14-0518 (RC)78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
4 atfo 09MAU
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: RC -14-518
Property Address: 79174 HIGHWAY 111
APN: 600390029
Application Description: SHELL IMP. TO SUITES 103,104 & 105
Property Zoning:
Application Valuation:
Applicant:
MATT CLARK
Clark Commercial Development,
3500 S. Greenville St. C13
Santa Ana, CA 92704
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: B Li c nse No.: 973962
i
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair any
structure, prior to its issuance, also requires the applicant for the permit to file a signed
statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business
and Professions Code) or that he or she is exempt therefrom and the basis for the allege
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
J VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 7/10/2014
Owner:
INLAND AMERICAN LAQUINTA PAV
P 0 BOX 9271
OAK BROOK, IL 92253
Contractor:
EBS CONSTRUCTION SERVICES INC
P 0 BOX 822
TUSTIN, CA 92781
(714)836-7700
Llc. No.: 973962
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 %vorkers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance of
the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My workers' compensation insurance carrier and policy number are:
Carrier: _ Policy Number: _
_ I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
complywith t se provi ons.
ate: G
DApplicant:
WAR jNG: 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.
are not intended or offered for sale. If, however, the building or improvement is sold APPLICANT ACKNOWLEDGEMENT
within one year of completion, the owner -builder will have the burden of proving that he IMPORTANT: Application is hereby made to the Building Official for a permit subject to
or she did not build or improve for the purpose of sale.). the conditions and restrictions set forth on this application.
(_) I, as owner of the property, am exclusively contracting with licensed contractors to 1. Each person upon whose behalf this application is made, each person at whose
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State request and for whose benefit work is performed under or pursuant to any permit issued
License Law does not apply to an owner of property who builds or improves thereon, and as a result of this application , the owner, and the applicant, each agrees to, and shall
who contracts for the projects with,a contractor(s) licensed pursuant to the Contractors' defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
State License Law.). employees for any act or omission related to the work being performed under or
(_) I am exempt under Sec. . B.&P.C. for this reason 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
Date: Owner: for 180 days will subject permit to cancellation.
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
Lender's Address:
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioned pro rty for inspection purposes.
Date. Signature (Applicant or Agent):
FINANCIAL INFORMATION
DESCRIPTION
ACCOUNT
QTY AMOUNT
PAID
PAID DATE
NON-RESIDENTIAL, EA ADDITION 2,000SF
101-0000-42403
0 $71.50
$0.00
PAID BY
METHOD,
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
NON-RESIDENTIAL, EA ADDITION 2,000SF,
PC
101-0000-42600
0
$19.06
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
NON-RESIDENTIAL, FIRST 2,000SF
101-0000-42403
0
$107.25
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
NON-RESIDENTIAL, FIRST 2,000SF, PC
101-0000-42600
0
$82.94
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid forELECTRICAL - NEW CONSTRUCTION: $280.75 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PARTITION
101-0000-42400
0
$143.00
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PARTITION PC
101-0000-42600
0
$263.12
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for PARTITION: $406.12 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
REMODEL, EA ADDITIONAL 500 SF PC
101-0000-42600
0
$154.44
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #.
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
REMODEL, FIRST 500 SF PC
101-0000-42600
0
$132.99
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for REMODEL: $287.43 $0.00
TOTALS:00
DESCRIPTION
PermitTRAK
ACCOUNT
CITY
PAID
$974.30 '
RC -14-518 Address: 79174 HIGHWAY 111
Apn:,600390029.,
$974.30
ELECTRICAL --NEW CONSTRUCTION
$280.75
NON-RESIDENTIAL, FIRST 2,000SF
101-0000-42403
0
$107.25
NON-RESIDENTIAL, EA ADDITION 2,000SF, PC
101-0000-42600
0
$19.06
NON-RESIDENTIAL, EA ADDITION 2,000SF
101-0000-42403
0
$71.50
NON-RESIDENTIAL, FIRST 2,000SF, PC
101-0000-42600
0
$82.94
PARTITION
$406.12
PARTITION
101-0000-42400
0
$143.00
PARTITION PC
101-0000-42600
0
$263.12
REMODEL
-
$287:43
REMODEL, FIRST 500 SF PC
101-0000-42600
0
$132.99
REMODEL, EA ADDITIONAL 500 SF PC
TOTAL FEES PAID BY 1
101-0000-42600
0
$154.44
1
Date Paid: Thursday, July 10, 2014
Paid By: EBS CONSTRUCTION SERVICES INC
Cashier: PJU
Pay Method: CHECK 70082
Printed: Thursday, July 10, 2014 2:30 PM 1 of 1
' RWfYS7FMt
i4
Date Paid: Wednesday, July 23, 2014
Paid By: CLARK COMMERCIAL DEV
Cashier: PJU
Pay Method: CHECK 2203
Printed: Wednesday, July 23, 2014 11:30 AM 1 of 1
��CVCTC AAC
yin 4A
City of La Quinta
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
Permit #
• 14 - 0 518
Project Address: ?
Owner's Name: C 10 IIJLA9D IAA1nlA6E Mt= -NT- LLC.
A. P. Number: . ' O
Address: Z FtE1. Zoo
Legal Description:
City, ST; Zip: K L (>015 Z3
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Contractor: ✓�f �� i /l � �
Telephone:
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'•<r>;<'`�>::'.l»<.:#•`:.?<>>;:s
Address: ESQ CC
Project Description: SMOX�'STI N4 TN/,P,ttJT
City, ST, Zip: �!/l. �.✓,t? �/W
�Q�GI: t►S C� (�
Telephone;' -7/'f- 7'
£ �>J N T
PPt +� 5
S CZATE PAM -S
State Lic. # : G
City Lie. #;
Arch., Engr., Designer: I%
N C^1 ou�P ..
�rtilavl{�- II► f.� «W-- Ci�) ��H
Address: 5013 E , Vkw ST. --t-270
City, ST, Zip: f�1•/1 �Z a5a%71rOp�2
Z
Telephon )�Z'17S (
Lic. # �
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Construction TYPe V f3 Occupancy:
: � Z
Project tYPa circle one): New Add'nState
Repair Demo
Sq. Ft.: 1+ # Stories: ( # Units:
Name of Contact Person: [�AT C
Telephone #:of Contact Person: / q,28— 11
Estimated Value of Project: Q OpQ
APPLICANT: DO NOT WRITE BELOW THIS LINE
N
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
3
Plan Check submitted
4 yq
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Z77
Plan Check Deposit
Truss Cales.
Called Contact Person e �
Plan Check Balance.
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
god Review, ready for correctio /issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"' Review, 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
Total Permit Fees
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City of La Quinta
-Building &r Safety Division A PR'2 9 29,
P.O. Box 1504, 78-495 Calle Tampico Ciry - . 4
La Quinta, CA 92253 - (760) 777-7012 CONN OF LA Q'Uj/Vr
Building Permit Application and Tracking SheWlYL)EV A
Permit #
Project Aciftss*. W r*y I
Owner's Name7rz_
A. P. Number:
Address:qqL \&4
Legal Description:
City, ST, Zip?
Contractor:
Telephone:4W—,900 291 L
Address: f 3
Project Description:
City, ST, Zip:
+1
A
Telephone:
1-0 Con E-�6 0
State Lic.
City Lic. ff.' -
i S -)4 (Y\ 744
r 'nnla 1, AT tA Qq -,,WTW
Arch., Engr., Designer::' ,,_,,_r11,1_1, 'bAe_-" 0�.N rea7
144e, scoog '_'J'; k) ij\1CI\jbiP_ i�-rkz_;0(Z_ b%
Address: S613 'E' WAr, L) 4 y):?b
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City., ST, ZipP-148P-33, -i-. A P,
5R q i CE 4 C� I oe
Telephone:
State Lic.
onstruction Type: Occupancy: _4
P jqject type (circle one): New Add'n Alter Repair Demo
Name of Contact Person: AjWTr (4,_2 b
Sq. Ft.: I#
Storis: -
e
# Units:
Telephone *,of Contact Perso
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
H
Submittal
Req'd
Rec1d
TRACK).NG
PERMIT FEES
Plan Sets
Plan Check submitted
Itcul
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance.
Title 24 Calcs.
Plans picked up
Construction
Flood plain pla n
Plans resubmitted
Mechanical
Grading plan
god Review, ready for correct ions/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN If OUSE:-
7rd Review, 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
Total Permit Fees
11
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Bin #
t
City of La Quinta
-Building sr Safety Division
P.O. Box 1504, 78-495 Calle Tampico .
La Quints, CA 92253 - (760) 777-7012
Building Permit,Application and Tracking Sheet
Permit #
Project Address:
461 111
�;`
Owner's Name:
A. P. Number:
Address:
Legal Description:
City, ST, Zip:
Contractor:
Telephone: ...... <:n>::
Address:
Project Description:
City, ST, Zip:
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wi
Tele�<<'>�:`:�-<=`><«?<'�<>'>:
phone:
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State Lic. # :
City Lic. M.
Arch., Engr., Designer: ,
Address:
City., ST, Zip:
Telephone:
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_:s:.....; ... =< :>
Construction Type: Occupancy:
State Lic. #.
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person: Wktr
C, [AAC
Sq. Ft.:#
Stories:
#Units:
Telephone # of Contact Person:
Estimated Value of Project:
# Submittal Rcq'd
APPLICANT: DO NOT WRITE BELOW THIS LINE
Recd TRACMG PERMIT FEES.
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
f
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°" Review, ready for corrcctio issue
Z
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Decd
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3" Review, ready for correctionslissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
-
School Fees
Total Permit Fees
Bin # ��y City of. La Quinta
10 Building 8T Safety Division
Permit # P.O. Box 1504, 78-495 Calle Tampico .
• La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Project Address: tot'I Owner's Name:
A. P. Number:
Address:
Legal Description:
City, ST, Zip:
Contractor:
Telephone:
Address: -
Project Description:0 �f
City, ST, Zip:
Syr0L1
Telephone:
MEMO=
State Lie. # :
City Lie. #:
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone:
<:f>::<:s>::;• .K:
Construction Type: Occupancy
State Lie. #
Project type circle one): New Add'n Alter Repair Dem
Name of Contact Person:G
` f
Sq. Ft.:
#Stories:
#Units:
Telephone # of Contact Person: Ann— �6. (0 Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES,
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Cales.
Plans picked up
Construction
Floodplain plan
Plans resubmitted
Mechanical
Grading plan
2"" Review, ready for correction issue A
Electrical
Subcontactor List
Called Contact PersonL/
ZA
Plumbing
Grant Decd
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'rd Review, ready for correctionsfissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
. �D
i
CARUSO
TURLEY
SCOTT
consulting
structural
engineers
YOUR VISION IS OUR MISSION
PARTNERS
Richard D. Turley, PE
Paul G. Scott, PE, SE
Sandra J. Herd, PE, SE
Chris J. Atkinson, PE, SE
Thomas R. Mortis, PE
Richard A. Dahlmann, PE
1215 W. Rio Salado Pkwy.
Suite 200
Tempe, AZ 85281
T: (480) T74-1700
F: (480) 7741701
www.ctsaz.com
Job No. 14-443
By RAD
CLIENT:
IDEATION
5013 East Washington St. Suite 270
Phoenix, AZ
PROJECT:
The Habit Burger
179174 Califdrhia--Highway 111-,STE 103
La Quinta, CA 92253
0p01V lav G ►/�,/ \A/,'I-
L),-
GENERAL INFORMATION:
1( A
CITY OF LA QUINTA
BUILDING & SAFETY KEPT.
APPROVED
FOR CONSTRUCT ON
DA )A ABY
RL14--`7 IPS
Sheet No. Al
Date 5/14
CARUSO TURLEY SCOTT
structural engineers
.: 1215 W. Rio Salado Parkway, Suite 200
Tempe, Arizona 85281
T. 480 774-1700 • . F: 480 774-1101
www.ctsaz.com
Job Name r "If
Job No. (moi' `� 3, 2-
B B2�
Sheet No.^ Z
Date 6-1 v
�', �, y ( ��:�� ) S- ►�6 VIZ
Vj-T ,•3 S t-vnr �. {
Components &Cladding Wall Loading [cave /mean toofflieiglrt = 17ft- 110 mph - EaPTMRFEC`]
AyC611 111 7 taros .i11.1,(Ir[till) 8 316( (h>60)
Vs, = 110 (mph - wind. peed - 3 secgust] as = 900 [fable 16.9-1 ASCE 7-10, page 256]
Exposure = C [B, C, D - Section 26.7.3 ASCE 7.10] a = 9.5 /Table 26.9-1 ASCE 7- 10, page 7567
Ka= 1.00 [Figcrrr 26.8-1 ASCE 7. 10, page 252 & 2531 h = 17 [1- was / memr -f btbt]
K,= 0.85 [Table 26.6-1 ASCE 7-)0, page 250 ([ora!! bunting, Ks = 0.85)1 Kh= 0.87 [Table 30.3-1 ASCE 7-10, page 317]
Zones G, ♦6,GC'.1:58x5,,.- 1?58,-5
Zone
peaeevo = 4e(GCy6GCy)
(eq 30.4.1]
pc&che w = 9(GCp)69r(GCa+)
Pressure s 36.3 36.3
33.8 32.4 31.4
30.0 28.9 28.2 27.0 26.1 25.4 24.8 24.3
23.3 22.5
Zone 4
aL
GC G G 128as�s1 28 Si^ ?123' 41.2b� +atri�l l7 .:�,1!]4; 7�12i 1r1t0 7 4v 1:08 i :1:06 ^1`*:04, ksws,31:03a9 [ 102,1 N -Cf., b0"F`„0:98's
[eq 30.3-1]
Pressure s 29.4 29.4
28.2 27.4 26.9
26.2 1 25.7 25.3 24.7 24.3 23.9 23.6 23.4
229 225
Components & Cladding Wall Pressures
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3Y'" eco m yiKv ' ' iwt 5w:•a 5323! 5. +: i .,y �, ,s M )oft }<,l . i. y"t -4*11 li*y 411"t Vt'. ;x+'•1 �1i ,
?a.. . o „xM ,r, ..':fit 3 P , ,} W-1ka.
50 tYa?'!g ,i"` }>•.cc'Cv ''+R ':'TFa "i 3e '(? �.7 `kaa <k.. -s ',-. "i.F +3ci .Lr�'. :.' c 'E. T IILI moi+
"-.i� - ea.` .'.4Tr i 4i: } x,-" •^' +'�+ e4�, '! +.� ,'.�.*a C•e
r .. »v � ',' . • Wit' 7-,a au �Y- *1 >N`" : � � ' am � sn3; h� pus r 5: -�,a - rr � . q�:.
a4 7s'
Ng1�? *.Ap ,fr+ ;:lk -'Tla ':,�. ti. t" I >+'+" y,:`6• Acca tiv,A+1.,r; .•ivss +�, r.Y
0.0
'dSi t.+€ S'Sf1 ;n',. _ . ,cie7: S►* w, u-',' : s, zv, r,;
0 100 200 300 400 500 600
Tributary Area [sq ft]
[Zone 5
-K3-Zone4
Design Equations
Zone
peaeevo = 4e(GCy6GCy)
(eq 30.4.1]
pc&che w = 9(GCp)69r(GCa+)
(eq 30.6.1]
(note it is conservativly assumed q and q ; equal q h therefore
the two equations above can be combined into one equation.)
pcoc= g6(GCo6GC1,)
•1.7531+0.3537! A
qe = 0.00256*Kb*KN*K,*V'
[eq 30.3-1]
6GCp = 0.18 [enc1wd bidlting7
[table 26.11-1j
p coc = 22.948 * (GC, 6GCm)
-1.1
ExternalPrrcrartCae rdenGr orb 60 .30.4-1
Zone
TdbutaY tra
(GC )
5
A jr loft,
-1.4
and
10 <A 500 '
•1.7531+0.3537! A
r comer
A >
-1.0
4
A 10 '
-1.1
wall
10 <A f 500 12'
.1.2766+0.1766hgA
interior
A > 500 -ft'
-0.8
External Pmwar Coellidents lorb > 60 (fie. 30.6-1
Zone
TdbwaryArra
(GC )
S
A 20 '
-1.8
20<A [500ft
•Z5445+0.5723 ANA
wall
corner
A > 500 '
-1.0
4
A 20 '
-0.9
20 <A 500 '
-1.0861+0.1431 l A
[Mall
interior
A > 500)2'
-0.7
a = max[ar. art
s 1 a, = min[(0.1)(LHD); (0.4)(b)1
t O B pr
a2 = mox((0.04AHD); 3111
y LHD = kart hadmntal dimension
Chart Printed: 8/23/2014
t
Wood Beam
IIUIJKMATAIIE��.�
Description : New header
CODE REFERENCES
File = H:LCCF16-1114443H-1lenercalc.ec6
INC. 1983.2014, Build:&%6.15, Ver.6.14.6.15
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.150, Tributary Width =1.0 ft
Load Combination Set: IBC 2012
Segment Length
Span #
Point Load : D =1.50, Lr =1.50 k (a, 2.0 ft
Material Properties
C d C FN
+D+H
DESIGN SUMMARY
Analysis Method: Allowable Stress Design
Fb - Tension
675 psi
E: Modulus of Elasticity
Load Combination iBC2012
Fb -Compr
675 psi
Ebend-xx 1100ksi
6x12
Fc - Pril
500 psi
Eminbend - xx 400 ksi
Wood Species : Hem Fir
Fc - Perp
405 psi
1713: Allowable =
Wood Grade : No.2
Fv
140 psi
Load Combination
+D+Lr+H
Ft
350 psi
Density 27.7pcf
Beam Bracing :Completely Unbraced
Location of maximum on span =
3.051 ft
Span # where maximum occurs =
Applied Loads
Load Combination
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.150, Tributary Width =1.0 ft
CL
Segment Length
Span #
Point Load : D =1.50, Lr =1.50 k (a, 2.0 ft
V
C d C FN
+D+H
DESIGN SUMMARY
. •
;Maximum Bending Stress Ratio =
0.4851 Maximum
Shear Stress Ratio =
0.281 :1
Section used for this span
6x12
Section used for this span
6x12
fb : Actual =
326.65psi
fv : Actual =
39.31 psi
1713: Allowable =
674.11 psi
Fv: Allowable =
140.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
2.000ft
Location of maximum on span =
3.051 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
1.000
Length = 4.0 It
1
Max Downward L+Lr+S Deflection
0.005 in Ratio =
10591
+0+0.750Lr+0.750L+H
Max Upward L+Lr+S Deflection
0.000 in Ratio =
0 <360
1.000
Max Downward Total Deflection
0.010 in Ratio =
4707
0.249
Max Upward Total Deflection
0.000 in Ratio =
0 <180
0.00
Maximum Forces & Stresses for Load Combinations
Load Combination
C m
Max Stress Ratios
CL
Segment Length
Span #
M
V
C d C FN
+D+H
Length = 4.0 ft
1
0.264
0.154
1.000
+D+L+H
1.00
1.00
1.00
1.000
Length = 4.0 ft
1
0.264
0.154
1.000
+D+Lr+H
1.00
1.00
1.00
1.000
Length = 4.0 ft
1
0.485
0.281
1.000
+D+S+H
0.00
1.00
1.00
1.000
Length = 4.0 It
1
0.264
0.154
1.000
+0+0.750Lr+0.750L+H
21.53
140.00
1.00
1.000
Length = 4.0 ft
1
0.430
0.249
1.000
+D+0.750L+0.750S+H
0.00
0.00
0.00
1.000
C i
C r
C m
C t
CL
Moment Values
M fb
Fb
V
Shear Values
tv Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.80
178.17
674.11
0.91
21.53
140.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.80
178.17
674.11
0.91
21.53
140.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
3.30
326.65
674.11
1.66
39.31
140.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.80
178.17
674.11
0.91
21.53
140.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
2.92
289.53
674.11
1.47
34.87
140.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
rWood MCA
Description : New header
Load Combination Max Stress Ratios
Segment Length Span # M V Cd C FN C i Cr C m C t CL
r
j� x File = H:\CCF16-111
ENERCALC INC. 1902014' Build:E
Moment Values Shear Values
M tb Fb V fir Fv
Length = 4.0 tt 1
0.264 0.154
1.000
1.00
1.00
1.00
1.00
1.00
1.80 178.17
674.11
0.91
21.53
140.00
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.264 0.154
1.000
1.00
1.00
.1.00
- 1.00
1.00
1.80 178.17
674.11
0.91
21.53
140.00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.264 0.154
1.000
1.00
1.00,
1.00
1.00
1.00
1.80 178.17
674.11
0.91
21.53
140.00
+D+0.750Lr+0.75OL40.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.430 0.249
1.000
1.00
1.00
.1.00
1.00
1.00
2.92 289.53
674.11
1.47
34.87
140.00
+D+0.750L+0.75OS+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.264 0.154
1.000
1.00
1.00
1.00
1.00
1.00
1.80 178.17
674.11 .0.91
21.53
140.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1
0.264 0.154
1.000
1.00
1.00
1.00
1.00
1.00
1.80 178.17
674.11
0.91
21.53
140.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00.
0.00
Length = 4.0 ft 1
0.159 0.092
1.000
1.00
1.00
1.00
1.00
1.00
1.08 106.90
674.11
0.54
12.92
140.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 4.0 It 1
0.159 0.092
1.000
1.00
1.00
1.00
1.00
1.00
1.08 106.90
674.11
0.54
12.92
140.00
�Y'Overall Maximum Deflections - Unfactored L'oads;.':•
s%:
Load Combination
Span
Max.'-" Defl
Location in Span
Load Combination
Max. '+' Defl
Location in Span
+D+Lr+H
1
0.0102
2.015
0.0000
0.000
.VertlCal Reactions= Unfactored oM1w ` x3 ter ,,;
Support notation : Far left is #1
values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.800
1.800
Overall MINimum
0.630
0.630
+D+H
1.050
1.050
+D+L+H t
1.050
1.050
+D+Lr+H
1.800
1.800
+D+S+H
1.050
1.050
+D+0.750Lr+0.750L+H
1.613
1.613
+O+0.750L+0.750S+H
1.050
1.050
+D+0.60W+H
1.050
1.050
+D+0.70E+H,
1.050
1.050
+D40.750Lr+0.750L+0.450W+H
1.613
1.613
,+D+0.750L+0.750S+0.450W+H
1.050
1.050
+D+0.750L+0.750S+0.525E+H
1.050
1.050
+0.60D+0.60W+0.60H
0.630
0.630
+0.60D+0.70E+0.66H
0.630
0.630
D Only
1.050
1.050
Lr Only
0.750
0.750
L Only
S Only
W Only,
E Only
H Only
: ^; .�, . Fi t'� File = H:LCCF16-11144438 1lenen alc:ec6
Wood Column; �� ., J
; .,��,,.T�,�
Y;e,
r ENERCALC INC 1983-2014,_Build.6.14.6.15;Ver:6.14.6.15hi
Load Combination
+D+0.60W+H
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Location of max.above base
8.020 ft
Description: Jamb lateral
0.0 ft above base
Applied Axial
0.06212 k
'Code`Refer`ences
2.486 k -ft
Applied My
0.0 k -ft
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
366.177 psi
PASS
0.0ft
Load Combinations Used: IBC 2012
PASS
16.830 ft
+D+Lr+H
General lriformation -"` `F' f
0.139
0.01039
PASS
Analysis Method: Allowable Stress Design
Wood Section Name
2-2x6
16.830 ft
End Fixities Top & Bottom Pinned
WoodGrading/Manut
Graded Lumber
0.01043
Overall Column Height 16.830 ft
Wood Member Type
Sawn
PASS
. ( used for non -slender calculations)
+D+0.750Lr+0.750L+H
1.250
0.139
Wood Species Douglas Fir - Larch
Exact Width
3,0 in Allow Stress Modification Factors
0.0
Wood Grade No.1
Exact Depth
p
5.50 in Cf or Cv for Bending
1.30
Fb -Tension 1000 psi Fv 180 psi
Area
16.50 in^2 Cf or Cv for Compression
1.10
Fb - Compr 1000 psi Ft 675 psi
Ix
41.594 in^4 Cf or Cv for Tension
1.30
Fc - PHI 1500 psi Density 32.21 pcf
ly
12.375 in^4 Cm: Wet Use Factor
1.0
Fc - Perp 625 psi
0.08569
Ct :Temperature Factor
1.0
E : Modulus of Elasticity ... x -x Bending y -y Bending Axial
1.600
Cfu : Flat Use Factor
1.0
PASS
0.0 ft
Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1700 1700 1700
ksi
Use Cr: Repetitive ?
No (non-glb onty)
Minimum 620 620
Brace condition for deflection (buckling) along columns:
8.020 ft
0.06427
X -X (width) axis:
Fully braced against buckling along X -X Axis
+D+0.750L+0.750S+0.450W+H
1.600
Y -Y (depth) axis:
Unbraced Length for X -X Axis buckling =16.830
ft, K =1.0
Applied Loads ..,.., rr n M ;.. _ c Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 62.115 lbs * Dead Load Factor
BENDING LOADS ...
Lat. Uniform Load creatinq Mx -x, W = 0.040 k/ft
Lat. Point Load at 8.0 ft creatinq Mx -x, W = 0.6520 k
Bending & Shear Check Results
Bottom along Y -Y 0.6787 k
PASS Max. Axial+Bending Stress Ratio =
0.9580 :1
Load Combination
+D+0.60W+H
Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3
Location of max.above base
8.020 ft
At maximum location values are ...
0.0 ft above base
Applied Axial
0.06212 k
Applied Mx
2.486 k -ft
Applied My
0.0 k -ft
Fc: Allowable
366.177 psi
PASS Maximum Shear Stress Ratio = 0.08569 :1
Load Combination +0+0.60W+H
Location of max.above base 0.0 ft
Applied Design Shear 37.019 psi
Allowable Shear 288.0 psi
a_ --Load Combination Results
Maximum SERVICE Lateral Load Reactions
Top along Y -Y 0.6465 k
Bottom along Y -Y 0.6787 k
Top along X -X 0.0 k
Bottom along X -X 0.0 k
Maximum SERVICE Load Lateral Deflections ...
Along Y -Y 2.625 in at
8.359 ft above base
for load combination : W Only
0.139
Along X -X 0.0 in at
0.0 ft above base
for load combination : n/a
0.0
Other Factors used to calculate allowable stresses ...
16.830 ft
Bendinq Compression Tension
Cf or Cv: Size based factors
1.300 1.100
-oad Combination
C D
C P
Maximum Axial + Bendinq
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
0.900
0.139
0.01059
PASS
0.0ft
0.0
PASS
16.830 ft
+D+L+H
1.000
0.139
0.01051
PASS
0.0ft
0.0
PASS
16.830 ft
+D+Lr+H
1.250
0.139
0.01039
PASS
0.0ft
0.0
PASS
16.830 ft
+D+S+H
1.150
0.139
0.01043
PASS
0.0ft
0.0
PASS
16.830 ft
+D+0.750Lr+0.750L+H
1.250
0.139
0.01039
PASS
0.0ft
0.0
PASS
16.830 ft
+D+0.750L+0.750S+H
1.150
0.139
0.01043
PASS
0.0ft
0.0
PASS
16.830 ft
+D+0.60W+H
1.600
0.139
0.9580
PASS
8.020 ft
0.08569
PASS
0.0ft
+1.147D+0.70E+H
1.600
0.139
0.01179
PASS
0.0 ft
0.0
PASS
16.830 ft
+D+0.750Lr+0.750L+0.450W+H
1.600
0.139
0.7185
PASS
8.020 ft
0.06427
PASS
0.0ft
+D+0.750L+0.750S+0.450W+H
1.600
0.139
0.7185
PASS
8.020 ft
0.06427
PASS
0.0ft
+1.110D+0.750L+0.750S+0.5250E+H
1.600
0.139
0.01141
PASS
0.0ft
0.0
PASS
16.830 ft
r
A-'
Description : Jamb lateral
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
C D C P
Stress Ratio
Status Location
Stress Ratio. Status Location
.+0.60D+0.60W+0.60H
1.600 0.139
0.9541
PASS
8.020 ft
0.08569 PASS 0.0 ft
+0.4531D+0.70E+0.60H .
1.600 0.139
0.004659
PASS
O.Oft
0.0 PASS 16.830 ft
Maximum Reactions • Unfactored
s �' -`
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D -H4
k
k
0.062 k
+D+L+H
k
k
0.062 k
+D+Lr+H
k
k
0.062 k
+D+S+H
k
k
0.062 k
+D+0.750Lr+0.750L+H
k
k
0.062 k
+D+0.750L+0.750S+H
k
k
0.062 k
+D+0.60W+H
k
0.407
0.388 k
0.062 k
+0+0.70E+H
k
k
0.062 k
+D+0.750Lr+0.75OL+0.450W+H
k
0.305
0.291 k
0.062 k
+D+0.750L+0.750S+0.450W+H
k
0.305
0.291 k
0.062 k
+D+0.750L40.750S+0.525E+H
k
k
0.062 k
+0.60D+0.60W+0.60H
k
0.407
0.388 k
0.037 k
+0.60D+0.70E+0.60H
k
k
0.037 k
D Only
k
k
0.062 k
Lr Only
k
k
k
L Only
k
k
k
S Only •
k
k
k
W Only
k
0.679
0.647 k
k
E Only
k
k
k
H Only
k
k
k
Maximum Deflet ions foc Load Combinations : Unfactoetl Loads
Load Combination
Max. X -X Deflection
Distance Max. Y -Y Deflection
Distance
+D+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
* +D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 It
0.000 in
0.000 ft
40+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750L+0.750S+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+0.60W+H
0.0000 in
0.000 ft
1.575 in
8.359 ft
+D470E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L-4450W+H
0.0000 in
0.000 ft
1.181 in
8.359 ft
+D+0.750L+0.750S+0.450W+H
0.0000 in
0.000 it
1.181 in
8.359 ft
+D+0.750L+0.750S+0.525E+H
0.0000 in
0.000 It
0.000 in
0.000 It
+0.60D+0.60W+0.60H
0.0000 in
0.000 ft '
1.575 in
8.359 ft
+0.60D40.70E+0.60H
0.0000 in
0.000 It
0.000 in
0.000 ft
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 It
0.000 in
0.000 ft
S Only
0.0000 in
0.000 it
0.000 in
0.000 ft
W Only
0.0000 in
0.000 It
2.625 in
8.359 ft
E Only
0.0000 in
0.000 It
0.000 in
0.000 ft
H Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Description : Jamb lateral
,,: Sketches � "� �" �'.., r •;��� ; �.:� f . ^� .x � �.�-
Y M -x Loads
r
2-2x6
3.0 in Loads are total entered value. Arrows do not reflect absolute direction.
I
?n1Fu46�eumn
-EN ERCALCINC19832014Bild.6.15Ver6.14.6.15._
Description : Jamb Gravity load
Code References ,
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used: IBC 2012
�' GeneraLlnfo'rmationz ry
Analysis Method : Allowable Stress Design Wood Section Name 2x6
End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
( Used for non -slender calculations) Exact Width 1.50 In Allow Stress Modification Factors
Wood Species Hem Fir Exact Depth
Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30
Fb - Tension 850 psi Fv
150 psi
Area 8.250 in^2 Cf or Cv for Compression
1.10
Fb - Compr 850 psi Ft
525 psi
Ix 20.797 in"4 Cf or Cv for Tension
1.30
Fc - Prll 1300 psi Density
27.7 pct
ly 1.547 in^4 Cm: Wet Use Factor
1.0
Fc -Perp 405 psi
�
Ct: Temperature Factor
1.0
E : Modulus of Elasticity ..., x -x Bending y -y Bending Axial
Cfu :Flat Use Factor
1.0Kf:
Basic 1300
Built-up columns
1300 1300 ksi
1.0 NDS 15.3.2
Minimum 470
470
Use Cr : Repetitive?
No (non-glb only)
0.648
0.4228
Brace condition for deflection (buckling) along columns:
O.Oft
0.0
PASS
X -X (width) axis: Fully braced against buckling along X -X Axis
+D+S+H
1.000
0.648
Y -Y (depth) axis: Unbraced Length for X -X Axis buckling = 8.0 ft, K =1.0
',.:Applied Loads" '' ''' yyn , 4
O.Oft
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included: 12.696 lbs * Dead Load Factor
8.0 ft
+D+0.750Lr+0.750L+H
AXIAL LOADS. .
0.648
0.3751
PASS
Axial Load at 8.0 ft, D =1.760, Lr =1.460 k
0.0
PASS
8.0 ft
DESIGN SUhIMARY
1.000
0.648
Bending & Shear Check Results
PASS
0.0ft
0.0
PASS Max. Axial+Bending Stress Ratio =
0.4228:1
Maximum SERVICE Lateral Load Reactions
1.000
Load Combination
+D+Lr+H
. .
Top along Y -Y 0.0 k Bottom along Y -Y
0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X -X 0.0 k Bottom along XA
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections
0.2319
At maximum location values are ...
Applied Axial
3.233 k
...
Along Y -Y 0.0 in at 0.0 ft above base
PASS
Applied Mx
0.0 k -ft
for load combination : n/a
0.648
Applied My
0.0 k -ft
Along XA 0.0 in at 0.0 ft above base
0.0
Fc: Allowable
926.76 psi
for load combination : n/a
1.000
PASS Maximum Shear Stress Ratio =
0.0 :1
Load Combination
+0.60D+0.70E+0.60H
Location of max.above base
8.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
150.0 psi
Load Combination Results'
O.Oft
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Cf or Cv : Size based factors 1.300 1.100
Load Combination
C D
C p
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
1.000
0.648
0.2319
PASS
O.Oft
0.0
PASS
8.0 ft
+D+L+H
'
1.000
0.648
0.2319
PASS
O.Oft
0.0
PASS
8.0 ft
+p+Lr+H
1.000
0.648
0.4228
PASS
O.Oft
0.0
PASS
8.0 ft
+D+S+H
1.000
0.648
0.2319
PASS
O.Oft
0.0
PASS
8.0 ft
+D+0.750Lr+0.750L+H
1.000
0.648
0.3751
PASS
0.0ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+H
1.000
0.648
0.2319
PASS
0.0ft
0.0
PASS
8.0 ft
+D+0.60W+H
1.000
0.648
0.2319
PASS
0.0ft
0.0
PASS
8.0 ft
+D+0.70E+H
1.000
0.648
0.2319
PASS
0.0ft
0.0
PASS
8.0 ft
+D+0.750Lr+0.750L+0.450W+H
1.000
0.648
0.3751
PASS
0.0 ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+0.450W+H
1.000
0.648
0.2319
PASS
0.0ft
0.0
PASS
8.0 ft
+D+0.750L+0.750S+0.5250E+H
1.000
0.648
0.2319
PASS
O.Oft
0.0
PASS
8.0 ft
+0.60D+0.60W+0.60H
1.000
0.648
0.1391
PASS
O.Oft
0.0
PASS
8.0 ft
A -( V
Description: Jamb Gravity load
oad Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
C D C P
Stress Ratio
Status Location
Stress Ratio Status Location
+0.60D+0.70E4601-1
1.000 0.648 0.1391
PASS
0.0ft
0.0 PASS 8.0 ft
aximum Reactions~ Unfactored ?s,
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
k
k
1.773 k
+D+L+H
k
k
1.773 k
+D+Lr+H
k
k
3.233 k
+D+S+H
k
k
1.773 k
+D+0.750Lr+0.750L+H
k
k
2.868 k
+D+0.750L+0.750S+H
k
k
1.773 k
+D+0.60W+H
k
k
1.773 k
+D+0.70E+H
k
k
1.773 k
+D+0.750Lr+0.750L+0.450W+H
k
k
2.868 k
+D+0.750L+0.750S+0.450W+H
k
k
1.773 k
+D+0.750L+0.750S+0.525E+H
k
k
1.773 k
+0.600+0.60W+0.60H
k
k
1.064 k
+0.60D+0.70E+0.60H
k
k
1.064 k
D Only
k
k
1.773 k
Lr Only
k
k
1.460 k
L Only
k
k
k
S Only
k
k
k
W Only
k
k
k
E Only
k
k
k
H Only
k
k
k
1;1-Maximum`Deflections for Load Combinations Unfa&Ored
Loads•
Load Combination
Max. X -X Deflection
Distance Max. Y -Y Deflection
Distance
+D+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+L+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+Lr+H
0.0000 in
0.000 It
0.000 in
0.000 ft
+D+S+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+0.750L+0.750S+H
0.0000 in
0.000 it
0.000 in
0.000 ft
+D+0.60W+H
0.0000 in
0.000 ft
0.000 in
0.000 It
+D+0.70E+H
0.0000 in
0.000 it
0.000 in
0.000 ft
+D+0.750Lr+0.750L+0.450W+H
0.0000 in
0.000 it
0.000 in
0.000 It
+D+0.750L+0.750S+0.450W+H
0.0000 in
0.000 ft
0.000 in
0.000 it
+D+0.750L+0.75OS+0.525E+H
0.0000 in
0.000 ft
0.000 in
0.000 ft
+0.60D+0.60W+0.60H
0.0000 in
0.000 it
0.000 in
0.000 it
+0.60D+0.70E+0.60H
0.0000 in
0.000 it
0.000 in
0.000 It
D Only
0.0000 in
0.000 ft
0.000 in
0.000 it
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 It
S Only
0.0000 in
0.000 ft
0.000 in
0.000 It
W Only
0.0000 in
0.000 ft ,
0.000 in
0.000 ft
E Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
H Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
WOOCi GO�U11111"H:LCCF.16-1114443H-11enercalc.ec6 j.
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Description : Jamb Gravity load
Sketches
Y 3.71ok
' e
c �
N
h \ O .l'.
c6
2x6
r
1-50i Loads are total entered value. Arrows do not reflect absolute direction.
Y
:T
ideation
DESIGN GROUP
Date: 08/26/2014
Transmittal, Letter
To: ATTN: Burt Hanada
City of La Quinta - Community Development Department
78-495 Calle Tampico
La Quinta, CA 92253
760.777.7023 RECEIVED
Project: HABIT BURGER GRILL LA QUINTA SHELL
Project #: 14-235
Sent VIA:
O US Mail
O eMail I
O Messenger
O UPS/FedEx
O Pick -U
�f
Items Transmitted
AUG 2 7 2014
OF LA QUINTA
MY DEVELOPMENT
w
DATED COPIES
cot
Action:----
24"X36" FULL SIZE structural sheets for rear service door placement
o--14ryour Information
O/ Per Your RequesC
O For Your Files
`.
in suite 103
O For Review
O For Bid
S �S
11
AUG 2 7 2014
OF LA QUINTA
MY DEVELOPMENT
w
DATED COPIES
DESCRIPTION
08.26.14 1 2
24"X36" FULL SIZE structural sheets for rear service door placement
in suite 103
S �S
11
f
Remarks:,�� -- r
Hello Mr. Hanada:
As requested attached are the (2 wet.signed and sealed copies of thestructural rear door placeme
for suite 103. Should you have any questions
or concerns pleasedt me know.
Thanks! ---- — - "`
Sent By: Albert Madrid
5013 E Washinaton St. Suite 270. Phoenix. Arizona 85018 Tel 602.792.1782 Fax 602.792.1846 www.ideationda.coi
Permit Number: RC -14-518 Description: SHELL IMP. TO SUITES 103, 104 & 105
Applied: 4/29/2014 Approved: 7/9/2014 Site Address: 79174 HIGHWAY 111
Issued: 7/10/2014 Finaled: City, State Zip Code: LA QUINTA, CA 92253
Status: ISSUED Applicant: MATT CLARK
Parent Permit: Owner: INLAND AMERICAN LAQUINTA PAV
Parent Project: Contractor: EBS CONSTRUCTION SERVICES INC
Details:
SHELL IMPROVEMENT: DEMO EXISTING DEMISING WALLS TO CREATE NEW TENANT SPACES SUITES 103,104 & 105. GAS & WATER
PIPING PER DESIGNED PLANS. ARCHITECT: DAVID A. UDKOW C-8912. 2013 CODES 2010 ENERGY. TRASH ENCLOSURE WALLS REQUIRE A
SEPARATE PERMIT.
REVISION TO WATER LINES AND DEMISING WALL LOCATIONS. REVISION WHILE UNDER CONSTRUCTION.
LIST OF
RETURNED
SENT DATE DUE DATE TYPE CONTACT STATUS REMARKS
DATE
Review Group: BLDG 2ND REVIEW
7/9/2014
7/9/2014
7/14/2014
NON-STRUCTURAL
BURT HANADA
APPROVED
Notes:
7/23/2014
7/23/2014
7/23/2014
NON-STRUCTURAL
BURT HANADA
APPROVED
Notes:
REVISION TO PLANS WHILE UNDER CONSTRUCTION - DEMISING WALL LOCATION & WATER LINE REVISION.
Printed: Wednesday, 23 July, 2014 1 of 1
(7777SYSTEMS
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11
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(2)
r I
I I I Y I
i i r i i FIELD VERIFY I I
I I I I I
I r r 1 I
l 1 I (9) l iO
I
1 1 I I r 1
r I II` I I II
M JI r
(7)
(6)
(1 2)
CONNEC'nON (COMMON NAILS ONL)�
MAILING
JOIST TO SILL 'DR CiMDER, TOENAIL
3 - K
aRIOGING TO JOIST, TOENAIL EACH END
2 - 8d
SOi E. PLATE TO JOIST OR BLOCKING, TYPICAL FACE NAIL
SOLE ??ATE TO JOIST OR BLOCKING, AT URAACER WM-L PANEL
16d AT 16" O.C.
3r16d PER 16
TOP PLATE TO STUD, ENO NAIL
2 - 16d
STUD TO SOLE PLATE
4 - 8d, TOENAIL OR:
2 - 16d END MAIL
DOUBLED STUDS. FACE NAIL
16d AT 24" O.C.
DOUBL.EO TOP PLATES, TYPICAL FACE NAIL
DOUBLED TDIP PLANES, LAP SPLICE
15d AT 1C 0_C_
a - 16d
MCIKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL
3 - 8d
RIM JOIST` TO TQP PLATE. TOENAIL
8d AT 6' D.C.
TOP PLATE, LAPS AND INTERSEG110NS, FACE NAIL
2 - 16d
CANTINUOUS HEADER, TW0 PIECES
AL G A EDGE
ALONG EACH EaG1=
CEILING JOISTS TO PLATE. TOENAIL
3 - 8d
CONTINUOUS RF-ADM TO STUDS, TOENAIL
4 - 8d
CEILING JOISTS, LAPS OVER PARTIT DNS, FACE HAIL
3 - 15d
CEIL%I'. JOIST TO PARALLEL RAFTERS, FACE MAIL
3 - 16d
RAFTER TO PLATE, TOENAIL
3 - 8d
BUILT-UP CORNER STUDS
16d AT 24' O,C.
BUILT-�UP GIRDER AND BEAkS
20d AT 32' O.C. TOP AND
BOTTOM, ANp STAGGERED
2-20d EACH END AND SPLICES
F
SEE
((i
O3 NAIIrING SC+�I7lJLE -- U.N.O.
01-0 NO SCALE
k -,,-(7)
NOTLs:.
1.
EXISTING POST UNDER STEEL
JOIST AE3M.
2.
EXISTING WOOD STUD WALL
DOUBLE TOP PLATE.
3.
EXISTING 2x6 AT 18' 4_C,
MID WALL.
4-
EXIVNO SILL PLATE.
5.
SIMPSON H3.
6,
NEW 6x12 K.F. I#2 OR BETTER.
7.
2-26 FULL HEIGHT STUDS t
1 BEARING STUD D.F. #i SEE
202.
B.
SWSON A35 EACH SIDE,
9.
SIMPSON LTP5.
10,
SIMPSON A35.
11.
NEW P.T. 24 SILL PLATE W/
b-HILTI X-U SHOT PM (I-
P ENETRATI ON).
12.,
S1MPS:OtJ H2.5.
SPACING 4"
2
I
I I
I
(2)
2- 02 AND LARGER (3]
L ACING 3"
I 21
i
x2-2x10 AND ULLER (4)
a BUILT UP WOOD MEMBERS
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RECEIVED
AUG 2 7 7.0ti4
C Of UI NTA
CO1 WW" 1DE%9EL01'4F- �T
NOFESL
1. 1/4 DEPTH OF LIEMSER -
TYPICAL
2. FRAMING LIEWSER.
3. 1/2" DIA MIN BOLTS AT
24' O.C. STAGGERED.
4- 16d NAILS MIN AT 12` O.C.
STAGGERED,
NOTE:
INSTALL 2 CONNECTORS AT
E9D AS SHOWN.
$40-21.01
NO SCALE
LI I �
4 C
f T OF ILA QU1 NTA
BUILDING & SAFETY 1%EPT.
APPROVED
roe T T N
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t aim
� D K� .'
FOR ADDITIONAL INFORAIIATIOH SHOM OUT NOT NOTED, SEE GENERAL
STRUCTURAL NOTES ON SHEET S1.0 AND 'TYPICAL DETAIL VATS.
THESE DRAWINOS/CALCULATIONS ARE CONSIDERED -NOI FOR. OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF
iRECORD`S SEAL IS AFFIXED 3MMI WRiTTEN SIGNATURE.
PROJECT NUMBER 14-4-43. PROJECT MANAGER RAC]
PROJECT ENGINEER APB PROJECT DRAFTER TLP
CARUS - TUf LEY. SCOTT- INC
consulting structural engineers
121;5 West Rio Salado Parkway. Suite 200
Tempe, Arizona 66201 (4.80) 774-1700 (774-"1701 FAX)
SCALE'
DRAWN BY:
DATE:
BASE FILE:
PROJECT KLIMBER: 1 4- 1 07
#
DATE::
DESCRIPT014:
1
05-08-2014
PER L,L. QaMMENI-S
00-12-2014
PER BUILDING DEPT
0,9-211-2014
Pl; R FIELD CONDITIONS
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David A. Udko
Architect
11881 N. 11 S Way
ScaLtsdaler AZ 85259
480,614.3385 lax 1480.614.02D9
e-mail: davfdaudkaw&ox.ne1
SHEE- NO:
S3.0