
1 Redlined Structural Plans
❑
Approved Structural Calcs
®
1 Redlined Structural Calcs
❑
Approved Truss Calcs
❑
Redlined Truss Calcs
❑
Approved Soils Report
❑
Redlined Soils Reports
Other:
�1:1
;...
Comments:
Structural content is approvable.
If you have any questions, please call.
2014
TTY OF LA OUINTA
Time =.5 HR
., UNITY DEVELOPMENT
This
Material Sent for:
❑ Your Files
® Per Your Request
❑ Your Review
❑ Approval
❑ Checking
❑ At the request
of:
Other: ❑
By: Kathryn Samuels
Palm Desert Office: ® (760) 772-5107
Other: ❑
StructuralCalculation
For Stupka Residence
At 49 207 Avenida Anselmo, La Quinta
Country Club, La Quinta, CA
Tvae Of Project: Residential
Remodel
Designer: Andrzej W. Weber
RECEIVED
Date: March 5, 2014
Design b!W.A. 7 2014
Job Norl1 4 *8
COMMUNI71' QUINTA
EVE, PMENT
gGHq,QA
G z
IX N0. C 67613 m
c
* EXP. L
CIT)- Op L',
BUILDING Qi1 q
Rq
& SAFETY DSpT.
FORC a OVER
S7 ft CTION
DATE 6
1
CLIENT:
RA. ►Structural Engineering
SHEET:
SUBJECT:. .
..
JOB No: 140318
DESIGN BY: R.A..
3.5
psf
DATE: 3/5/2014
2,5' psf
Sheathing (3/4" Plywood)
DESIGNLOA
DS. . . .
C.eiaing
2.5; psf
"Ro.of Loads. -:Sloped
10
Roof. Loads: Flat'' .
'.Lt. Wt..Conc./Flooring Tile
Clay Tile:.:
15 psf
Roofing
6.:
psf
Framing
2.5: psf.:
'Framing
2.5:
.
psf
Sheathing (1/2" CDX)
1.5-t psf .
..
Sheathing (1/2" CDX)..
1.5
psf
Ceiling
2.5,psf
Ceiling
2.5
psf
Insulation
1.5 psf
Insulation
1.5
psf
Misc.
4 psf
Misc.
6
psf
Total Dead Load
27 i psf
'Total Dead Load
20
psf
..Total Live Load
20; psfTotal
Live Load
20
psf
Total_ Roof Load_
47 ' psf _
Total Roof Load
40
psf
Floor Loads
Deck. Loads
Framing
.3.5, psf
Framing
3.5
psf
Sheathing (3/4" Plywood)
2,5' psf
Sheathing (3/4" Plywood)
2.5
psf
C.eiaing
2.5; psf
Ceiling.
10
psf
'.Lt. Wt..Conc./Flooring Tile
15 j psf
psf
Misc.
1.5 psf
; Flooring Tile
7
• psf
'Total Dead Load
151 psf
Misc.
2
psf
Total Live Load
40; psf
Total Dead Load
25
psf
• Total Floor Load
55' psf
Total Live Load
60
psf
Total Deck Load.
85
psf
Exterior Wall
7/8" Stucco 10 c psf
Insulation 1 : psf
Drywall 2.5 psf
Studs 1 psf
Misc. - - - 2:5 j psf
Total Wall Weight 17. psf
Interior Wall.
Insulation 1 psf
Drywall 5. psf
Studs 1 psf
Misc. 3 psf
Total Wall Weight 10 psf
DATE
roject Title: Stupka.Residence
STRUCTURAL ENGINEERING. rno?ecteDescr: Remodel.
CIVIL AND STRUCYORAL ENGINEERING -
J...`
F(le:= c:Ulseri;lrooin3lDesktoplZlA'Sf
WOOd .Beam :: , ENERCALco INC,'.1<,
KW -06005737
Project ID:
11 MAR 2014.11:26AM
Bulld:6.14:1.23. Ver.6.14.1
-
Maximum. Bending Stress Ratio =
0.357.1 Maximum Shear Stress Ratio' =
0.526 : 1
CODEREFERENCES
Section used for this span
6x10
Section used for this span
Calculations per NDS 2012, .IBC 2012, CBC 2013, ASCE 7,110..
fb : Actual =
480.17psl
Load. Combination Set; ASCE 7-10 ...
89.43 psi
FB: Allowable =
Material Properties
Fv : Allowable =
170.00 psi
Analysis.Method:.:AllowabieStressDestgn.
Fb-.Tension
1;350.0ps1 .-`E:MoBulusofElasticity
+D+Lr+H
Load. Combination. ASCE 7-10' ...
Fb - Comer
1,350:0. psi
Eberid- xx ' 1,600.0 ksi '
4.714 ft
Fc - PHI
925.0 psi' .
Eminbend xx 580.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Maximum Deflection
Wood Grade : No.1
Fv
170.0 psi
Beam Bracing :Completely Unbraced
Ft
675.0 psi
Density 32.210pcf
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
Point Load: D =1.30, Lr = 0.960 k (d, 3.0 ft, (Existing GT)
Uniform Load: D = 0.1080, Lr = 0.080 k/ft, Extent = 0.0 ->> 4.0 ft, Tributary Width =1.0 ft, (Roof)
Uniform Load: D = 0.3920, Lr = 0.290 kilt, Extent = 4.0 ->> 5.50 ft, Tributary Width =1.0 ft, (Roof)
Point Load : D = 0.490, Lr 0.3850 k 0 4.0 ft, (Hip Truss)
Load for Span Number 2
Uniform Load : D = 0.3920, Lr = 0.290, Tributary width =1.0 ft, (Roof)
Load for Span Number 3
Uniform Load: D = 0.3920, Lr = 0.290 k/ft, Extent = 0.0 ->> 1.50 ft, Tributary Width =1.0 ft
Uniform Load: D = 0.3240, Lr = 0.240 k/ft, Extent =1.50 ->> 5.50 ft, Tributary Width =1.0 ft
Point Load: D = 0.490, Lr = 0.3850 k as -)1.50 ft, (Hip Truss)
Maximum. Bending Stress Ratio =
0.357.1 Maximum Shear Stress Ratio' =
0.526 : 1
Section used for this span
6x10
Section used for this span
6x10
fb : Actual =
480.17psl
fv : Actual =
89.43 psi
FB: Allowable =
1,346.65psi
Fv : Allowable =
170.00 psi
Load Combination .
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
O.000ft
Location of maximum on span =
4.714 ft
Span # where maximum occurs =
Span # 2
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.008 in Ratio =
,I 7856
Max Upward L+Lr+S Deflection
0.000 in Ratio =<380,
Max Downward Total Deflection
0.020 In Ratio =
3337,-,-
Max Upward Total Deflection
-0.002 in Ratio =
37940
W
Maximum Forces & Stresses for Load Combinations
(7roject Title: Stupka Residence
n'ineer: Project ID:
STRUCTURAL ENGINEERING rolect Descr: Remodel
CIVIL AND STRUCTURAL ENGINEERING.
,Printed:11 MAR 2014;11:26AM .
• • . ,a. •" , ` -.'' G.A , + ;,, 1 ., .. :file=:c:111sersGaom3l0esktoplZlA'SP-112014PR-11StupkalSTUPKA-1.EC6 -
w, • .. .., : , ,. ,~ENERCALCJNC.1983 20.14, 9uild:6.14.1.23, Ver.6.14.1.31
...::.`.' ... Description
Location in Span
0.0000
0.819
0.0021
0.819
0.0000
0.819
Lood.Corn nation:
Max:Stress Rat(os-.:..::
.
. ;,
;
Moment Values '
Shear Values
SegmentOngth ..
Span#':
M
°.y:,:::.. d
. :FN.
`.Ci..,•
Cr' .:Cm`.::C'.t`.C•
M.''...` .
'.
Fb..
V
Fv
+D+H
' 1.00'.
. 1.00' '
1'.00
1.00 ,.
1.09:
1'.00 `'
0.00'
0,00
0.00
0.00
Length = 5.50 ft
1 .
0.206
•0:303 •
.1.00:
t.00
. 1.00.
1.00
1.00
` 1.00
1.00
1.92 ` :.278.03
.1347:1.8
1.79
51.56
170.00
Length =•6.50 It
2
0.206:.
A301 -.
100
1;00.
COO..
1.00--.
1M
1.00
,1.92'.
278:03
1346.65
1:31'
51,50
170.00
' Length = 5.50, ft
3. ::.
• ..:0.157 .:
40.103 ':..1.00..
9 00. '
:.1:00
1.00
1.00.
, 1.00
L00.:.,
1.46
211.08
1347.18 `
1.31
51.50
170.00
'Dil+ti
1,00.
1:00
1,00.-
.1.00.
1.00 °
1,00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.206
0.303'
.1.00
1.00
1.00
1,00
1.00
: 1.00
1.00'.
1.92
278.03
1347,18
1.79
51.50
170.00
Length = 6.50 ft
2
0.266:
0.303
-1.00
1.00
1.00
1.00
1.00
1.00.
1:00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 It
3
0.157
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.46
211.08
1347.18
1.31
51.50
170.00
+D+Lr44J
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.356
0.526
1.00
1.00
1.00
1.00
1.00
1.00
1.00
3.31
480.17
1347.18
3.12
89.43
170.00
Length = 6.50 ft
2
0.357
0.526
1.00
1.00
1.00
1.00
1.00
1:00
1.00
3.31
480.17
1346.65
2.28
89.43
170.00
Length = 5.50 ft
3
0.270
6.526
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.51
363.91
1347.18
2.28
89.43
170.00
+D+S4H
1.00
1.00
1.00
1,00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 It
1
0.206
0.303
1.00
1:00
1.00
1.00
1.00
1.00
1.00
1.92
278.63
1347.18
1.79
51.50
170.00
Length = 6.50 It
2
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
0.303
1.00
1.00
1.00
1,00
1.00
1.00
1.00
1.46
211.08
1347.18
1.31
'51.50
170.00
4D+0.750Lr+0.750L+1i
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.$0 ft
1
0.319
0.470
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.96
429.63
1347.18.
2.78
79.94
170.00
Length = 6.50 ft
2
0.319
0.470
1.00
1.00
1.00
1.00
1.00
' 1.00
1.00
2.96.
429.63
1346.65
2.04
79.94
170.00
Length = 5.50 It
3
0.242
0.470
1.00
1.00
1.00
1.00
1.00
1.00.
1.00.2.25
325.70
1347.18
2.04
79.94
170.00
+fl40,750L+0.750S+H
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50,ft
1
0.206
0.303
1.00
1.00
1.00
1:00
1.00.
1.00
1.00
1.92
278.03
1347.18
1.79
51.50
170.00
Length = 6.50 ft,
2
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1,92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.46
211.08
.1347.18
1.31
51.50
170.00
+D+0.60W+H
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length ='5.50 ft
1
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1347.18
1.79
51.50
170.00
Length = 6.50 ft
2
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
0.303
1.00
1.00
1.00
1.00
1.00
1.00 .
1.00
1.4.6
211.08
1347.18
1.31
51.50
170.00
tD40.70E+11
1.00
1,00
1.00
1,00
1.00
1.00.
0.00
0.00
0.00
0.00
Length = 5.50 ft:
1
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1347.18
1.79
51.50
170.00
Length = 6.50 ft
2
0.206
0.303
1.00
1.00
1,00
1.00
1.00
1.00
1,00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.46
211.08
1347.18 '
1.31
51.50
170.00
+D40.750Lr+0.750L+0.450W+H
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.319
0.470
1.00
1.00
1.00
1.00
1.00
' 1.00
1.00
2.96
429.63
1347.18
2.78
79.94
170.00
Length = 6.50 ft
2
0.319
0.470
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2.96
429.63
1346.65
2.04
79.94
170.00
Length = 5.50 ft '
3
0.242
0.470
1.00
1.00
1.00
1.00
1.00
1.00
1.00 '
2.25
325.70
1347.18
2.04
79.94
170.00
4D40.750L+0.750S+0.450W+H.
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1 •
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1347.18
1.79
51.50
170.00
Length = 6.50 ft
2
0.206
0.303
1.00
1,00
1.00
1,06
1,00
1.00
1.00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
:0.303
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.46
211.08
1341.18
1.31
51.50.
170.00
+D40.750L40.750S40.5250E4H
1.06
1.00
1.00
1.00
1.001.00
0.00
0.00
0.00'
. 0.00
Length = 5.50 ft ,
1
0.206
0.303
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1347.18
1.79
51.50
170.00
. Length= 6.56 ft
2
0.206
0.303
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.92
278.03
1346.65
1.31
51.50
170.00
Length = 5.50 ft
3
0.157
0.303
1.00
1.00
1.00
1.00
1.60
1.00
1.00
1.46
211.08
1347.18
1,31
51.50
170.00
+0.66D-460W40,60H
1,00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.50 ft
1
0.124
0.182
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.15
166.82
1347.18
1.08
30.90
170.00
' Length = 6.50 ft
2
0.124
0.182
1.00
1.00
1.06
1.00
1.00
1.00
1.00
1.15
166.82
1346.65
0.79'
30.90
170.00
Length = 5.50 ft
3 .
0.094
0.182
1.00
1.00
1.00
1.00
1.00
1.00 -1:00"' ,O0 87 - 126.65-_,1347.18
0.79
30.90
170.00
i0.60D40.70E40.60H
Length = 5.50 ft
1
0.124
1.00
1.00
1.00
1.00
1.00
1.00
O n f'` A0.00, 0.00
1166.82- .1347.187A
0.00
0.00
0.182
1.00
1.00
1.00
1.00
1.00
1.00, •
t!1
1.00
1.15
1.08
30.90
170.00
Length = 6.50 ft.
2
0.124.
0.182
1.00
1.00
1.00
1.00
1.06
.11,1P
r00
vc1.15 S.` m(5.82 y'
1346.65 r
,
0.79
30.90
170.00
Length = 5,50 ft 3
$ i0ve alFMazlmum
0.094 0.182
1.00
1.00 1.00
1.00
1.00
1:00 x,00:} 0.87
t- c)
126.65 1347'18_ '
0.79
30.90
170.00
Deflections='Unfactored
Loads^.
1•ut
:
t.
.,
D .
Load Combination Span Max.
D+Lr
D+Lr
2
3
Defl Location In Span I Load Combina1I6
0.0198 2.681
0,0020 3.550 A+U -_ BY_
0.0128 2.958
'+' Defl
Location in Span
0.0000
0.819
0.0021
0.819
0.0000
0.819
00.
FQ Coilgs. - uc,-jQN
DATE
--- BY.
U
P2
cWy
-SAFETY DEPt.
BUILDING & LA 0 U TA
APPROYS'
FOFj CONSTRUCTION . . STRUCTIbN
DAZE
CLIENT'.SHEET:
RA Structural Enaineerin
SUBJECT:
JOB. NO:
DESIGN BY:
DATE:
yrr
t-.5 + Z,5_
x .
VT
(a lyl
jo el y
P2
cWy
-SAFETY DEPt.
BUILDING & LA 0 U TA
APPROYS'
FOFj CONSTRUCTION . . STRUCTIbN
DAZE
roject'Title:.. Stupka Residence .
n sneer:.. Protect ID:
STRUCTURAL ENGINEERING ' ro eat Descr:. Remodel
gIvIL.AND STRUCTURAL ENGINEERING.
: Pdnted:1I.W 2014.11:40AM
Wood Beam,
*'` - ,at. Fle=.c:lUaerslroom3lDesktoplZlA'SP<112014PR-11Stupkal3TUPKA LEC6
^" '" _ ENERCALC,INC.1983-2014,:BuIId:6.14:1:23,Veri6.14.1.31."
1.11
DescriptiM#
on:: "
B2
CODt REF. ERENCES
Calculations per. ND8 20.1.2; IBC:2012;. CB.0 2013,; ASCE
Load Combination:Set.: ASCE 7-10
' Material Properties
Analysis Method : Allowable Stress'Design Fb =.Tension ' 2,400.0: psi.:: E': Modulus of Elasticiry
Load Combination' ASCE 7=10 '.' Fb - Compr 1;850:0 psi Ebend- xx 1,800.0 ksi
Fc PdI :1,650.0 psi Eminbend - xx 930.0 ksi
Wood Species :. DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi
Wood Grade ; 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi
Ft 1,100.0 psi Density . 32.210pcf
Beam Bracing : Completely Unbraced
D 0.161 Lr 0.1
•7 ' Yr 4 , `', ' ? ;..r t qAL,+! r' , . rtr `C 'Y 1 y.• -1. } a.' ' p:
_t f ij _ v t..r , N1 t .F "" 4i .' i` . ,+: , , tf X:? •F'. ' l v+y • • "
f
5.5x12
Span = 19.0 ft
Applied Loads #;.. o.... s . 1 _ 1 Service loads.entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0.1610, Lr = 0.10 , Tributary Width =1.0 ft, (Roof &Wall)
. DESIGN SUMMARY
MaximumBending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination -
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S. Deflection
Max Downward Total. Deflection
Max Upward Total Deflection
0.4751 Maximum Shear Stress Ratio
5.5x12
Section. used for this span
= 1,131.25psi
fv:Actual =
= 2,379.23psi
Fv:Allowable .
+D+Lr+H
Load Combination
= 9.500ft
Location 'of -maximum -on span =
= Span # 1
Span # where maximum occurs =
0.207 in Ratio =
1102
0.000 In Ratio =
0 <360
0.571 in Ratio =
399
0.000 In Ratio =
0 <240
-- Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M' V C d C F%V
+D+H
Moment Values
CI Cr
cm
CPL ()M A
1.00
Length =19.0It
1
0.303
0.129
1.00
1.00
+D+L+H
.1.00 ossCOFvSTQCjr 0 0.00
1.00 0.99 12.44 1,13'1.25 2379.23
1.00 1.00
1.00 1.00
?ON71 00 0.99 0.00
1.00
Length =19.0 ft •
1
0.303
0.129
1,00
1.00
+D+Lr+H
1,00
1,00 0.99 n nn
1.00
Length =19.0 ft
1
0.475
0.202
1.00
100
+D+S+H
1.00
Length =19.0 ft.
1
0.303
0.129
1.00
1.00
+0+0.75OLr+0.750L+H
1.00
Length =19.0 ft
1
0.432
0,183
1.00
1.00
+0+0.750L+0.750S+H
1.00
0.262 : 1
5.5x12
53.46 psi
265.06 psi
+D+Lr+H
18.029 ft
Span # 1
Shear Values
V tv
0.00 0.00
1.50 34.07
.0.00 0.00
1.50 34.07
0.00 0:00
2.35 53.46
0.00. 0.00
1.50 34.07
0.00 0.00
2.14 48.61
0.00 0.00
Fv
0.00
265.00
0.00
265.00
0.00
265.00
0.00
265.00
0.00
265.00
0.00
i
Moment Values
CI Cr
cm
CPL ()M A
1.00 1.00
1.00 1,00
1.0081:00(L0:99NG.p
1.00
- ' 'Q(jII 0.00'
1.00 0.99 7.93 SAF721.03j, &37.9.2
1.00 1,00
1.00 1.00
1.00
1:90
1 oA-991 ► 0`,0'0 ,
1.09-CO;99 r7 93.0 721.03 2379.23
1.00 1.00
1.00 1.00
100
1x00
.1.00 ossCOFvSTQCjr 0 0.00
1.00 0.99 12.44 1,13'1.25 2379.23
1.00 1.00
1.00 1.00
?ON71 00 0.99 0.00
1..0,_ 0 1`,00-0:99,2.9313y 721.03. 2379.23
1.00 1.00
1.00
1'OO-0:99--_ 0,00
1.00 1.00
1.00
1.00 0:99 11.32 1;028:70•.•.2379
1.00 1.00
1,00
1,00 0.99 n nn
0.262 : 1
5.5x12
53.46 psi
265.06 psi
+D+Lr+H
18.029 ft
Span # 1
Shear Values
V tv
0.00 0.00
1.50 34.07
.0.00 0.00
1.50 34.07
0.00 0:00
2.35 53.46
0.00. 0.00
1.50 34.07
0.00 0.00
2.14 48.61
0.00 0.00
Fv
0.00
265.00
0.00
265.00
0.00
265.00
0.00
265.00
0.00
265.00
0.00
i
roject Title: Stupka Residence
n ineer Proiect ID:
STRUCTURAL ENGINEERING ro ect Descr: Remodel
CIVIL ANO'STRUGTURAL ENGINEERING . .
Printed: I I MAR 2614.11:
No' Beaim Fue= cWsersV
Wid:6.14.
-'Description :: BM#2
-
Load Combination::.:....: '
Max Stress Ratios'.:'.
Moment Values
:.
Shear Values
.
Segment Length ...::Span#.'::..M:.:.:.
V `:.:
Cd:::C:FiV.
- .Ca.'.:C. ...
`Cm.:.C:.t:'.C: :.:::,.
:.M.::.:.:
: .', :.
Fb .'
V.:.....
.;
Fw
Cength 19 O ft:.. ;;' . i 1
0.303
0:129<:.
1.00 .1.00`
...1.00
1,00 ':
1.00:
': 1'00 0 99
7.93
721;03 ':
2379:23.: a
L50':
,' 34.07.'
:265.00'' ' '
'..... 60W4H : t :..:.:.
4:00
100
:.1.00 .:
1.00
:1.00.
0:99.. ....:
'
0 00
OA0
0.00 ... .
Length =19.0 ft : 1.;.::
, .0.303:.:,0.129
1.00 '.1'.00:..
1..00.:::1.00
•..1:00
1.00. '
0:99 ..
7:93
'":'721.03
2319:23
1:50
...:0,00 ...
34,07
265:00
+D O.7014H::
1.00
1.00.
100:100
.-1.00.
.0.99
.:
0.00.:
0.00.
0:00
0.00 ,
Length -19.0 ft - 1.
0,303
' :.0129
: 1.00, , ` 1.00. .1:.00
.1.00
1.00
` 1.00 .
0.99
7.93' ..
721.03
2379:23.
1.50
34:07
265.00
4".750Lr+0.750I-+0.450W+H
1.00
1.00
1.60
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =19.0 ft 1
0.432
0.183
1.00 1,00
1.00
1.00
1.00
1,00
0.99
11.32
1,028.70
2379.23
2,14
48.61
265.00
+D+0.750L40.75OS40.450W+H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length '=19.0 It 1
0.303
0.129
1.00 1.00
1.00
1.00
1.00
1.00
0.99
7.93
721,03
2379.23
1.50
34.07
265.00
+D40.750L40.75OS40.525OE44i
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
.0.00
Length =19.0 ft 1
.0:303
0.129
1.00 1.00
1.00
1.00
1.00
1.00
0.99
7.93
721.03
2379.23.
1.50
265.00
40.60D40.60W40.60H
1.00
.1.00
1.00
.1.00.
1.00
0.99
0.00
,
0.00.
.34.07
0.00
0.00
Length =19.0 ft ' 1
0.182
0.077
1.00 1,00
1.00
1.00
1.00
1.00
0.99
4.76
432.62
• '2379.23' '
0.90
20.44
.
265.00
4O.60D40.70E40.60H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =19:0 ft 1
0.182
0.077
1:00 1.00
1.00
1.00
1.00
1.00
0.99
4.76
432.62
2379.23
0.90
20.44
265.00
Overall Maximum Deflections_v.
Unfactored Loads
Load Combination
Span
Max.'-' Deft
Location In Span
Load Combination
Max. '+' Deg Location in Span
D+Lr
1
0,5705
9.569.
0.0000
0.000
Vertical Reactions - Unfactored
.
Support notation : Far left Is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.620
2.620
0 Only
1.670
1.670
Lr Only
0.950
0.950
D+Lr
2.620
2.620
PT07 y6r1UCOON
DArE
BY_
N
roject Title: Stupka Residence
ngineer: Project ID:
STRUCTURAL -ENGINEERING Remodel
STRUCTURAL
I
VIL.AN0.5TRUCTLRAL ENGINEERING
I Printed: 11kW2014,11:38AM
t. ° l..' y; _,r :- ': FIIe.i6.IUSer Voom3lDesktopVJA'SP-t12014PR-11StupkalSTUPKA-1.EC6
;11Vood :Beam T, , .: . ; .'y ' ENERCALC, INC: -196264' Bulld,6:14,1,23, Ver,6.14.1.311i '
Description: BM#3': :.•:;
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
. CODE REFERENCES
Uniform Load : D = 0.0880, Lr = 0.040 ; Tributary Width =1.0 ft, (Roof.& Wall)
Calculations.per NDS 2012, IBC 2012; CBC 2013, ASCE 7-10
DESIGN SUMMARY_' ' -_
+
Load. Combination:Set - ASCE 7-10
. - •
Maximum Bending Stress Ratio =
0.427.1 Maximum Shear Stress Ratio =
:Material Properties..:
Section used for this span
6x8
Section used for this span
Analysis Methotl`: Allowable:Stfess Desi n:; :.
9..
. Fb`- Tenslo'p
1;350.0 psi
. E.., Modulus of Elasticity ..:
Load .Combination;ASCE 7=10. ::
Fb-Compr
1,350.Ops1
Ebend-xx' 1,600:Oksi
170.00 psi
Fc -Pill
925.0. psi
Eminbend -xx 580.Oksl
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Location of maximum on span =
Wood Grade : No.1
Fv
170.0 psi.
Span # where maximum occurs =
Beam Bracing :Completely Unbraced
Ft
675.0 psi
Density 32.210pcf•
Q(0.0% W0.04)
:•C t.'f a s , Y to
6x8
Span = 12.0 it
Applied Loads. `:: _ R : ;
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0880, Lr = 0.040 ; Tributary Width =1.0 ft, (Roof.& Wall)
Load Combination
DESIGN SUMMARY_' ' -_
+
. - •
Maximum Bending Stress Ratio =
0.427.1 Maximum Shear Stress Ratio =
0.158: 1
Section used for this span
6x8
Section used for this span
6x8
fb :Actual =
574.86psi
fv : Actual =
26.88 psi
FB.: Allowable
1,345.02psi
Fv : Allowable
170.00 psi
Load Combination...+D+Lr+H
F'v
Load Combination
+D+Lr+H
Location of maximuon span =
6.000ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
0.00
0.00
Length =12.0 ft
Max Downward L+Lr+S Deflection
0.061 -in Ratio=
2373
1.00
Max Upward L+Lr+S Deflection
0.000 In Ratio=
0 <360
1,00
Max Downward Total Deflection
0.208 in Ratio=
691
170.00
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces & Stiesses for Load Combinations
Load Combination
Max Stress Ratios-`
' -Moment-Values ,l (, .r J _
a I
Shear Values
Segment Length
Span #
M
V .
C d
C PN
C I
Cr
C m .
C' t CC.L 1 J i M:Li & EtbAA FT ZF b-) ' Vj
M
F'v
+D+H
1.00
1.00
1.00
1.00
,1.00 1,00_ -.3 r-.,0:0,,0 .
.
0.00
0.00
0.00
Length =12.0 ft
1
0,303
0,112
1.00
1.00
1.00
1.00.
1,00
'1.00 loo '. 1.7,5 s 29 1'1345.0"2
0. 2
19.05
170.00
+D+L+H
1.00
1.00
1.00
1.00
1.00 1 oo3t c ONSiRUCTIo.00,j
0.00
0.00
0.00
Length =12.0 ft
1
0.303
0.112
1.00
1.00
1.00
1.00
1.00
11.00 1.00 1.75 407.29 1345.02
0.52
19.05
170.00
+D+Lr+H
1.00
1.00
1.00
1.00
1.00 0.00
0.00
0.00
0.00
Length =12.0 ft
1
0.427
0.158
1.00
1.00
1.00
1.00
1.00
Loo
AOi1007-2:47 5.74.86 1345.02
0:74
26.88
170.00
+D+S+H
Length =12.0 ft
1
0.303
0.112
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1:001:00 0:00'- 0.00
1.00 1.00 1.75 407.29 34b:02"-052
0.00
0.00
4".750Lr+0.750L+H
1.00
1.00
1.00
1.00
1.00 .1.00 0.00
0.00
19.05
0.00
170.00
0.00
Length =12.0 ft
1
0.396
0,147
1,00
.1,00
1.00
1.00
1,00
1.00 1.00 2.29 532.96 . 1345.02
0.69.
24.92
170.00
+D. 0.750L+0.750S+H
1.00
1.00
1.00
1.00
1.00 1.00 0.00
0.00
0.00
0.00
Q
roject Title: Stupka Residence
Ino
ineer: Project ID:
rolect Descr Remodel
TRUCTURAL .ENGINEERING
... kl..'...
C.IV.IL'AND STRUCTURAL ENGINEERING .:.'. .:
DATE
-_ BY
01D
Pdnted: 11. MAR 2014,11:38AM
....
Wood Beam:
.:...:.::=_':.'.
,•:';:, : ;
: ' ;
- '
•' '.:.-
:> :
.: ;: ;File,=c:(UsersUooi131DesktopVA'SP-112014PR-11S1uP kaWUPKA-.1.
..:.:=
•
ENERCALC,
INC.:1983 20.14,
Bulld:6.14.1.23, Ver 8.14.1.31
.. ...:
`Descriptio BM#3:
. Load Combination
Max Stress Rados:
; ::. .
Moment Values;
'
Shear Values
Segment Length Span #
M V'
Cd .... C FN
C t
C r
C m
. t
C L
M
fb
F'b
V
fv Pv
Length =12.0 ft ... :1::
0:303•:,. ': 0:112
1.00 ' 1.00...:..1.00
.. 1.00:
.1 .00
A-00'.
1-00:..
1.75
407.29.
1345.02.
*0.52
19.05 170.00
4fl 0.60W+H .' .
1.00
100:;
1.00 ,.
1t00
. 1.00
1.00'
0 00
0:00
0.00 0.00
.Length =12:0 8 .. :. 1'' ;.:'.•0:303
0.112
: ,1.00. 1.00
1.00
1.00.
t00
.` 1.00.1.00
': "
1.75.
407,29
1345.02
0.52
' 19,05 ' ' 170.00
+fl+0.70E+H
1;00:1•.00'..:1.00.:
100
1.00
1.00
0.00
0.00
.
0.00.
Length 12.0ft., 1 >
0.303 0112
:1.00 1:00
1.00:
1:00
• 100
1.00'..1.00
175
407:28
-1345.02
0.52%.
.0.00.
19:05 ' 170.00
4040.750Lr+0.750L40.450W4H.
'i
1:00
1.00..1.00
1.00
1.00:
1.00
0.00
0.00
0.00 0.00
Length =12.0 it
0.396 0,147
1.00 1.00
1.00
1,00
1.00
1.00
1.00
2.29
532.96
1345.02
0.69
170.00
+W.750L40.750S+0.450W+H
1,00
1.00
1.00
1.00..
1,00
1,00
0.00
0.00
.24.92
0.00 0.00
Length =12.0 ft 1
0.303 0.112
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.75
407.29.
1345.02
0.52
19.05 170.00
40+0.7501.40.750S40.5250E+H
1.00
1.00
1,00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length =12.0 ft 1 .
0.303 0.112
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.75
407.29
1345.02
0.52
19.05 170.00
40.60D+0.60W+0.60H
1:00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length =12.0 It 1
0.182 0.067
1.00 1,00
1,00
1.00
1.00
1.00
1.00
1.05
244.38
1345.02
0.31
11.43 170.00
+0.60D+0.70E+0.60H
1.00
1.00
1.00
1:00
1.00
1.00
0.00
0.00.
0.00 0.00
Length =12.0 ft 1
0.182 0.067
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.05.
244.38
1345.02:
0.31
11.43 170.00
Overall Maximum Deflections - Unfactored Loads
Load Combination
Span
Max. '= Deg
Locatlon In Span
Load Combination
Max. '+' Defl
Location In Span
D+Lr '
1 '
0.2082
6.044
0.0000
0.000
Vertical Reactions - Unfactored
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.823
0.823
D Only
0.583
0.583
Lr Only
0.240
0.240
D+Lr
0.823
0.823
DATE
-_ BY
01D
ROOM
FOYER
s:
l
0LOISE\T\
HA0000,S64
-4
ROOM
FOYER
s:
316/2014 Design Maps Sunvrlary Report
Z=.. Design Maps Summ. ary. Report
User: -Specified Input ,
Report.Title.:Stupka Residence
Thu Mach 6, 2014 16:23:51 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data :available in 2008)
1 10
NAys4tk fount:5t,1
a Inta - oachella. op INN
,i
USGS-Provided Output
Ss = 1.500 g
S1 = 0.600 g
Ad
' I
"
02014
SMS = 1.500 g
SM1 = 0.900 g
Sos = 1.000 g
SOI = 0.600 g
OW,
m MapQuest
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.
MCER Response Spectrum
1.65
1.50--
1.35
1.20
1.05
0%
. 0.90-
0.75-
0.60-
0.45--.
.900.750.600.45
0.30
0.15
0.00
0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00
Period, T (sec)
Design Response Spectrum
1.10
A,ss'
AWSbs Mohr
0.00
,s
; :,r,.; Tai
0.77
USGS-Provided Output
Ss = 1.500 g
S1 = 0.600 g
Ad
' I
"
02014
SMS = 1.500 g
SM1 = 0.900 g
Sos = 1.000 g
SOI = 0.600 g
OW,
m MapQuest
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.
MCER Response Spectrum
1.65
1.50--
1.35
1.20
1.05
0%
. 0.90-
0.75-
0.60-
0.45--.
.900.750.600.45
0.30
0.15
0.00
0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00
Period, T (sec)
Design Response Spectrum
For PGA,„ TL, C,S, and CR, values, please view the detailed report.
httpl/geohamds.usgs.goWdesignmaps/us/summary.php?template=minimal&latitude=33.6633573&1ongnude=-116.31000949999998&siteclass=3& lslcategory=
C13)
... 1/2
1.10
0.99
0.00
0.77
0.44
.33
0.33--
0.22
0.22--
0.00
0.00 O
"'6110 -"o 0.a0 1.00 7 20 1.40 1:60
1.002.00
For PGA,„ TL, C,S, and CR, values, please view the detailed report.
httpl/geohamds.usgs.goWdesignmaps/us/summary.php?template=minimal&latitude=33.6633573&1ongnude=-116.31000949999998&siteclass=3& lslcategory=
C13)
... 1/2
address
49201 Avenida Anselmo, I
city
.................. .................... .
La Quinta
stats
..... ......... ....._........ .... ........... .:...........
Callfomia
zip
92253
country
United States •
latitude
.
longitude `.
above values must be in decimal
with minus signsforsouth and west
Detemiine,`Address reset,t
et --t -a eiLatlLo` i ; GetYAltitude
;Ds Rig
U Access geocoder.us / geocoder.ca (takes a relatively long tune)
from goosLe Ilatitude longitude
altitude
decimal
133.6633573
-116.31000949999998
deg -min sec
deg -min -sec
33° 3948.0:86 3"
-116° 18' 36.0342"
httpJ/stewmorse.orgfj calAaton.php
from oo latitud6
longitude altitude
decimal
33.689442
-116.300819
deg -min sec
33° 41' 21.9912"
-116° 18' 2.9484
-r-
LA QUINTA
, La Quinta, Callfomia 92253 I BUILDING & SAFETY DEPT.
A DDROVEn
c st latitude longitude altitude INSTRUCTION
from ue
decimal
33 3.67
-116.2797
33° 40' 26.04" -1160 16' 4692"
La Quinta, CA 92253
open street map fafled to return a result
jjfrom—=1a—m--ulatitude longitude altitude
BY
1/2
babe. keov ► . 3 x (,%q
(0PevX 9+VIAC4U►'c. _ SotsMtc, overoS )
17if}.p HR iAA g ;
W - 45 x 36 X 30fs,f
W X186 0o t
x
$age si ,-ay _ I.3 X ,y3
iL
TAt
LJ DEFT
6 TR UE
CC
GATE
/ON
C )-
'A)iG ? PROJECT:eismc Lod(DIaPhe PAGE:
PAGE
CLIENT Stu ka Residence '
STRUCTURAL F s , 4 DESIGN BY: R.A
A.ENGIMEFING- ..` a
JOB. N6.': •;r , ',f . : .a DATE. ,375/201ar :REVIEW'BY.: AA."
One•Story` Seismic AnalysislBasedrton 20,12•;LBC,/,20,T3 CBC ' ' •
,ermine Base Shear(Derived from ASCE-7 .Seb.1.2.84 Supplement 2)::.
V = MAX{ MIN [ SDS I / (RT)
, SDS I / R ] , MAX(0.044SDSl , 0.01) 0.5S1 I / R) W
= MAX{ MING 0.82W 0.15W ] ' 0:04W : , 0:05W } :.
= 0.15W -'-($D_
(for S, 2 0.6 g only):
- 0.11 W, (ASD) =..::..
1.:87 kips.
Where SDS _..
N 1;`'f
(ASCE 7 Sec 11.4.4)
SD1
(ASCE 7 Sec 11.4.4)
S1 =
",f0:6
(ASCE 7 Sec 11.4.1)
R =
:=*116.5, f
(ASCE 7 Tab 12.2-1)
I =
- 11,-,
(2012 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1)
Ct=
1.0!02,
(ASCE 7 Tab 12.8-2)
hn =
10.0 ft
X= 0.75 (ASCE 7 Tab 12.8-2)
T = Ct (hn)x = 0.112 sec, (ASCE 7 Sec 12.8.2.1)
Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 &'12.8.6)
Level Wk hx hxk Wxhxk Fx , ASD (12.8-11) 8xe,allowable, ASD
Roof=, -,l-7- 0 10.0 170 1.9 (0.11 wx) 0.4
17.0 170 1.9
Where k = 1 for T <= 0.5Ne.,allowable, ASD = Aa 1/ (1.4 Cd); (ASCE 7 Sec 12.8.6)
k = 0.5 T + 0.75 for T @ (0.5 , 2.5) Cd = . 4 {; ,(ASCE 7 Tab 12.2-1)
k = 2 for T >= 2.5 ( Aa = `0.02l, hsx, (ASCE 7 Tab 12.12-1)
Diaphragm Forces (ASCE 7, Sec 12.10.1.1)
Level Wx I;% Fx EFx Fpx,,•.ASD, (12.10-1)
Roof 17.0 17.0 1.9 1.9 F(I 3, V r r- o : wx )
17.0 1.9 8UiLDiNG & /- Q IATA
DEp7
Where Fmin = 0.2 SDS I Wx / 1.5 , ASD FSR CO C
'OV --
Finax = 0.4 SDS I Wx / 1.5 ,ASD . NSTRDCTION
DArE
GO;
PROCT : $elS' Load (Diaphragm B { ;-• r
JE
STRUCTURAL
CLIENT } '
Stupka Residence' a DESIGN BY : kR A
m .CNGINECFit`G,.. „y} , r " Lt ; .-. » -:'• .. ::
JOB NO , ,_ •..r,y :. _ , .
.DATE ,.'315l20•Y4; ,REVIEW BY R A
One Sto Seismic`AnalysistBa§®dorx2012fIBC /x20;13 CBC; - .. '
Determine Base Shear (Derived. from. ASCE :7 Sep... 12.81 & Supplement 2)
V = MAX{MIN [ SD11 / (RT).:-'I'..SDg I /. R ]. , .MAX(0 044Spsl :; 0.01) , : 0.5S1 I / R) W;
=MAX(MIN[.0:821N: , •0.15W
]:, . 0; 04W , 0.05W')
A...
(tot. $1.Z 0 6.g onlY) .
- 0.:1,1: W, (ASD) 6.43 kips
.. ..,
Where SDs =
.e. 1y
(ASCE 7 Sec 11.4.4)
SD1 =
P0.6>
(ASCE 7 Sec 11.4.4)
S1.=
=" X016'
(ASCE 7 Sec 11.4.1)
R
(ASCE 7 Tab 12.2-1).
1N?
(2012 IBC Tab 1604.5 &ASCE 7 Tab 11.5-1)
Ct =
E0:02
(ASCE 7 Tab 12.8-2)
hn =
10.0 ft
x =
0.75 (ASCE 7 Tab 12.8-2)
T =
Ct (hn)x = 0.112 sec, (ASCE 7 Sec 12.8.2.1)
late Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 & 12.8.6)
Level' Wx hx. hxk Wxhxk Fx , ASD (12.8-11). Sxe,allowable, ASD
Roof 758T5, ;-_ _x,10 10.0 585 .6.4 (o.i 1 wx) 0.4
58.5 585 6.4
Where k = 1 for T <= 0.5
k = 0.5T+0.75 for T @ (0.5 , 2.5)
k = 2 for T >= 2.5
late Diaphragm Forces (ASCE 7, Sec 12.10.1,1)
Level Wx EWx Fx EFx
Roof 58.5 58.5 6.4 6.4
58.5
Where Fmin = 0.2 SDS I Wx / 1.5 , ASD
Finax = 0.4 SDS I Wx / 1.5 , ASD
allowable, ASD = Aa 1/ (1.4 Cd), (ASCE 7 Sec 12.8.6)
Cd = ;l r4;.i* ,(ASCE 7 Tab 12.2-1)
Dam '(0':02° • hsX, (ASCE 7 Tab 12.12-1)
a 1OF
UrFUrnF _ QUrN7A
`px AS (1,2110-1) pEPr
Q.,l Wx
r :1q:pNST -rjRUCTION
DATE
BY
!V
;. s.. :
8
-R PROJECT: SW#2
Common
Nail
PAGE:
STRCCTUR L. CLIENT: Stupka_Resldence
.
DESIGN BY: R.A
.r NCINrt FINt, JOBNO.:.
DATE :
3/5/2Q14. REVIEW BY: R.A
Shear Wali Design Based on 2012 IBC 12013. CBC I NDS 2012
1 220 1 320 1 410 1 530
SIMPSON
SEISMIC
L
INPUT DATA
46338
Left 29305 0.9 T = 1452
h
Right 29305 0.9 T = 1452
L'ATSRAL FORCE ON DIAPHRAGM Vdle wlNb.= •; :250,'
; di .
:', plf,ior wind
- •w
idle, SEISMIC= 305
.: plf,fer.eelsmIc,'ASD
J't
Right 29305 2/3 T = 1079
GRAVITY LOADS ,ON, THE ROOF:. `' .. NipL = , ;'' 150'.`
'- pif,for dead load ..., . ` ..
d
WILL r 100_
. pif,for live load
1 Via _1 --------
hp
DIMENSIONS: Lw = 13.75 ft, h = 10
ft
f
L = 13.75 -'ft , ho = 1.0
ft
PANEL.GRADE (.0 or 1) _ 1... <= .Sheathing and $Ingle -Floor
h
MINIMUM NOMINAL PANEL THICKNESS _ ;. 3/8 •
In
COMMON NAIL -SIZE (.O=Sd,,1=8d, 2=10d;) .: ' . 1
-8d.
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.6
EDGE STUD SECTION 2 ' poe, b.-. 2'
In, _ h 6 in
v.
SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH
T,
T.
GRADE (1, 2, 3, 4, 5, or 6) 4 No. 2
STORY OPTION (1=ground level, 2=upper level) 1
ground level shear wall
Lw
Thr- onrr%r% •tMLL YGJIVI\ IJ MYGVVNI G.
SUMMARY
BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS
4 in O.C. BOUNDARY & ALL EDGES 112 In O.C. FIELD,
5/8 in DIA. x 10 In LONG ANCHOR BOLTS ® 36 in O.C. (or 12 in DIA. x 101n LONG ANCHOR BOLTS @24 in O.C.)
HOLD-DOWN FORCES: TL- 1.45 k , TR = 1.45 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN)
DRAG STRUT FORCES: F = 0.00 k
EDGE STUD: 2 - 2" x 6" DOUGLAS FIR -LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: A = 0.33 in
PSIS
: MAX SHEAR WALL DIMENSION RATIO L / B = 0.7 < ,3.5 [Satisfactory]
MINE REQUIRED CAPACITY vb = 305 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 In)
TNF SMFAR RAPARITIFR PFR IRR T.H. 99nA 3 / .gnPWS2-nR TahI. A 3A -Ith A53r1'... 4-f - f fn 9 n%
Panel Grade
Common
Nail
Min.
Penetration
in
Min.
Thickness
in
Blocked Nail Spacing
Boundary & AllEd es
6 4 3 2
.Sheathing and Single -Floor
8d
1 11/2
1 3/8
1 220 1 320 1 410 1 530
Note: 1. i no Indicated snear numbers nave reduced by specific gravity factor per IBC note a.
2. Since the wall is blocked, SDPW-08 Table 4.3.3.2 does not apply.
4E DRAG STRUT FORCE: F = (L -Lw) MAX(veu, WND. nova.. SEISMIC) = 0.00 k ( r10 =
(DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2012, Tab.11E)
5/8 In DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C. (or 12 in DIA. x 10 in LONG ANCHOR BOLTS @ 24 in O.C.)
THE HOLD-DOWN FORCES -
1 ) (Sec. 1633.2.6)
(TL & TR values should Include upper level UPLIFT forces if applicable)
:CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)4
8Vbh3 vbh i C- -I hd
-
-A&dMg•+Oslo,+ON d ./(a+ Achard splice dip - •+-+0:%5he,+• wiwl ,0.331r.In,.ASD <
EALw Gt Q 1, DiI L„ `''J 1\1 ► A,_
S{ r 8xe,elloweble,ASD.- 0.429 in
Where: vb m 305 plf, , ASD Lw - 14 ft`12.8.6) _- 1.7E+08 psi [Setlafae ryj r (ASCE 7-1012.8.6)
A- 16.50 in` h - 10 ft G.=' 9.0E+04' psi r'\+Vr-Cd 4 I= 1
t = 0.221 In e„ = 0.017 In, SO do ZA0 5 J n SD's ,(ASCE 7-10 Tab' 12.2-1 & Tab 11.5-1)
CM = 1,o J) RUCT v 0.02 1h„
(NDS 4.1.4) (ASCE 7-10 Tab 12.12-1)
:CK EDGE STUD CAPACITY DATE _
Pmax - 3.67 kips, (this value should Include upper level DOWNWARD loads -if applicable)- gY
Fe = 1350 psi CD = 1.80 CP = 0.38A = '-18:5-- inZ
E = 1600 ksl CF = 1,10 F.- 894 psi > %= 222 psi
[Satisfactory]
01
VdIs
Wall Seismic
Overturning
Resisting Safety Net Uplift
Holddown
(plo
at mid -story lbs
Moments ft -lbs
Moments ft -lbs Factors lbs
SIMPSON
SEISMIC
305
440
46338
Left 29305 0.9 T = 1452
h
Right 29305 0.9 T = 1452
WIND
250
34375
Left 29305 2/3 T - 1079
J't
Right 29305 2/3 T = 1079
d
(TL & TR values should Include upper level UPLIFT forces if applicable)
:CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2)4
8Vbh3 vbh i C- -I hd
-
-A&dMg•+Oslo,+ON d ./(a+ Achard splice dip - •+-+0:%5he,+• wiwl ,0.331r.In,.ASD <
EALw Gt Q 1, DiI L„ `''J 1\1 ► A,_
S{ r 8xe,elloweble,ASD.- 0.429 in
Where: vb m 305 plf, , ASD Lw - 14 ft`12.8.6) _- 1.7E+08 psi [Setlafae ryj r (ASCE 7-1012.8.6)
A- 16.50 in` h - 10 ft G.=' 9.0E+04' psi r'\+Vr-Cd 4 I= 1
t = 0.221 In e„ = 0.017 In, SO do ZA0 5 J n SD's ,(ASCE 7-10 Tab' 12.2-1 & Tab 11.5-1)
CM = 1,o J) RUCT v 0.02 1h„
(NDS 4.1.4) (ASCE 7-10 Tab 12.12-1)
:CK EDGE STUD CAPACITY DATE _
Pmax - 3.67 kips, (this value should Include upper level DOWNWARD loads -if applicable)- gY
Fe = 1350 psi CD = 1.80 CP = 0.38A = '-18:5-- inZ
E = 1600 ksl CF = 1,10 F.- 894 psi > %= 222 psi
[Satisfactory]
01
STRUCTURAL
-PROJECT :'G ade•Beam for'SW#] ' .
CLIENT.: 1Stupka-Residence
k PAGE:
DESIGN BY:. R.A
-ENGINEEPJNc
JOB NO..:. 1403.18
; ` . DATE :
I :i. ..REVIEW BY : RA
F.00tin :Desi n-of-.Shear.Wall'Based•on•ACI318.11..::,
INPUT:DATA
wr
WALL.LENGTH'
Lw =
Ir 1.5'',
it .. ' ,.. .
WALL HEIGHT
h =
... 10.
ft ::
Pr.
WALL THICKNESS
t _
8-
in
a.
FOOTING LENGTH '
L
Lr _.
3:5
ft ..
M
FOOTING WIDTH
'
B =
12
€ft
P
FOOTING THICKNESS :..
T=
24
, in'.
h
W
FOOTING EMBEDMENT DEPTH
D'=
2
ALLOWABLE SOIL PRESSURE
=
q-
1.5
-
I ksf
P .
f
DEAD LOAD AT TOP WALL
LIVE LOAD AT TOP WALL
Pr,DL - x0 kip',
P . 0.: ki s,
r.LL' P
wr,DL = 20 plf
w r,LL = 'L PIf
D
0
TOP LOAD LOCATION
WALL SELF WEIGHT
a= 0 i
Pw=
ft
, 0.1
1 kips
L1
Lw
LATERAL LOAD TYPE (0=wind,11=seismic)
1
seismic
L
SEISMIC LOADS AT TOP (E, SO)
F .
1.3
kips
M -
0
ft -kips
CONCRETE STRENGTH
fc =
4!
ksf
REBAR YIELD STRESS
fy =
80
ksl
TOP BARS, LONGITUDINAL
2
#'
BOTTOM BARS, LONGITUDINAL
3
#
712
BOTTOM BARS, TRANSVERSE
#
3
(d1
in o.c.
< _= Not Required
MALYSIS
;HECK OVERTURNING FACTOR (2012 IBC 1605.2.1, 1808.3.1, & ASCE 7-10 12.13.4)
F - MR / Mo - 1.38 > 1.0 x 0.75 / 0.9 for seismic
Where Pr, OL' 0.03 kips, (total roof DL, Including wr,10
Pr,LL = 0.03- kips, (total roof LL, Including wr,LL)
a 0.5 ft, (total roof loads)
Pf =. 4.93 kips (footing self weight)
Mo = F (h + D) + M - 16 ft -kips (overturning moment)
Ma = (Pr,DL) (Lt + a) + Pt (0.5 L) + Pw (1-1 + 0.5Lw) = 21
HECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
P, = 3.4 kips (soil weight in footing size)
P = (Pr,DL + Pr,L0 + Pw + (Pf - Ps) ■ 1.69 kips (total vertical net load)
MR' (Pr.DL + Pr, LL) (Lr + a) + Pt (0.5 L) + Pw (1-r + 0.5Lw) - 22
e = 0.5 L - (MR - Mo) / P = 0.69 . ft (eccentricity from middle of footing)
P 1+ L L
for e5-
geux = BL 6
2P L = 0.15 ksf
3B(O.SL-e)' for e> 6
Where 0. 0.69 ft, < (L / 6)
:HECK FOOTING CAPACITY (STRENGTH DESIGN)
Mu,R = 1.2 (Pr,DL (Lr + a) + Pf (0.5 L) + Pw (Lr + O.SLw)) + 0.5 Pr, LL(Li + a)
Mu,o = 1.0 IF(h + D) + MI = 16 ft -kips = 26 ft -kips
Pu = 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr LL - 8 kips
eu - 0.51-- (Mu,R - Mu,o) / Pu2.56 ft .
P. L
for e„ 5 -
q..,m," = BL 6 = 1.20 ksf
2P„
.ror e„ > L
3B(0.5L-e„)' 6
(Satisfactory)
ft -kips (resisting moment without live load)
ft -kips (resisting moment with live load)
10
0
-10
-20
oV
Location
Mu,max
d (in)
PmgD .
PpmvD
Vu,max
OVc = 2 m b d (f )°'6
Top Longitudinal
-4 _ ft -k
20.69
0.0001
0.0012
13 kips
53 kips
Bottom Longitudinal
7 ft•k
20.69
0.0018
0.0019
13 kips
53 kips
Bottom Transverse
0 ft -k / ft
(cont'd)
BENDING MOMENT b'SNEAR AT EAGH'006TINl3 SECTION
0.0000
0 kips / ft
26 kips/ft
Section
" 0` . "
1/10'L" •
410L
V10L-
4/10,L .
' S/10:L .
.8%10 L:
7/10'L'..
8/,10 L `
9/t0 L
L '
Xu (it)
, .: 0 "
0,85 .'
"'.1.70.":•.
". 2.85 ':
" 3.40 "=
':4:25 ..'
5.10
::1 5.95::
8.80='
7.85
8:50 "
Pu,w (ktt)
0:0 -
0.0 :'
0.0
0.0
." 0.0 :'
0:1
.. 0.0• "
"' 0.0 > . '
." . 0.0..:
0.61.
0.0
Mu.w (ft -k)
' 0
0
0
0
0
'. -8
-16 "
-16 ".
.16
-16
-16
Vu v, (kips)
. " '.0
0' .. •
0 ..
0 ".:"
. 0:
•18
0.
0
....:0
'0.".
., 0
Pu,t(kef)
. '0.3
_" 0.3 . ":
':: 0.3.. "
": .':., ..
0.3
0.3 .:."
' 0:3
0.3 .:
..' 0,3 "':'
" 503 ."
0:3
0.3
..Mu.I (ft•k)
. 0..' : '
:.: '0'•
.1
4.
4' "
-8
A.
:-12
-16 ";"
-20
-25
(kips)
...
"
>5 . .:
_5 ` :.
u (ksf)
:."',1.2
J".0" ..:
', .-0 8
: 0.6 ":
.' =0.4, .::-.'.--;0.2
.:
.: 0.0';
0,0. ;
."' 0.0:
"": 0.0
0.0: ` . :...
MuQ.(ft-k)
,:..,. 0 : ..
"".:.,"1."
3:.
7 : '::
". 1.1 " .
: '' 1.6`: `
'...29...'
'";;.26..':"
.. 31 :
; 36
41
i"Vu,Q"(kips)
0. ?.
Z::,
.. 3:: ":
': `,:5 `:
:..'..'.5
:8 ".
`B:' .
:" '8 .
.:•.:8.. ..
8';.::
', ;.6' ,
E Mu (ft -k)
0
1
2
4
7
2
-4
-2 '"
.1
0
0
E Vu (kips)
0
1
2
3
3
•13
1 2
2
1
1
0
10
5
0
oM
.5
10
0
-10
-20
oV
Location
Mu,max
d (in)
PmgD .
PpmvD
Vu,max
OVc = 2 m b d (f )°'6
Top Longitudinal
-4 _ ft -k
20.69
0.0001
0.0012
13 kips
53 kips
Bottom Longitudinal
7 ft•k
20.69
0.0018
0.0019
13 kips
53 kips
Bottom Transverse
0 ft -k / ft
20.19
0.0000
0.0000
0 kips / ft
26 kips/ft
0.85f 1- 1- M.
Where P
0.383bd' f )
=
fy
0.85,6, f c su
PnrAx = * = 0.0206
✓ y: Eu+s1
P min - 0.0018
[Setlsfactory)
LA QCJIIV T
' - ✓ SAFE7y pEP A
JH.c,0jVSr
TI pN
C
F3
0
Concrete
Concrete
Cracked
Pa(psi) y/c.v
Normal weight
IYes
12500.0 1.00
0
0
Yea
Condition
Thickness (in)
Suppl. Edge Reinforcement
B tendon and shear
18
No
Hole Condition
Inspection
Temp. Range
Dry Concrete
Continuous
1
rdcavrna Lodae
Nue (Ib) 1 VU. (lb) I VYey (lb) Mux (Ib'ft) Muy (lb -ft)
2150 10 10 10 10
ex
(in)
ey
(in)
Mod/high
I seismic
Anchor w/ sustained
Itenslon
Anchor only resists
wind/leis loads
Apply entire shear
@ front row
0
0
Yea
No
Yes
No
• . ♦1M MOIf111Y11V1 Ivn lvn vaae
N uat (lb)
2150.00
®'Nx(In) e.Ny(In)
0.00 10.00
Individual Anchor Shear
Loads
V ue1 Vb)
0.00
[e'vx(in) Wvy(in)
0.00 10.00
Tenslon strengths
Steel ((D = 0.80 )
N8e(Ib) ONS&(lb)
NUe(Ib)
N ua IONS&
13110 11048.00
12150.00
10.2060
Concrete Breakout (O. = 0.75 , ma01e = 0.75 )
Ncb(Ib) ON,b(lb)
NYe(Ib)
12150.00
Nu& /ON
8117.57 14588.13
10.4709
Adhesive (O = 0.75 , Osels
= 0.75 )
Ns(Ib) ON&(Ib)
NUe(Ib)
NUe /4)N&
7679.25 14319.58
2150.00..
0.4977
about: blank
C t -y n
F A QUItNTA
8l lLUil r
G & SAFETY DEPT.
FOR CONSTRUCTION
DATE BY
Shear Strengths
Steel (0 = 0.75 . ayseis = 0,7t ).
V (Ib) 4?V (Ib)
ev: ev . ua ...... ua._
5584.15' 4188.1.1 0.00'. 0.0000
Concrete BrBekout (case
Concrete Breakout (case 3) (cb 0 0.75 . osels 0 0.75 )
0x1 edge
V by(ib) I <DV by(lb) I Vuay(lb) I Vuey /10V by
3825.'2112151.68 10.00 10.0000
cy1 edge
VI.bx(Ib) Q)V.bx(Ib) Vuax(Ib) Vuax /W bx
11622.69 6537.76 0.00 10.0000
cx2 edge
Vcby(lb) I a Vlby(ib) Vuay(lb) I VUey /4)Vcby
23597.64 13273.61 10.00 10.0000
cyz edge
Vcbx(lb) 4'VbX(Ib) Vuax(Ib) Vuex /CVcbx Vue /G)Veb
11622.89 6537.78 10.00 10.0000 10.0000
PryOut (4) = 0.75 , neia = 0.75 )
Vcp(Ib)WV (ib) Vuax(Ib) vu.IWVcP
15358.51 18639.18 10 10.0000
Vcp(lb) 4)V p(lb) LB-y(lb) VYOy 77., Vue /(DVCP
15358.51 8639.16 0 0.0000 10.0000
Note: Ratios have been divided by 0.5 factor for brittle failure.
Interaction check Ci
V.Max(0) «0.2 and T.Max(1) <= 1.0 [Sec D.7.11
' . F
interaction check: PASS BUiLD1N Uf (v7
Use 8/8" diameter A307 GR. C SET -XP anchor(s) with 10 In. embedmenAPpRo
AF TY DEPA
ra co VED
CT10N
SATE
BY
abouvb)ank 2
r
IIIIIIIIIIIIIII IIIIIIIII 30 '
' IE
R1ATR C-'TR1AL EJ I EER1Ir G
77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998
Palm Desert, CA 92211 Fax: (760) 360-9903
f
Structural Calculation
For Stupka Residence
At 49 207 Avenida Anselmo, La Quinta
Country Club, La' Quinta, CA
Type Of Proiect: Residential
Remodel
(Revision #1 (04/07/14)
Plan Check
APR 16 2014
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
Designer: Andrzej W. Weber ('00
wr NO. C 67613 ;0 FXP'
` F CRS•• ;''--
Date: March 5, 2014 Cly O
Design by: R.A. BUILDING & SAFETY DEPT.
Job No. 140318 APPROVED
FOR CONSTRUCTION
ss, r
DA -TE +(! BY _
R PROJECT : Max. Capacity for 2.5 sq. ft. Pad Footing -, PAGE:
t 1 RUCTUfL\L CLIENT: DESIGN BY: R.A
mrNGINF.r: ING JOB NO.: DATE: REVIEW BY: R.A
Pad Footinq Design Based on ACI 318-11
INPUT DATA
LONGITUDINAL
TRANSVERSE
d
DESIGN SUMMARY
COLUMN WIDTH
c1 =
6
in
FOOTING WIDTH
COLUMN DEPTH
C,
6
in
FOOTING LENGTH
BASE PLATE WIDTH
b, =
6
in
FOOTING THICKNESS
BASE PLATE DEPTH
b2 =
6
in
LONGITUDINAL REINF.
FOOTING CONCRETE STRENGTH
f =
2.5
ksi
TRANSVERSE REINF,
REBAR YIELD STRESS
fy =
40
ksl
[Satisfactory]
AXIAL DEAD LOAD
POL =
4.5
k
AXIAL LIVE LOAD
PLL =
4.5
k
LATERAL LOAD (O=WIND, 1=SEISMIC)
=
0
WInd,SD
WIND AXIAL LOAD
PLAT =
0
k, SD
SURCHARGE
qa =
0
ksf
SOIL WEIGHT
Wa =
0.11
kcf
FOOTING EMBEDMENT DEPTH
Dr =
2
ft
FOOTING THICKNESS
T =
12
In
ALLOW SOIL PRESSURE
Qa =
1.5
ksf
FOOTING WIDTH
B =
2.5
ft
FOOTING LENGTH
L =
2.5
ft
BOTTOM REINFORCING
#
4
THE PAD DESIGN IS ADEQUATE.
ANALYSIS
DESIGN LOADS (IBC 1605.3.2 & ACI 318 9.2.1)
B = 2.50 ft
L = 2.50 - ft
T = 12 in
3 # 4 @ 12 in o.c.
3 # 4 @ 12 In o.c.
CASE 1: DL + LL P = 9 kips 1.2 DL + 1.6 LL Pu = 13 kips
CASE 2: DL + LL +0.6(1.3) W P = 9 kips 1.2 DL + LL + 1.0 W Pu = 10 kips
CASE 3: DL + LL + 0.6(0.65) W P = 9 kips 0.9 DL+ 1.0 W Pu = 4 kips
CHECK SOIL BEARING CAPACITY (ACI 318 15.2.2)
CASE 1 CASE 2 CASE 3
R MAX = Bl + q y + (0.15 - ws) 7 = 1.48 ksf, 1.48 ksf, 1.48 ksf
q mAx < k Q a , [Satisfactory]
where k = 1 for gravity loads, 4/3 for lateral loads.
DESIGN FOR FLEXURE (ACI 318 15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)
= o.ssQ I r 1
0.85j I- 1-0.363bd'J' Pnux- j.y aE +Er Pins=M/N10.0018 3PJ
P= j
Y
nu 0HI-t= I Y DEPT.
FOR CONSTRUCTION
DATE 8Y
El
LONGITUDINAL
TRANSVERSE
d
8.75
8.50
b
30
-
_
30
q u.max
_
2.02
--'-- -- 2.02 -------
M,
2.52
2.52
0.000
0.000
pm n
--------- Ag
0.000
0.13
----- _
0.001
--.0.13 --- - - - .- --------
Re D
1 # 4
1 # 4
Max Spacing
18 in o.c.
18 In o.c.
USE
3 # 4
12 in ox- 7-3`"#-4 - @ 12_in_o c.
Pmax
0.019
[ U I jl/ ( '] IF0.0,;19 A f-%1 Aa a r -R -
Check p od < pinax
[Satisfactory]
[ n I I I, - _[SatisfactoryI%-9I..f @ I M
nu 0HI-t= I Y DEPT.
FOR CONSTRUCTION
DATE 8Y
El
I
FLEXURE SHEAR (ACI 318 9.3.2.3, 15.5.2, 11.1.3.1, & 11.2)
On=2obd fc
LONGITUDINAL
TRANSVERSE
Vu 1.37_
1.47
0.75
0.75 Y
OVn 19.7
19.1
Check Vu < V [Satisfactory]
[Satisfactory]
CHECK PUNCHING SHEAR (ACEI 318 15.5.2, 11.11.1.2, 11.11.6, & 13.5.3.2)
OVn=(2+y)o f4p = 75.68 kips
where 0 = 0.75 (ACI 318 9.3.2.3 )
DC = ratio of long side to short side of concentrated load = 1.00
bo = c, + c2 + b, + b2 + 4d = 58.5 in
Ap = bo d = 504.6 int
y = MIN(2 , 4 / PC, 40 d / bo) = 2.0
_ l/
cb+ c ll_
Vu a Pu, max 1 BL (bi 2 i +d II 2 +d IJ 9.6058 kips < 0 V n [Satisfactory]
LITS` OF LA QUINTA
BUILDING & SAFETY DEPT.
FOR CONSTRUCTION
DATE BY
(cont'd)
i
R STRUCTURAL
d:V<,INI?f.I:ING
PROJECT:
CLIENT:
JOB NO.:
Grade Beam for SW#1
Stupka Residence
140318 DATE:
PAGE:
DESIGN BY:
REVIEW BY:
R.A
R.A
Footing Design of Shear Wall Based on ACI 318-11
rOM BARS, LONGITUDINAL
3 # 5
INPUT DATA
WALL LENGTH
WALL HEIGHT
WALL THICKNESS
FOOTING LENGTH
FOOTING WIDTH
FOOTING THICKNESS
FOOTING EMBEDMENT DEPTH
ALLOWABLE SOIL PRESSURE
DEAD LOAD AT TOP WALL Pr,DL =
LIVE LOAD AT TOP WALL Pr,LL =
TOP LOAD LOCATION a =
WALL SELF WEIGHT
LATERAL LOAD TYPE (0-wind,l=seismic)
SEISMIC LOADS AT TOP (E, SD)
CRETE STRENGTH
fc' - 2.5 ksf
4R YIELD STRESS
wr
BARS, LONGITUDINAL
2 # 5
rOM BARS, LONGITUDINAL
3 # 5
rOM BARS, TRANSVERSE
# 3 @ 12 in o.c.
\LYSIS
Lw=
1.5
ft
Where Pr,DL = 0.03
kips, (total roof DL, Including Wr,DL)
Pr,LL = 0.03
kips, (total roof LL, including wr,LL)
a = 0.5
ft, (total roof loads)
Pf = 4.93
kips (footing self weight)
Mo = F (h + 0) + M =
h =
10
ft
Pr
t =
8
in
'
0
L =
8.5
ft
F
L, =
3.5
ft
M
B=
2
ft
F w
T-
24
In
h
D =
2
ft
qa =
1.5
ksf
Pf
.0 kips,
wr,DL = 20 plf
D
0 kips,
wr.LL = 20 plf
0 ft
Pw=
0.1
kips
LI
Lw
1
seismic
L
F =
1.3
kips
,,, ....
,,.........,..,.,.... ...,, .
M =
0
R -kips
CRETE STRENGTH
fc' - 2.5 ksf
4R YIELD STRESS
fy = 60 ksf
BARS, LONGITUDINAL
2 # 5
rOM BARS, LONGITUDINAL
3 # 5
rOM BARS, TRANSVERSE
# 3 @ 12 in o.c.
\LYSIS
CK OVERTURNING FACTOR (2012 IBC 1605.2.1, 1808.3.1, & ASCE 7-10 12.13.4)
F =MR/ Mo = 1.38
> 1.0 x 0.75 / 0.9 for seismic
Where Pr,DL = 0.03
kips, (total roof DL, Including Wr,DL)
Pr,LL = 0.03
kips, (total roof LL, including wr,LL)
a = 0.5
ft, (total roof loads)
Pf = 4.93
kips (footing self weight)
Mo = F (h + 0) + M =
16 ft -kips (overturning moment)
MR = (Pr,DL) (L, + a) + Pf (0.5 L) + Pw (L, + 0.51-w) = 21
SOIL CAPACITY (ALLOWABLE STRESS DESIGN)
Pa = 3.4 kips (soil weight in footing size)
P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) - 1.69 kips (total vertical net load)
MR = (P,,DL + Pr, LL) (L+ + a) + Pf (0.5 L) + Pw (L, + 0.5Lw) = 22
e = 0.5 L - (MR - Mo) / P = 0.69 ft (eccentricity from middle of footing)
PI 1+ L) L
111 BL for e 5L
q MAX -
2P for e>L = 0.15 ksf
-
3B(0.5L-e)' 6,
Where e = 0.69 ft, < (L / 6)
FOOTING CAPACITY STRENGTH DEIS G
< == Not Required
[Satisfactory]
ft -kips (resisting moment without live load)
ft -kips (resisting moment with live load)
< 4/3ga
[Satisfactory]
N)
( pp-g ®
Mu". 1.2 IPr,DL (Lt + a) + Pf (0.5 L) + Pw (L, + 0.5Lw)) + 0.5 Pr, LL(Lr + aR i 6 . lT LAP(
Mu,a = 1.0 [F(h + D) + MI - 16 ft -kips = 2 ft!kips--SDI NG&SAF\c
Pu = 1.2 (Pr.DL + Pf + Pw) + 0.5 Pr, LL = 6 kips A PPR, r d
eu = 0.5L - (Mu,R - Mu,o) / Pu = 2.56 ft FOR CON
P. 1+ 6e 0
L for e 5 L DATE BY
9,,.Mnx = BL 6 = 1.20 ksf
ZP Lu,nax
for e„ > Xej
U
u
1 03
(cont'd)
BENDING MOMENT & SHEAR AT EACH FOOTING SECTION
10
5 e
-5
05.
0 am
10
0
-10 _..
oV
it
-20
0.85 1- 1- l
f`
Where P= f J Pm1 = 0.0018
v
0.85 i, r eu
P, ux = = 0.0129 [Satisfactory)
fy Eu+Et
M"
0.383bdz fc I
Section
0'
1/10 L
2/10 L
3/10 L
4/10 L
5/10 L
8/10 L
7/10 L
8/10 L
9/10 L
L
Xu (ft)
0
0.85
1.70
2.55
3.40
4.25
5.10
5.95
6.80
7.65
8.50
Pu,W (klf)
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.0
0.0
0.0
M,,, (ft -k)
0
0
0
0
0
-8
-16
-16
-16
-16
-16
Vu,W (kips)
0
0
0
0
0
-16
0
0
0
0
0
' pu,f(ksf)
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3 -
0.3
0.3
0.3
Mu,r(ft-k)
0
0
-1
-2
-4
-8
-9
-12
-18
-20
-25
Vu,f(kips)
0
-1
-1
-2
-2
-3
-4-4
-5
-5
-6
qu (kaf)
-1.2
-1.0
-0.8
-0.8
-0.4
-0.2
0.0
0.0
0.0
0.0
0.0
Mu,q (ft -k)
0
1
3
7
11
18
21
28
31
38
41
V„,q (kips)
0
2
3
5
5
6
6
6
6
6
6
£ Mu (ft -k)
0
1
2
4
7
2
-4
-2
•1
0
0
£ Vu (kips)
0
1
2
3
3
-13
2
2
1
1
0
Location
Mu,maz
d (in)
(OregD
PprovD
Vu,max
WC= 2 m b d (( )o.s
Top Longitudinal
-4 ft•k
20.69
0.0001
0.0012
13 kips
42 kips
Bottom Longitudinal
7 ft -k
20.69
0.0018
0.0019
13 kips
42 kips
Bottom Transverse
0 ft -k / ft
20.19
0.0000
0.0000
0 kips / ft
21 kips / H
CITY OF I CQUINTA
BUILDING'S SAFETY DEPT.
APPHOVE®
FOR CONSTRUCTION
DATE __ BY
EXISTING CONTINUOUS _ Fyont jCa
1. Continuous Footing Design:
Worst Case: Roof : ( 47 psf x 24'/2) = 564 plf
Wall : ( 17 psf ) ( 10') =1 70 plf
Footing: (12.5 psf ) (12) = 150 plf
884
Width required =------ = 0.59 ft = Select 12" width
1500
2. Check pad footing for concentrate load:
Pmax. _ ( 1500 psf ) (40 x 12 )/144 = 5000 lb
l
-T f
I'oundat.ion Design (Rn)
tjTe ►
-® I
I °w n LA QUINTA
F UILDING SAFETY DEPT.
FOR CONSTRUCTION
DATE BY
BUILDING ENERGY ANALYSIS REPORT
IIIIIIIIVIIIIIIVIIIIIII
31
IE
RECEIVE
MAR 17 2014
PROJECT: 'n"( OF LA QUINTA
La Quinta Country Club Residence Remodel COMMUNITY DEVELOPM
49 201 Avenida Anselmo
La Quinta, CA 92253
Project Designer:
ANDRZEJ W. WEBER Architect
2276 Via Alba
Palm Deseret, CA 92260
760.340.3002
Report Prepared by:
Wayne Seward
Bear Technologys
7774 Calle Mejor
Carlsbad, CA 92009
760.635.2327
Job Number:
14Q1030
Date:
2/25/2014
CIT( OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE -511 BV
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards.
This program developed by EnergySoft, LLC — www.energysoft.com.
EnergyPro 5.1 by EnergySoft User Number: 5956 Run Code: 2014.02-25722:01:03 /D: 1401030 h
TABLE OF CONTENTS
Cover Page
Table of Contents
Form CF -1 R Certificate of Compliance
Form -MF -1 R Mandatory Measures Summary
1
2
3
12
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE.-- By
-
I EnergyPro 5.1 by EnergySoft Job Number: ID: 14Q1030 User Number. 5956 1
PERFORMANCE CERTIFICATE: Residential Part 1 of 5
CF -1 R
Project Name
La Quinta Country Club Residence Remoo
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
2/25/2014
Project Address
49 201 Avenida Anselmo La Quinta
California Energy Climate Zone
CA Climate Zone 15
Total Cond. Floor Area
4,163
Addition
0
# of Stories
1
FIELD INSPECTION ENERGY CHECKLIST
❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form.
❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details.
INSULATION
Construction Type
Area Special
Cavity f Features see Part 2 of 5 Status
Roof Wood Framed Attic R-11 4,163 Existing
Wall Wood Framed
None 4,245 Existing
Door Opaque Door
None 45 Existing
Slab Unheated Slab -on -Grade
None 4,163 Perim = 472' Existing
FENESTRATION U- Exterior
Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status
Rear (N) 16.8 1.250
0.83 none none Bug Screen Existing
Rear (N) 67.0 1.250
0.83 none none Bug Screen Removed
Rear (N) 40.0 0.530
0.65 none none Bug Screen New
Rear (N) 38.5 0.550
0.67 none none Bug Screen New
Rear (N) 40.0 0.530
0.65 none none Bug Screen New
Right (NE) 19.2 1.190
0.83 none none Bug Screen Existing
Right (NE) 15.3 1.190
0.83 none none Bug Screen
Existing
Front (SE) 43.0 1.250
0.83 none none Bug Screen
Existing
Front (SE) 24.0 1.190
0.83 none none Bug Screen
Existing
Front (SE) 5.6 0.550
0.67 none none Bug Screen
Existing
Front (S) 24.0 1.190
0.83 none none Bug Screen
Existing
HVAC SYSTEMS
Qty. Heating Min. Eff
Cooling Min. Eff Thermostat Status
3 Central Furnace 77% AFUE
Split Air Conditioner 8.0 SEER Setback
Existing
HVAC DISTRIBUTION
Location HeatingCoolingLogat
ct I
Duct i,o ( O _ R-UalueaP-fSt ,tus
HVAC System Ducted
Ducted Attic, Ceiling /n,s, ven(e71 N 2 21 r- n
Existing
1AN P 1
og C01- t
WATER HEATING
Qty. Type Gallons Min. Eff Dist jillLitigon .-BY fat s
EnergyPro 5.1 by EnergySoft User Number: 5956
RunCode: 2014-02-25722:01:03 /D: 14Q1030
Page 3 of 14
PERFORMANCE CERTIFICATE: Residential Part 1 of 5
CF -1 R
Project Name
La Quinta Country Club Residence RernoG
Building Type Rl Single Family ❑ Addition Alone
❑ Multi Family 0 Existing+ Addition/Alteration
Date
2/25/2014
Project Address
49 201 Avenida Anselmo La Quinta
California Energy Climate Zone
CA Climate Zone 15
Total Cond. Floor Area
4,163
Addition
0
# of Stories
1
FIELD INSPECTION ENERGY CHECKLIST
❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form.
❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details.
INSULATION
Construction Type
Area Special
Cavity f Features see Part 2 of 5 Status
FENESTRATION U-
Orientation Area(ft) Factor
Exterior
SHGC Overhang Sidefins Shades Status
Front (S) 18.8 1.190
0.83 none none Bug Screen Existing
Front (S) 11.0 0.550
0.67 none none Bug Screen Existing
Front (S) 12.0 1.190
0.83 none none Bug Screen Existing
Front (S) 5.6 1.190
0.83 none none Bug Screen Existing
Left (IM 9.5 1.190
0.83 none none Bug Screen Existing
Left (169 100.5 1.250
0.83 none none Bug Screen
Existing
Left (Vlq 14.0 1.190
0.83 none none Bug Screen
Existing
Left (M 2.8 1.190
0.83 none none Bug Screen
Existing
Left (Vloq 5.2 1.190
0.83 none none Bug Screen
Existing
Rear (NVtq 54.0 1.190
0.83 none none Bug Screen
Existing
Rear (NVI9 158.1 1.250
0.80 none none Bug Screen
Existing
HVAC SYSTEMS
Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status
HVAC DISTRIBUTION
Location Heating
Duct
Cooling Duct Location R -Value Status
MINI A
Qac DEPT.
WATER HEATINGut
rg0VED
Ot . Type Gallons Min. Eff Dist lcibu i`on ,, , tr. Status
M
DATE —
EnergyPro 5.1 by EnergySoft User Number: 5956 RunCode: 2014-02-25722:01:03 /D: 14Q1030
Page 4 of 14
PERFORMANCE CERTIFICATE: Residential Part 1 of 5
CF-1 R
Project Name
La Quinta Country Club Residence Remoo
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
2/25/2014
Project Address
49 201 Avenida Anselmo La Quinta
California Energy Climate Zone
CA Climate Zone 15
Total Cond. Floor Area
4,163
Addition
0
# of Stories
1
FIELD INSPECTION ENERGY CHECKLIST
• Yes ® No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form.
O Yes El No Special Features -- If Yes, see Part 2 of 5 of this form for details.
INSULATION Area Special
Construction Type Cavity f Features see Part 2 of 5 Status
FENESTRATION U- Exterior
Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status
Rear (NlAq 15.4 1.250 0.83 none none Bug Screen Existing
Rear (NV1q 7.1 1.190 0.83 none none Bug Screen
Existing
Rear (NVI0 21.0 1.190 0.83 none none Bug Screen Existing
Rear (NVIO 68.0 1.250 0.80 none none Bug Screen
Removed
Rear (NM 80.0 0.550 0.67 none none Bug Screen
Existing
Rear (NV1q 9.2 0.550 0.67 none none Bug Screen
Removed
HVAC SYSTEMS
Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status
HVAC DISTRIBUTION Duct
Location Heating Cooling Duct Location R-Value Status
I A C U I .
'' ` ►,►r , SAFE L)r-
WATER HEATING
Qty. Type Gallons Min. Eff DistributionT St
I UCT10N o a t u s
DATE -
EnergyPro 5.1 by EnergySoft User Number: 5956 RunCode: 2014-02-25722:01:03 ID: 14Q1030
Page 5 of 14
PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R
Project Name Building Type m Single Family ❑ Addition Alone Date
La Quinta Country Club Residence Remod ❑ Multi Family DJ Existing+ Addition/Alteration 2125/2014
SPECIAL FEATURES INSPECTION CHECKLIST
The enforcement agency should pay special attention to the items specified in this checklist. These items require special written
justification and documentation, and special verification to be used with the performance approach. The enforcement agency
determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of
the special iustification and documentation submitted.
HERS REQUIRED VERIFICATION
Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a
completed CF -4R form for each of the measures listed below for final to be given.
Q 11 n r
TA
BUILDING & SAFETY DEPT.
APPROVED
I i ivn CONSTRUCTION
DATE BY
Number: 5956
PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF -1 R
Project Name
Building Type m Single Family O Addition Alone
Date
La Quinta Country Club Residence Remodel
❑ Multi Family 10 Existing+ Addition/Alteration
2/25/2014
ANNUAL ENERGY USE SUMMARY
Standard Proposed Margin
TDV kBtu/ft2- r
Space Heating 32.86 31.85 1.01
Space Cooling 344.33 336.41 7.92
Fans 49.04 47.90 1.13
Domestic Hot Water 17.83 17.83 0.00
Pumps 1.17 1.17 0.00
Totals 445.23 435.17 10.06
Percent Better Than Standard: 2.3
BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED
Fenestration
Building Front Orientation: (SE) 135 deg Ext. Walls/Roof Wall Area Area
Number of Dwelling Units: 1.00 (SE) 1,419 144
Fuel Available at Site: Natural Gas (S K9 1,021 132
Raised Floor Area: 0 (N►M 1,859 471
Slab on Grade Area: 4,163 (NE) 772 35
Average Ceiling Height: 10.0 Roof 4,163 0
Fenestration Average U -Factor: 1.04 TOTAL: 781
Average SHGC: 0.78 Fenestration/CFA Ratio: 18.8
REMARKS
Attached Heating/Cooling load summary as ware submitted as part of the calculations required by the current regulations.
DO NOT USE FOR ACTUAL HEATING/COOLING or DESIGN.
STATEMENT OF COMPLIANCE
CABEC
This certificate of compliance lists the building features and specifications needed
to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the
California Association of Building Energy Consultants
Efficiency Standards of the California Code of Regulations.
Wayne Sawerd
ROB -04-305 & NR08-04-642
The documentation author hereby certifies that the documentation is accurate and complete.
Documentation Author
Company BearTechno/ogys
225/2014
Address 7774 Calle Mejor Name Wayne Seward
City/State/ZipCity/State/Zip Carlsbad, CA 92009 Phone 760.635.2327 Signed Date
The individual with overall design responsibility hereby certifies that the proposed building design represented in this set
of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and
with any other calculations submitted with this permit application, and=recognizes=that compliaa.c ing duct design,
duct sealing, verification of refrigerant charge, insulation insptallation gw ity, nd bq1 ild 0 el h vei pe s aling require
installer testing and certification and field verification by an app Qyed HRUS r at rAF
D PT.
Designer or Owner (per Business & Professions Code) ,PPRO ED
Company ANDRZEJ W. WEBER Architect FOR CONST T O
Address 2276 Via Alba Name And lej Weber
City/State/Zip Palm Deseret, CA 92260 Phone 760.340?3002 igned icense # Date
EnemvPro 5.1 by Enem ySoft User Number: 5956 RunCode: 2014-02-25722:01:03 /D: 14 1030 Pa e 7 of 14
CERTIFICATE OF COMPLIANCE:
Residential
Part 4 of 5 CF-1 R
Project Name
La Quinta Country Club Residence Remode
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
1212512014
OPAQUE SURFACE DETAILS
Surface
Type Area
U- Insulation Joint Appendix
Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments
Roof
4,163
0.076 R-11
0
13 Existing 4.2.1-A 14 Main Level
Wall
553
0.356 None
0
90 Existing 4.3.1-A1 Main Level
Wall
354
0.356 None
0
90 Existing 4.3.1-A1 Main Level
Wall
442
0.356 None
45
90 Existing 4.3.1-A1 Main Level
Wall
296
0.356 None
90
90 Existing4.3.1-A1 Main Level
Wall
484
0.356 None
135
90 Existing4.3.1-A1 Main Level
Door
45
0.500 None
135
90 Existing4.5.1-A4 Main Level
Wall
745
0.356 None
180
90 Existing4.3.1-A1 Main Level
Wall
323
0.356 None
225
90 Existing 4.3.1-A1 Main Level
Wall
566
0.356 None
270
90 Existing 4.3.1-A1 Main Level
Wall
482
0.356 None
315
90 Existing 4.3.1-A1 Main Level
Slab
4,163
0.730 None
0
180 Existing 4.4.7-A 1 Main Level
FENESTRATION SURFACE DETAILS
ID
T e
Area LI-Factor' SHGC
Azm Status
Glazing Type Location/Comments
1
Wndow
16.8 1.250 Default 0.83 Default
0 Existing
(e) 2668 FRENCH DOOR Main Level
2
Wndow
33.5 1.250 Default 0.83 Default
0 Removed
(e) EXISTING 50X68 FRENCH Main Level
3
Window
40.0 0.530 Default 0.65 Default
0 New
50X80 FRENCH DOOR W17 Main Level
4
Window
38.5 0.550 Default 0.67 Default
0 New
(p) PROPOSED NEW 6065 FIX Main Level
5
Window
33.5 1.250 Default 0.83 Default
0 Removed
(e) EXISTING 50X68 FRENCH Main Level
6
Window
40.0 0.530 Default 0.65 Default
0 New
(p) 50X80 FRENCH DOOR W17 Main Level
7
Wndow
19.2 1.190 Default 0.83 Default
45 Existing
e) 50310 SLIDING GLASS WA Main Level
8
Wndow
15.3 1.190 Default 0.83 Default
45 Existing
(e) 40310 SLIDING GLASS WIA Main Level
9
Wndow
43.0 1.250 Default 0.83 Default
135 Existing
(e) 65X68 FRENCH DOOR Main Level
10
Wndow
8.0 1.190 Default 0.83 Default
135 Existing
(e) 2040 SINGLE HUNG WIND Main Level
11
Wndow
8.0 1.190 Default 0.83 Default
135 Existing
e) 2040 SINGLE HUNG WIND Main Level
12
Wndow
5.6 0.550 Default 0.67 Default
135 Existing
(e) 5812-111 SEMI-ARCH TOP Main Level
13
Window
8.0 1.190 Default 0.83 Default
135 Existin
a 2040 SINGLE HUNG WINO Main Level
14
Window
8.0 1.190 Default 0.83 Default
180 Existing
(e) 2040 SINGLE HUNG WIND Main Level
15
Wndow
8.0 1.190 Default 0.83 Default
180 Existing
(e) 2040 SINGLE HUNG WIND Main Level
16
Wndow
18.8 1.190 Default 0.83 Default
180 Existing
(e) 4840 GLASS BLOCK WINDq Main Level
(1) U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value
2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value
EXTERIOR SHADING DETAILS
ID
Window
Exterior Shade Type SHGC Hat Wd
Ove hanq Left Fin Ri ht Fin
Len Hg!_ LExt REA Dist Len H t Dist Len Hat
1
Bug Screen
0.76
2
Bug Screen
0.76
3
Bug Screen
0.76
4
Bug Screen
0.76
5
Bug Screen
0.76
6
Bug Screen
0.76
7
Bug Screen
0.76
8
Bug Screen
0.76
9
Bug Screen
0.76
10
Bug Screen
0.76
11
Bug Screen
0.76
12
Bug Screen
0.76
Y )P I A
13
Bug Screen
0.76
1
91 i n 11V
14
Bu Screen
0.76
` -JAFF
15
IBug Screen
0.76
.3'r-Te-N, , -
16
Bug Screen
0.76
r 1.11 t %._/ 1%'/ ^ y
RUCT10N
EnergyPro
5.1 by EnergySoft User Number: 5956 Run Code: 201402-25T2 :0f:.03 ID: A4,Q 1030 Page 8 of 14
CERTIFICATE OF COMPLIANCE:
Residential Part 4 of 5 CF -1 R
Project Name
La Quinta Country Club Residence Remode
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
1212512014
OPAQUE SURFACE DETAILS
Surface U-
Type Area Factor
Insulation Joint Appendix
Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments
FENESTRATION SURFACE DETAILS
ID
Type Area
U -Factor
SHGC
Azm Status Glazing Type Location/Comments
17
Window 11.0
0.550 Default
0.67 Default
180 Existing (e) 2940 GLASS BLOCK WIND Main Level
18
Window 8.0
1.190 Default
0.83 Default
180 Existing (e) 2040 SINGLE HUNG WIND Main Level
19
Window 12.0
1.190 Default
0.83 Default
180 Existing a 3040 SINGLE HUNG WIND Main Level
20
Window 5.6
1.190 Default
0.83 Default
180 Existing (e) (2) 0840 GLASS BLOCK Wil Main Level
21
Window 9.5
1.190 Default
0.83 Default
270 Existing (e) 2049 FIXED GLASS WINDO Main Level
22
Window 33.5
1.250 Default
0.83 Default
270 Existing (e) (2) 2668 FRENCH DOOR Main Level
23
Window 33.5
1.250 Default
0.83 Default
270 Existing (e) (2) 2668 FRENCH DOOR Main Level
24
Window 14.0
1.190 Default
0.83 Default
270 Existing (e) (5) 0840 GLASS BLOCK Wil Main Level
25
Window 33.5
1.250 Default
0.83 Default
270 Existing (e) (2) 2668 FRENCH DOOR Main Level
26
Window 2.8
1.190 Default
0.83 Default
270 Existing (e) 0840 GLASS BLOCK WIND Main Level
27
Window 5.2
1.190 Default
0.83 Default
270 Existing (e) 1440 GLASS BLOCK WIND Main Level
28
Window 54.0
1.190 Default
0.83 Default
315 Existing (e) (3) 4640 FIXED GLASS CEL Main Level
29
Window 158.1
1.250 Default
0.80 Default
315 Existing a 18288 POCKETING SLIDIN Main Level
30
Window 15.4
1.250 Default
0.83 Default
315 Existing (e) (2) 2468 GLASS FRENCH D Main Level
31
Window 7.1
1.190 Default
0.83 Default
315 Existing (e) 4816 FIXED GLASS CLERE Main Level
32Window
1 21.0
1.190 Default
0.83 Default
315 Existing (e) 6036 FIXED GLASS WINDO Main Level
(1) U -Factor Type:
2 SHGC Type:
116-A = Default Table from Standards, NFRC = Labeled Value
116-B = Default Table from Standards, NFRC = Labeled Value
EXTERIOR SHADING DETAILS
ID
Exterior Shade Type
SHGC
Window
H t Wd
Ove hang Left Fin Right Fin
Len H t LExt RExt Dist Len I H t Dist Len H t
17
Bug Screen
0.76
18
Bug Screen
0.76
19
Bug Screen
0.76
20
Bug Screen
0.76
21
Bug Screen
0.76
22
Bug Screen
0.76
23
Bug Screen
0.76
24
Bug Screen
0.76
25
Bug Screen
0.76
26
Bug Screen
0.76 --
27
Bug Screen
0.76
),= i n @ "-
28
Bug Screen
0.76
29
Bug Screen
0.76
1 `'
Bu Screen
0.
7631
=iAf-'F--V30
Bu Screen
0.76
p `
32
lBuo Screen
1 0.761
YO 1 Hi T-1
DATE
EnergyPro
5.1 by EnergySoft User Number: 5956 RunCode: 2014-02-23T22:01=03 /D: 4Q7080__ Page 9 of 14
CERTIFICATE OF COMPLIANCE:
Residential Part 4 of 5 CF -1 R
Project Name
La Quinta Country Club Residence Remode
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
1212512014
OPAQUE SURFACE DETAILS
Surface U- Insulation Joint Appendix
Type Area Factor Cavit Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments
FENESTRATION SURFACE DETAILS
ID Type Area U -Factor SHGC
Azm Status Glazing Type Location/Comments
33 Window 68.0 1.250 Default 0.80 Default
315 Removed (e) EXISTING 10068 SLIDING Main Level
34 Window 80.0 0.550 Default 0.67 Default
315 Existing (p) 10X80 BIFOLD DOOR WIT Main Level
35 Window 9.2 0.550 Default 0.67 Default
315 Removed a EXISTING 24X40 SINGLE h Main Level
(1) LI -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value
2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value
EXTERIOR SHADING DETAILS
Window
ID Exterior Shade Type SHGC Hot Wd
Ove hanq Left Fin Ri ht Fin
Len H t LExt RExt Dist Len Hot Dist Len Hot
33 Bug Screen 0.76
34 Bug Screen 0.76
35 Bug Screen 0.76
-'
u ....
t L)t)J
r OH
DATE -_ BY
EnergyPro 5.1 by EnergySoft User Number: 5956 Run Code: 201402-25722:01:03---ID..0 10Pae 10 of 14
CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5 CF -1 R
Project Name
La Quinta Country Club Residence Remode
Building Type m Single Family ❑ Addition Alone
❑ Multi Family m Existing+ Addition/Alteration
Date
1212512014
BUILDING ZONE INFORMATION
System Name Zone Name New
Floor Area
Existing Altered Removed Volume Year Built
HVAC System a Main Level
4,163 41,630 1975
Totals 1 01 4,1631 01 0
HVAC SYSTEMS
System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status
HVAC System 3 Central Fumace 77% AFUE Split Air Conditioner 8.0 SEER Setback Existing
HVAC DISTRIBUTION
System Name Heating Cooling
Duct Ducts
Duct Location R -Value Tested? Status
HVAC System Ducted Ducted Attic, Ceiling Ins, vented 2.2 ❑ Existing
WATER HEATING SYSTEMS
S stem Name
Qty.
Type
Distribution
Rated
Input
Btuh
Tank
Cap.
al
Energy
Factor
or RE
Standby
Loss or
Pilot
Ext.
Tank
Insul. R-
Value
Status
Default Gas Prior to 1999
2
Small Gas
Recin:/No Control
35,000
50
0.53
n/a
n/a
Existing
MULTI -FAMILY WATER
HEATING
DETAILS
HYDRONIC
HEATING SYSTEM
PIPING
Control
Hot Water Piping Length
(ft)
=
_o
—
_
st em Name . „
_ Pipe
Len th
Pipe
—Diameter
Insul.
Thick.
Qt . HP
Plenum Outside Buried
❑
M FOR cnh R.,,
i
I
I UU 1101
=F
EnergyPro, 5.1 by EnergySoft User Number. 5956 RunCode: 201402-25T21A1A3,I0: 14Q10.0 Pa a 11 of 14
MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R
Project Name
La Quinta Country Club Residence Remodel
Date
2/25/2014
NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of
the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF -
1 R -ALT Form) shall supersede the items marked with an asterisk (") below. This Mandatory Measures Summary shall be incorporated
into the permit documents, and the applicable features shall be considered by all parties as minimum component performance
specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R
Form with plans.
Building Envelope Measures:
116 (a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage.
§116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain
Coefficient SHGC and infiltration that meets the requirements of 10-111 (a).
117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed.
118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form.
§118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the
installation of a Cool Roof is specified on the CF -1 R Form.
*§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor.
150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value.
*§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor.
*§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor.
150(f): Air retarding wrap is tested labeled and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form.
150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16.
§150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance
rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration.
Fireplaces, Decorative Gas Appliances and Gas Log Measures:
150 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox.
§150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is
equipped with a with a readily accessible operable, and tight -fitting damper and or a combustion -air control device.
§150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the
outside of the building, are prohibited.
Space Conditioning, Water Heating and Plumbing System Measures:
§110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy
Commission.
§113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release
valve backflow prevention, pump isolation valve and recirculation loop connection requirements of §113(c)5.
§115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances
(appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and
spa heaters.
150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA.
§1500): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c).
§150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped
with insulation having an installed thermal resistance of R-12 or greater.
§150(j)l B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water
tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the
tank.
§150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of
recirculating sections of hot water pipes are insulated per Standards Table 150-B.
§150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot
water tank shall be insulated to Table 150-B and Equation 150-A.
§150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table
123-A.
150 ' 3A: Insulation is protected from damage, including that due to sunli htq moisture Ye Qme t maintenance d -win .
§150(j)3A: Insulation for chilled water piping and refrigerant suction lines incl ddsfW aporfr etard nt'6r'is e'6los¢dje fi jkly in
conditioned space. I SAFEry —
w r IQ .r
150(j)4: Solar water-heatingsystems and/or collectors are certified b the Solar Ratinghand Certificati nYQor o ation.'
ICONSTRUCTION
f;r,-
EnergyPro5.1 by EnergySott User Number: 5956 RunCode: 2014-02;25722:01:03 /D: L, 1030 Page 12 of 14
MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R
Project Name
Date
La Quinta Country Club Residence Remodel
1212512014
§150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections
601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-
4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the
applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is
used to seal openings reater than 1/4 inch the combination of mastic and either mesh or tape shall be used
§150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed
sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may
contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area
of the ducts.
§150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes
unless such tape is used in combination with mastic and draw bands.
150(m)7: Exhaust fans stems have back draft or automatic dampers.
§150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated
dampers.
§150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind.
Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar
radiation that can cause degradation of the material.
150 m 10: Flexible ducts cannot have porous inner cores.
§150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air
Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation
required in Section 4 of that Standard.
Pool and Spa Heating Systems and Equipment Measures:
§114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency
Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and
shall not use electric resistance heating ora pilot light.
§114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction
and return lines or built-up connections for future solar heating.
114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover.
§114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or
programmed to run only during off-peak electric demand periods.
150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 .
Residential Lighting Measures:
§150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies
contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2.
150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d).
§150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than
20 kHz.
§150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain
only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line -
voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a
medium screw -base socket.
150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k).
150(k)7: All switching devices and controls shall meet the requirements of §150(k)7.
§150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy.
EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ff2 or 100 watts for dwelling units larger than 2,500 ft2 may be
exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant
sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed
luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a
manual -on occupant sensor.
§150(k)9: Permanently installed lighting that is internal to cabinets shall use no more.than 20 watts of power per linear foot of
illuminated cabinet.
Gr `' ( J'I Tq
BUiLD;i
S,n"-F ' DEPT
FO L .7
EnergyPro 5.1 by EnergySoR User Number. 5956 RunCode: 201402-25T22:01:03 _16—i&1630 UG I ION P ge 13 of 14
GATE-_ BY
MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R
Project Name
Date
La Quinta Country Club Residence Remodel
1212512014
§150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms
shall be high efficacy.
EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on
occupant sensor certified to comply with the applicable requirements of §119.
EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a
manual -on occupancy sensor.
§150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms,
closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be
allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual -
on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less
than 1000 square feet located on a residential site is not required to comply with §150 k 11.
§150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters
Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air
leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between
the luminaire housing and ceiling.
§150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more
dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the
same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that
they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor,
and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an
astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management
control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor
luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion
sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed
luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not
be high efficacy luminaires.
§150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no
more than five watts of power as determined according to §130(d).
§150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable
requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable
requirements of Sections 130 131 134 and 146.
§150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more
dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided
that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119.
CITY OF LA QUINTA
BOLDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
EnergyPro 5.1 by EnergySoft User Number: 5956 Run Code: 2014-02-25T22:0 "03E __ ID. 14Q 1W 4age 14 of 14
'
Pro'eci.Title:
J
Kee esiden
0. of R ce'
0.000 in
;. STRUCTURAL. ENGINEERING ::.::.
EliOineer:::.:
Reza Asgharpour;.P.E. `. ; Protect ID 130543
Ratio =
Project Descr`...
'Remodel:'
',.. ., •,. .:, .. _ . .CIVIL -ANC STRUCTURAL ENGINEERING: .' ..
0 <240
Uriiform Load : D = 0.3240, Lr = 0.210 k/ft, Extent = 9.50 ->> 11.750 ft,
. ". 77570SPRIFG►I EL D. LANE. KITE D .
1.00
..
P:760-360-9998 1:760-360-9903 C:760-808-9146 -
EMAIL: REZA9RA9rRUCPURAL.CCM .. -
,
-
.
1k
. •
Printed; 11 MAR 2014,11:53AM
•File
Wo6d Beaten ' `'
Section used for this span 5.125x15
= c;\Users\FRONT.O-1\DOCUME 1\ENERCA=1\0'KEEF-.4.EC6
5.125x15
fb :Actual = 902.50psi
fv :Actual
80.66 psi
ENERCALC, INC: 1983-2014, Bugd:6.14.1.23, Ver:6.14.1.31
Fv : Allowable
265.00 psi
Load Combination +D+Lr+H
Load Combination
+D+Lr+H
Description :..:.< B101
Location of maximum on span =
10.506 ft
. CODE REFERENCES
Span # where maximum occurs =
Span # 1
' GalcLilatio.69 per: NDS 2005,113C 2009, CBC 2010; ASCE 7-10
' Load Combination Set :ASCE 7-05.
Material. Properties
Analysis Method: Allowable Stress Design
Fb-Tension2400
psi.. E: ModulusofElasticity
Load Combination ASCE.7-05
Fb:=Comps
1850 psiEbend xx ` ' 1800ksi
Fc - Prll
1650 psi Em(nbend = xx 930 ksi
Wood Species : DF/DF " Fc - Perp 650 psi Ebend- yy 1600 ksi
Wood Grade. :24F - V4 Fv 265 psi Eminbend - yy 830ksi
Ft 1100 psi Density 32,21 pcf
Beam Bracing : Completely Unbraced
D 0.324 Lr 0.21
D 0.499 Lr 0.34 D 0.395 Lr(0.266)
D 0.324 Lr 0.21
y
e
5.125x15
Span = 11.750 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
0.000 in
Ratio=
Load for Span Number 1
0.138 in
Ratio =
Uniform Load.: D = 0.3240, Lr = 0.210 k/ft, Extent' 0.0 ->> 3.0 ft, Tributary Width =1.0 ft, (Roof)
0.000 in
Uniform Load: D-0.4990, Lr = 0.340 k/ft, Extent = 3.0 ->> 9.50 ft, Tributary Width =1.0 ft, (Roof)
0 <240
Uriiform Load : D = 0.3240, Lr = 0.210 k/ft, Extent = 9.50 ->> 11.750 ft,
.Tributary Width =1.0 ft, (Roof)
1.00
Point.Load : D = 0.3850, Lr= 0.2660 k (a, 9.50 ft, (BM#6B)
1.00
1.00
DESIGN SUMMARY - - - _ f
1k
. •
Maximum ending Stress Ratio = 0.3791
Maximum Shear Stress Ratio =
0.304 :1
Section used for this span 5.125x15
Section used for this span
5.125x15
fb :Actual = 902.50psi
fv :Actual
80.66 psi
FB: Allowable 2,381.81 psi
Fv : Allowable
265.00 psi
Load Combination +D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span = 6.089ft
Location of maximum on span =
10.506 ft
Span.# where maximum occurs = Span # 1
Span # where maximum occurs =
Span # 1
Maximum .Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.055 in
Ratio=
2576
0.000 in
Ratio=
0 <360
0.138 in
Ratio =
1018
0.000 in
Ratio=
0 <240
1 Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length .
D Only .
Length =11.750 ft
+D+L+H
Length =11.750 ft
+D+Lr+H
Length =11.750 it
+O+S++i
Max Stress Ratios
Span# M V Cd CFN Ci Cr Cm C
1.00
1.00
1.00
1.00
1.00
1 0.229 0:184 1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1 0.229 0.184 1.00 1.00
1.00
1.00
1.00
1k
1.00
1.00
1.00
1.00
1.00
1 0.379 0.304 1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
C Ty nE I n ni top
BUiLDIi„ 7j. R e rj71
hear Values
fv F'v
0.00 0.00
401 265.00
0.00 0.00
48.71 265.00
0.00 0.00
80.66 265.00
0.00 0.00
-Moment Values
CL
r
,M_d_
V
0.99
I I UC`Q.PU)N
0.00
0.99
8.74 545.50 2381181
2.50
,,U.,99
0.00
-"4545350 -
0.00
0.99
2381.81
2.50
0.
0. :0
0.99
14.45 902.50 2381.8
YI
0.99
0.00
0.00
hear Values
fv F'v
0.00 0.00
401 265.00
0.00 0.00
48.71 265.00
0.00 0.00
80.66 265.00
0.00 0.00
®STRUCTURAL ENGINEERING
CIVIL AND STRUCTURAL ENGINEERING
77570 SPRIACFIELD LANE, SUITE 0
PALM DESERT, CA. .
P:760-360-9998 x:760-360-9903 0:760-808-9146
CHAIL: REZA9RASri.vcrOR'
AL.CDY
Wood'Bealrn
Project Title: O'Keefe Residence
Engineer: Reza Asgharpour, P.E. Prosect ID: 130543
Project Descr: Remodel
Printed:,, MAR 2014,.11:53AM
File=c:lUsers\FRONTO.711D0cumE-. ENERCA-110'KEEF-4.EC6
ENERCALC, INC: 1983 2014, Build:6.14.1.23. Ver:6.14.1.31
Description: w.BM#1:•:.
n:
:.: ..
-.. .
Load Combination
Max.Stress Ratios
:
:.
Moment Values,.
..
Shear Values
Segment Length . .Span-#.
..,.:M:' .
..... . ,
'-Cd. ' : C FN
...0 i
: Cr:
:.0 m
C, .t ..
C L .. .:.:
M ; '...::
.:fb... ..'
F'b`
V.
fv .
F'v
Length =.1.1.750 ft 1.:
0.229
'.0.184
"'1.00=; 1.00
1.00
100 .
-1.00
1.00
0.99 -
8.74
545.50----:'2881.n.::.
.
:' 2.50
: 48:71
265.00
+D 0;750L +0:750Lafi . , : ...:.
..:
'.::'` .'.1.00
1.00
1.00::
.1..00;
.: '1.00.:.0.99:.:.
.
Length =11.750 ft.... - .1
"0.341.-A274'--1.00-
;';1,00
1-00-'..
1.00';'::1.00.,;
;1.00
0.99: .13.02.
813.25
23818107;00
3.072
' .72.607
265.00
+D+0.750L0:7503 1 f :
>' .; :
1:00:1.00:1.00
1,00
::1.00
0.99.
.:
0.00
0.00:
0:00
0.00
Lengifi.=11.750 it 1 ':
- 0.229::.:0::184
1:00.=.:1.00 ::
1:00:...:
1. -
1.00.:;
1:00
0.99 ..8:74
.:::
:545:50
:2381:81: '
'. 2.50
' 48.71.
265.00
+O+W4.H
1.00
1.00
'1.0 0
1.00
1.00.
0.99
0.00
0.00
0.00
0.00
Length =11.750 ft 1
0.229
0.184
1.00 1.00
1.00
1.00
1.00
1.00
0.99
8.74
545.50
2381.81
2.50
48.71
265.00
+0470E44i
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.750 ft 1
0.229
0.184
1.00 1.00
1.00
1.00
1.00
1.00
0.99
8.74
545.50
2381.81
2.50
48.71
265.00
+D+0.750Lr40.750L40.750W-i,H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.750 ft 1
0.341
0.274
1.00 1.00
1.00
1.00
1.00
1.00
0.99
13.02
813.25
2381.81
3.72
72.67
265.00
+D40.750L+0.750S40.750W4H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
: 0.00
OAO
0.00
Length =1.1.750 ft 1
0.229
0.184
1.00 1.00
1.00
1:00
1.00
1.00
0.99
8.74
545.50
2381:81
2.50
48.71
265.00
+D40.750Lr+0.750L40.5250E+H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.750 It 1
0.341
0.274
1.00 1.00
1.00
1.00
1.00
1.00
0.99
13.02
813.25
2381.81
3.72
72.67
265.00
+D+0.750L+0.750S+0.5250E4H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.750 ft 1
0.229
0.184
1.00 1.00
1.00
1.00
1.00
1.00
0.99
8.74
545.50
2381.81
2.50
48.71
265.00
+0.60D+W+H
1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.750 ft 1.
.0.137
0.110
1.00 1.00
1.00
1.00
1.00
1.00
0.99
5.24
327.30
2381.81
1.50
29.23
265.00
+0.60D+0.70E4H1.00
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
_
0.00
Length =11.750 ft 1
0.137
0.110
1.00 1.00
1.00
1.00
1.00
1.00
0.99
5.24
327.30
2381.81
1.50
29.23
265.00
rOverall Maximum Deflections - Unfactored Loads .
Load Combination
Span
Max. "' De8
Location in Span
.
Load Combination
Max. "+- Deb
Location in Span
D+Lr
1
0.1385
5.961
0.0000
0.000
Vertical Reactions - Unfactoreti
Support notation :Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.291
4.819
D Only
2.611
2.921
Lr Only
1.680
1.898
D+Lr
4.291
4.819
Distance (ft)
I DO-ly ■ +D+L+H ■ +D+L.+H ■ +D+S+H ■ +D+0.7S0L.+D.7SDL+H ■ +D+0.7SDL+D.7S DS+H
1 +D+W+H ■ +D+D:7DE+H ■ +D+0.7SOL.+D.7SDL+D.7SDW+H ■ +D+0.75DL+0.75DS+D.7SDW+H ■ +D+0.7SOL.+D.7SDL+D.SZSDE+H ■ +D+0.7SOL+0.7SDS+0.SZSDE+
I ♦0.60D+W+H ■ +D.60 D+0.70E+H
4.4 I
ZA
BEA 1 •n> - i 1. LA A: I JINITA y
•2.6 :C '..J -. A M
, vI
FOR C'ONSTRU ,TI0RI r
A.9
1.11 2.27 3.43 4.59 5.75 6.90 8.06 9.22 11.54
Distance (ft) DATE
I DO-ly ■ ♦D+L+H ■ +D+L.+H ■ ♦D+S+H - w +D+D.7SDL D'75DL+H ■ +D+O. aS DL+0.7509+H
I +D+W+H ■ +D+D.70E+H • 4D+D.7SOL.+D.7SDL+D.7SDW+H ■ +D+0.7S0L+0.7505+0.7SOW+X ■ +Uf0-7S0 L.7F Dr7S0L+0.52501+___ M=D+D.1SDL+D.7509+0.52501+
I +0.600+W+H ■ +0.6DD+D.7DE+H
o Project Title: O'Keefe Residence
RSTRUCTURAL ENGINEERING Engineer: Reza As9harpour, P.E. Prosect ID: 130543
Project Descr: Remodel
CIVIL AND STRUCTURAL ENGINEERING '
77570 sPRiKun ELD LANE, surTz D .
PAIN DESERT, CA .
P:760-360-9998►:760-360-9903 C060-8011-9146
MWL:RMA9RASPRICTURAL.CQ1 -
. .. .. '
. •. ' . - . ' .; ..Printed: 11 MAR•2014; 11:53AM
WOgd B@x111. s ' r Flle =, c\UserSkFRONTO-11DOCUME-IIENERCA-110'KEEF- 4.EC6
ENERCA'Cb INC..1983 14
20 ..
KW -06005737 Licensee: RA STRUCTURAL ENGINEERING
Description
BEAM.. ->s
.0.04 . ` ....., :_ ..
`- .. :0.07
' -0.14
1.11 2.27 3.43 4.59 5.75 6.90 8.06 9.22 16.38 11.54
Distance (ft) .
■ D011y ■ L.O.y ■ D.L-
CITY OF
LA QUINTA
BU0 Dii'O , SAFETY DEPT.
APPROVE 7.. .
FOR CONSTRUCTION
DATE ___ BY