07-2806 (RER)49715 Anacapa Cir
07-2806
IIIIIIIIVIIIIIIVIIIIIII 63
P.O. BOX 1504 • IE -
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
•4
W
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Application Number: 07-00002806 Owner:
k Property Address: 49715 ANACAPA CIR NOUSKAJIAN JOHN
APN: 646-210-024- - - 49715 ANACAPA CIRCLE
Application description: REMODEL - RESIDENTIAL LA QUINTA, CA 92253
Property Zoning: LOW DENSITY RESIDENTIAL
Application valuation: 4200
Contractor:
Applicant: Architect or Engineer: KENNEDY CONSTRUCTION, T'.A.
48751 SAN PEDRO STREET
LA QUINTA, CA 92253
(760)564-4660 '
Lic. No.: 442118
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with
Section 70001 of Division 3 of the Business and Professionals Code, and my License is in full force and effect.
LicenseClB License No.: 442118
Date: // Z- Contract Orr
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 am exempt under Sec. , B.&P.C. for this reason y
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 Name: _
Lender's Address:
LQPERMIT
1
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Dat 11/13/07
e
CIN per ►_A gUIINTA
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier STATE FUND Policy Number 0024567-2007
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
3700 of the Labor Code, I shall forthwith comply with those provisions. `
Date: Applicant:
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 Director of Building and Safety 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 qWply with all
city and county ordinances and state laws relating to build ii
onstruction and ereby authorize r pre entatives
of this coun to enter upon the above-mentioned prope fo inspectio urses.
Date: Signature (Applicant or Agen
Application Number 07-00002806
------ Structure Information ADJUSTMENT TO PATIO [ENGINEERED]
-----
Other struct info CODE EDITION
----------------------------------------------------------------------------
2001CBC
Permit . . . BUILDING PERMIT
Additional desc .
Permit Fee . . . . 72.00 Plan Check
Fee
46.80
Issue Date Valuation
4200
.Expiration Date 5/11/08
Qty Unit Charge. Per
Extension
BASE FEE
45.00
3.00 9.0000 THOU BLDG 2,001-25,000
27.00
- --------------------------------------------7--------------------------------
Special Notes and Comments
ADJUSTMENT TO PATIO HEIGHT [ENGINEERED]
2001 CALIFORNIA BUILDING CODE.
November 13, 2007 3:32:59 PM AORTEGA
----------------------------------------------------------------------------
Other Fees . . . . . . . STRONG MOTION (SMI)
- RES
.50
Fee summary Charged Paid Credited
---------------------------
Due
--------------------
Permit Fee Total 72.00 .00
----------
.00
72.00
Plan Check Total 46.80 .00
.00
46.80
Other Fee Total .50 .00
.00
.50
Grand Total 119.30 .00
.00
119.30
LQPERMIT
Bin #
City of La Quinta
Building & Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253- (760) 777-7012
Building Permit Application and Tracking Sheet
Permitfl
5*
Project Address:' —7 17
Owner's Name: t7 N V S • 't
A. P. Number:
Address:
Legal Description:
Contractor: r , (j ! ► S
City, ST, Zip:. ,` 2,2.E-•'
Telephone:
Address: --'4S-1151 S
Project Description: t2 ( V
City, ST, Zip: V fi-F a►*tz >"k
.Telephone:
State Lic. #: `t `4 1 tg
City Lic. #:
Arch., Engr., Designer:
Address:
City, ST, Zip: 7 e `i27- i
Telephone: • S(o g ?>J 3
Construction Type: Occupancy:
State Lic. #:
Project type (circle one): New Add'nAlter Repair Demo
Name of Contact Person:, N
Sq. Ft.:
# Stories:
# Units:
Telephone # of Contact Person: j ` pO'7j
Estimated Value of Project: Z
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
/Structural Calcs.
2
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Cates.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan'
2" Review, ready for corrcctions/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 correction i ue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
t)) T4D 7:Asvr7-
v�
B.G. STRUCTURAL, ENGINEERING_
BRIAN
kT E
GOTLIB - CI 203 ENGINEER - Lic. No. C33047
4 i IIIIIIIIIIIIIIIIIIIIIIIII 64
Palm Desert, CA 92211 t IE
(760) 568-3553 (760) 568-5681 Fax FrOCT
1
Nouskajian Residence Addition
Remodel
Tom Kennedy Construction
48-751 San Pedro
La Quinta, CA. 92253
Job Number: 800.1707
:i October 12, 2007
Owner revisions
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
:;Oq& FOR CONSTRUCTION
DAT 81r
I
OQM"OFESS/0�
G 0 TT���Eycy
"r OF CAL�
VALID ONLY IF SIGNED
IN RED
E
SHEAR WALL SCHEDULE
Per 1997 U.B.C: & 2001 C.B.C.
USE 4X STUDS AT HOLDOWN AND METAL STRAP LOCATION. (U.O.N.)
AT HOLDOWN STUD INSTALL EDGE NAILING ON THE PLYWOOD FULL HEIGHT
OF WALL,
WHEN NO HOLDOWN IS INDICATED ON THE PLANS, CORNER STUDS SHALL BE
NAILED TO EACH OTHER WITH 16d AT 8' O.C. FULL HEIGHT OF WALL.
TYPICAL. PLYWOOD NAILING NOT CALLED SHEAR WALL TYPE SHALL BE WITH 8d
AT 6' O.C. EDGES AND 12' O.C. FIELD.
NO UNBLOCKED PANELS LESS THAN 12' WIDE SHALL BE USED ON SHEAR WALLS.
SHEAR WALLS TO SPAN FROM SILL PLATE TO DOUBLE TOP PLATE.
SHEAR WALLS TO BE CONTINUOUS ABOVE AND BELOW ALL OPENINGS.
CONSTRUCTION OF PLYWOOD SHEAR WALLS TO BE WITH COMMON NAILS ONLY.
HOLDOWN BOLT HOLES AT EACH END OF THE PLYWOOD SHEAR -WALL SHALL HAVE A
TOLERANCE OF NO MORE THAN 1/16' (INSPECTION REQUIRED) HOLDOWNS TO BE
TIGHTENED JUST PRIOR TO COVERING THE SHEAR WALL. ALL POSTS WITH.
HOLDOWNS OR UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE NAILING.
FRAMING AT .ADJOINING PANEL EDGES SHALL BE 3 -INCH NOMINAL OR WIDER AND
NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 INCHES ON CENTER.
WHERE ,SHEAR PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL
SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS
SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL
BE 3 -INCH NOMINAL OR THICKER AND NAILS SHALL BE STAGGERED. SILL,
PLATES SHALL BE 3 -INCH NOMINAL AND NAILS SHALL BE STAGGERED.
ALL WOOD STRUCTURAL PANEL SHEATHING SHALL BE C -D, C -C AND OTHER
GRADES COVERED IN U.B.C. STANDARDS 23-2 OR 23-3.
SHEAR WALLS TO COMPLY WITH THE. TABLE 23-11-H OF THE C.B.C.
EXTERIOR WALLS TO BEi 7/8' THK. STUCCO Yw/ PORTLAND CEMENT PLASTER
w/ 1.4# PER SQ. YARD 17 GA. GALV. WIRE LATH &
16 .GA. STAPLES (w/ 7/8' LEGS) @ 6' O.C. E.N.
& 12' F.N.
ANCHOR BOLTS TO HAVE 7' MIN. EMBEDMENT INTO FIRST.PDUR.
SHEAR WALLS TO SPAN FROM SILL PLATE TO. DOUBLE TOP PLATE.
SHEAR WALLS TO BE CONTINUOUS ABOVE AND BELOW ALL OPENINGS.
EXTERIOR WALL TO BE, %` THK. STUCCO W/ PORTLAND CEMENT PLASTER W/ 1.4# PER
SQ. YD., 17GA. GALV, WIRE LATH AND 16 GA. STAPLES (W/ 3/e LEGS) AT 6' O.C. E.N. &
12' O.C. F.N.
ALL BEARING WALLS TO HAVE 5/8' DIA ANCHOR BOLTS @ 72' OC U.N.O.,
1
x PLYWOOD AS FURRING f
3/8' THICK WALL SHEATHING, EXP 1 W/ 8d NAILS @ 6' O.C. EDGES & 12' O.C.
FIELD 5/8' DIA A.B. @ 32' O.C. W/ 2' X 2' X 3/16' WASHERS.
SHEAR TRANSFER, SOLID BLOCKING - SIMPSON 'A35' AT 24' O.C. EACH BLOCK
TJI BLOCK.- 6-16d EACH BLOCK
-
10x10 POST 1 10x10 POST 1
2' -6'x2' -6'x1'-6' PAD 2' -6'x2' -6'x1'-6' PAD
W/3-#4 EA WAY, T&B W/3-#4 EA WAY, T&B
A
1911 11
2 �
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4x6 POST
0
10, m
1 °°
NOUSKAJIAN RESIDENCE
OVERHANG
JOB # . 800.1707-A
DATE: OCTOBER. 12, 2007
�OQgLpFESSIOIV
Go Tr Fi
C.9Lu � �mm
m No. C33047 a
EXP 6-30-08
civi
�lF OF CAI. 0
2
SHEAR WALL SCHEDULE
Per 1997 U.B.C. & 2001 C.
USE 4X STUDS AT HOLDOWN AND METAL" STRAP LOCATION, (U,O,N,) B • C •
AT HOLDOWN STUD INSTALL EDGE NAILING ON THE PLYWOOD FULL HEIGHT
OF WALL.
WHEN NO HOLDOWN IS INDICATED ON THE PLANS, CORNER STUDS SHALL BE
NAILED TO EACH OTHER WITH 16d AT 8' D.C. FULL HEIGHT OF WALL.
TYPICAL PLYWOOD NAILING NOT CALLED SHEAR WALL TYPE SHALL BE WITH 8d
AT 6' D.C. EDGES AND 12' D.C. FIELD.
NO UNBLOCKED PANELS LESS THAN 12' WIDE SHALL BE USED ON SHEAR WALLS.
SHEAR WALLS TO SPAN FROM SILL PLATE TO DOUBLE TOP PLATE,
SHEAR WALLS TO BE CONTINUOUS ABOVE AND BELOW ALL OPENINGS,
CONSTRUCTION OF PLYWOOD SHEAR WALLS TO BE WITH COMMON NAILS. ONLY.
TOLDOWNERANCE
BOLT HOLES AT EACH END DF THE PLYW❑❑D SHEAR WALL SHALL HAVE A
TOLERANCE OF N❑ MORE THAN 1/16' (INSPECTION REQUIRED) HOEDOWNS L BE
TIGHTENED JUST PRIOR T❑ COVERING THE SHEAR WALL, ALL POSTS WITH
H❑LD❑WNS ❑R UPLIFT STRAPS SHALL HAVE CONTINUOUS EDGE NAILING,
FRAMING AT ADJOINING PANEL EDGES SHALL BE .3 -INCH NOMINAL
O
NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2 IN.OR WIDER AND
CHES ❑N CENTER,
WHERE SHEAR PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL
SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS
SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL
BE 3 -INCH NOMINAL ❑R THICKER 'AND NAILS SHALL BE STAGGERED. SILL .
P TES SHALL BE 3 -INCH NOMINAL AND NAILS SHALL BE STAGGERED,
/ALL WOOD STRUCTURAL PANEL SHEATHING SHALL BE C -D, C -C AND OTHER
GRADES COVERED IN U.B.C. STANDARDS 23-2 OR 23-3,
SHEAR WALLS TO COMPLY WITH THE TABLE 23-11-H OF THE C.B.C. '
EXTERIOR WALLS TO BE, 7/8' THK, STUCCO w/ PORTLAND CEMENT PLASTER
w/ 1,4# PER SQ, YARD 17 GA. GALV, WIRE LATH &
16 GA. STAPLES (w/ 7/8' LEGS) @ 6' O.C. E.N.
& 12' F.N.
ANCHOR BOLTS TO HAVE 7' MIN, EMBEDMENT, INTO FIRST -POUR.
SHEAR WALLS TO SPAN FROM SILL PLATE TO DOUBLE TOP PLATE,
SHEAR WALLS TO BE CONTINUOUS ABOVE AND BELOW ALL -OPENINGS.
EXTERIOR WALL TO BE, %• THK, STUCCO W/ PORTLAND CEMENT PLASTER W/ 1.4# PER
SQ, YD., 17GA, GALV, WIRE LATH AND 16 GA. STAPLES (W/ %' LEGS) AT 6' O.C. E.N. &
12' D.C. F,N,
ALL BEARING WALLS TO HAVE 5/8' DIA ANCHOR BOLTS @ 72. OC U,N,O.
PLYWOOD AS .FURRING
3/8' THICK WALL SHEATHING, EXP 1 W/ 8d NAILS @ 6' ❑,C. EDGES & 12'
1 FIELD 5/8' DIA A.B. @ 32' D.C. W/ 2' X 2' X 3/16' WASHERS. D.C.
SHEAR TRANSFERi SOLID BLOCKING - SIMPS❑N 'A35' AT 24' D.C. EACH BLOCK
TJI BLOCK - 6-16d EACH BLOCK
NOUSKAJIAN RESIDENCE
OVERHANG
JOB # 800,1707-A
DATE; OCTOBER 12, 2007
DOTE, RAISE EXISTING
3EAM & RAFTERS @
,OVERED PATI❑
6 POST 3
O PROFESS/ONS`
GOT m
W o R m
c m No. C33047 W z
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mT T C I VIN, .P
F OF CAL%fO .
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PROJECT
SHEET No.
B. G.
JOB No.
fTEy
STRUCTURAL ENGINEERING
DATE .
ENGINEER
BRIAN GOTTLIEB
�OQVLOFESS/ONq(
��
LU cr 00 rn
No. C33047 07
EXP 6-30-08
\rATFOF CA FON
N❑USKAJIAN RESIDENCE
JOB # 800.1707-A
DATE: OCTOBER 12, 2007
SECTION A
PROJECT
SHEET No.
JOB No.
m
STRUCTURAL ENGINEERING
DATE
ENGINEERBRIAN
GOTTLIEB
i --/10x10 POST
V
SIMPS❑N CB COL BASE
WALKWAY SLAB AS
FOCCURS— SEE PLAN
#4 HAIR PIN
3—#4 EA WAY T&B
F9 -PAD -66c
i 1 FOUNDATION DETAIL
N❑USKAJTAN RESIDENCE
JOB # 800.1707-A
DATE; OCTOBER - 12, 2007
OQROFESs/ All`
G O ? Fy
m No. C33047 z
EXP 6-30-08
\rgTE OF CA FO /
PROJECT
SHEET No.
(/-- '
B. V `
JOB No.
ITEM
ENGINEERING
DATE
ENGINEER
J.STRUCTURAL
I BRIAN GOTTLIEB
EXISTING 2X STUDS @ 16' OC
& 2X P.T.D.F. SILL PLATE
NEW 3/8' CDX PLYWOOD —
SEE PLAN
EXISTING SLAB
& F❑❑TING
ENF-4:EFOREPDXY
'INSPECTI❑N REQURIED
r OVED DEPUTY INSPECT❑R
H. I APPLICATION
I
I
I I
I I
T❑ ADD A.B. TO EXIST FTG,
DRILL HOLE SLIGHTLY LARGER
j THAN A.B. REQUIRES & INSTALL
5/8' DIA A307 ALL—THREAD
o e I BOLT W/ SIMPSON S.E.T: EPDXY
I.C.C. ESR -1772
EXISTING
F9 -RETRO -29a
2 I FOUNDATION DETAIL
NOUSKAJIAN RESIDENCE
JOB # 800.1707-A
DATE: OCTOBER 12, 2007
OQROFESs/O q
P
Lu
°) No. C33047.
EXP 6-30-08
IV \P
\rgTFOFCA \fO a
PROJECT
SHEET No.
B G
JOB No.
ITEM
STRUCTURAL ENGINEERING
TE
ENNEER
BRIAN GOTTLIEB
BEAM - SEE PLAN
(CONT AS OCCURS)
SIMPS❑N 'ST18' EACH SIDE
2x STUD OR WD POST
- SEE PLAN
C9 -WOOD -7
3 I FRAMING DETAIL
OQROFESS/04,
C
N❑USKAJIAN RESIDENCE z
JOB .# 800,1707-A m o. C33047.
DATEi OCTOBER 12, 2007 EXP 6-30-08
sT c'v
F C
qTF OAI.NF
PROJECT
SHEET No.
B. G.
JOB No.
Ilm
STRUCTURAL.-E.NGINEERING
DATE
ENGINEER 'BRIAN
GOTTLIEB
El
EXISTING BEAM - SEE PLAN
I
FRAMING
RAISE BM AS REQ'D -
SEE ARCH
CC COL CAP
3EE PLAN
C9 -WOOD -6a
DETAIL
N❑USKAJIAN RESIDENCE
JOB # 800,1707-A
DATE: OCTOBER 12, 2007
Q V?tO F ESS /ONq(
G g
CO
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LU
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EXP 6-30-08
\c IV 0-
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PROJECT
SHEET No.
B. G
JOB No.
ITEM
STRUCTURAL ENGINEERING
DATE
ENGINEER
BRIAN GOTTLIEB
nATSE EXISTING
TERS - SEE ARCH
I/ \I RAISE EXISTING BEAM —
SEE ARCH
XISTING 2X BLK W/
135 @ EACH BLK
R2—RETRO-71
5 I FRAMING DETAIL
N❑USKAJIAN RESIDENCE
JOB # 800.1707-A
DATE; OCTOBER 12, 2007
OQROFESS/ONq!
G O ? Z
0 m
uj m rn
No. C33047 p
EXP 6-30-08
\T9 -c-, v I
TF OF C A FO a/
PROJECT
SHEET No.
/^
G` `
JOB No.
FTEM
STRUCTURAL ENGINEERNG
DAM
ENGINEER
I BRIAN GOTTLIEB
RAISE EXISTING.
RAFTERS - SEE ARCH
on
NEW 2X BLK W/
3-16d @ 12' ❑C -
NEW SIMPS❑N ST22
@ 48' ❑C
EXISTING STRUCTURE
X _
X
I I NEW OR EXISTING 2X
I I BLK W/ SIMPS❑N A35
@ EACH BLK
I I
I I EXISTING STRUCTURE
I I
I x I
li I
r
FRAMING DETAIL.
NOLISKAJIAN RESIDENCE.
JOB # 800,1707-A
DATEr OCTOBER 12, 2007
R2—RETRO-72
OQROFESS/phq!
GO TT Fy
0cli
Lu
m
°7 03 M
N0. C33047
EXP 6-30-08
\TgTEOFCA FO /
PROJECT
Nouskajian Residence
Addition & Remodel
ITEM
Beams
B.G. STRUCTURAL
ENGINEERING
L +OMS
4do (i
PLZ67I
SHEET NO.
JOB NO.
Oct.
r
B.G. Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA. 92211
760-568-3553 Voice
760-568-5681 Fax
er. KW -0603989, Ver 5.6.1, 25 -Oct -2002
1983-2002 ENERCALC EngineeringSoftware
Description Existing Beam @ Patio
. I General Information
Section Name Ax12
Beam Width
5.500 in
Beam Depth
11.500 in
Member Type
Sawn.
Bm Wt. Added to Loads
Fb Base Allow
Load Dur. Factor
1:250
Beam End Fixity
Pin -Pin.
Wood Density
36.000pcf
Title : Nouskajian Residence Addition & Rem Job # 800.1707
Dsgnr: BG Date: 3:08PM, 11 OCT 07
Description
Scope:
General Timber Beam a Page 1
sAec-clata1800-1707 nouskajian residence addi
Calculations arkdesigned to 1997 NDS and 1997 UBC Requirements
Center Span' V
17.00 ft .....Lu 0.00 ft
Left Cantilever
ft .....Lu 0.00 ft
Right Cantilever
ft ....:Lu 0.00 ft
Douglas Fir - Larch (Nort No.1
Fb Base Allow
1,300.0 psi
Fv Allow
85.0 psi
Fc Allow
625.0 psi
E
1,600.0 ksi
Full Length Uniform Loads
Center DL 182.00 #/ft LL 140.00 #/ft
Left Cantilever . DL #/ft LL. #/ft
Right Cantilever DL #/ft LL #/ft
Deflections
Center Span...
Summary
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
0.333 in
-0.569 in Deflection
0.000 in
0.000 in
...Location
8.500 ft
8.500 ft ...Length/Deft
0.0
0.0
Beam Design OK
612.1
Span= 17.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin
Camber ( using 1.5 "
D.L. DO ...
"Max Stress Ratio -
0.743 ; 1
0.000 in
@ Center
0.500 in
...Length/Deft
0.0
Maximum Moment
@ Left
12.2 k -ft
Maximum Shear *
1.5
3.8, k
@ Right
Allowable
16.4 k -ft
Allowable
6.7 k
Max. Positive Moment.
12.20 k -ft
at
8.500 ft
Shear:
@ Left
2.87 k
Le . 0.000 ft
Max. Negative Moment
0.00 k -ft
at
0.000 ft
Cl 0.000
@ Right
2.87 k
Max @ Left Support
0.00 k -ft
Allowable fb
Camber:
@ Left
0.000in
1,625.00 psi
Max'@ Right Support
0.00 k -ft
0.00 k -ft
0.00 in3
1,625.00 psi
@ Center
0.500 in
0.00 k -ft
Max. M allow
16.42
Reactions...
@ Left Support
@ Right
-0.000in
fb 1,207.97 psi
fv
60.47 psi
Left DL
1.68 k
Max
2.87k
35.997 in2
Fb 1,625.00 psi
Fv
106.25 psi
Right DL
1.68 k
Max
2.87 k
Deflections
Center Span...
Delad Load
Total Load Left Cantilever...
Dead Load
Total Load
Deflection
0.333 in
-0.569 in Deflection
0.000 in
0.000 in
...Location
8.500 ft
8.500 ft ...Length/Deft
0.0
0.0
...Length/Deft
612.1
358.41 Right Cantilever...
Camber ( using 1.5 "
D.L. DO ...
Deflection
0.000 in
0.000 in
@ Center
0.500 in
...Length/Deft
0.0
0.0
@ Left
0.000 in
@ Right
0.000 in
Stress Calcs
Bending Analysis
Ck 25.448
Le . 0.000 ft
sxx 121.229 in3 Area 63.250 in2
Cf 1.000
Rb 0.000
Cl 0.000
Max Moment
Sxx Read
Allowable fb
@ Center
12.20 k -ft
90.12 in3
1,625.00 psi
@ Left Support
0.00 k -ft
0.00 in3
1,625.00 psi
@ Right Support "
0.00 k -ft
0.00 in3.
1,625.00 psi
Shear Analysis
@ Left Support
@ Right Support
Design Shear
3.82 k
3.82 k
Area Required
35.997 in2
35.997 in2
Fv: Allowable
106.25 psi
106.25 psi
Bearing @ Supports
Max. Left Reaction
.2.87. k
Bearing Length Req'd
0.835 in.
Max. Right Reaction
2.87 k
Bearing Length Req'd
0.835 in
J
B.G..Structural Engineering, Inc.
43-100 Cook Street, Suite 203
Palm Desert, CA. 92211
760-568-3553 Voice
760-568-5681 Fax
Rev: 560100
User. KW -0603989, Ver 5.6.1, 25-6ct-2002
(01983.2002 ENERCALC Engineering Software
Description New Post @ Patio
Title : Nouskajian Residence Addition & Rem . Job # 800.1707
Dsgnr: BG Date: 3:11 PM, 11 OCT 07
-Description
Scope:
Timber Column Design Page 1
sAec-datamo-1707 nouskajian residence addi
Column OK
Using : 8x8, Width= 7.50in, Depth= 7.50in,
General Information
Calculations are designed to 1997 NDS and 1997 UBC Requirements
Wood Section
8x8 Total Column Height 9.50 ft
Le XX for Axial 9.50 ft
Rectangular Column
Load Duration Factor 1.00
Le YY for Axial 9.50 ft
Column Depth
7.50 in Fc 1,000.00 psi
Lu XX for Bending 9.50 ft
Width.
7.50 in Fb 1,200.00 psi
Fc: Allowable
Sawn
E - Elastic Modulus 1,600 ksi
873.33 psi
Douglas Fir- Larch (North), No.1
0.00 psi
Loads
0.00 psi
F'bx: Allowable
Dead Load Live Load
ShortTerm Load
Axial Load
- 1,681.00 lbs 1,190.00 lbs
0.00 lbs
Eccentricity
0.000in
0.0342
Column OK
Using : 8x8, Width= 7.50in, Depth= 7.50in,
Total Column Ht= 9.50ft
OL + LL
DL + LL + ST
DL + ST
fc : Compression
51.04 psi
51.04 psi
29.88 psi
Fc: Allowable
873.33 psi
873.33 psi
873.33 psi
fbx : Flexural
0.00 psi
0.00 psi
0.00 psi
F'bx: Allowable
1,200.00 psi
1,200.00 psi
1,200.00 psi
Interaction Value
0.0584
0.0584
0.0342
Stress Details
Fc : X -X
873.33 psi
For Bending Stress Calcs...
Fc: Y -Y
873.33 psi
Max k*Lu / d
50.00
Pc: Allowable
873.33 psi
Actual k*Lu/d
26.84
F'c:Allow *Load Dur Factor
873.33 psi
Min. Allow k*Lu / d
11.00
F'bx
1,200:00 psi
Cf:Bending
1.000
F'bx * Load Duration Factor
1,200.00 psi
Rb: (Le d / b^2) ^.5
5.288
For Axial Stress Calcs...
Cf: Axial
1.000
Axial X -X k Lu / d
15.20
Axial Y -Y k Lu / d
15.20
B.G. Structural Engineering, Inc. Title : Nouskajian Residence Addition & Rem Job # 800.1707
43-100 Cook Street, Suite 203' Dsgnr: BG Date: 3:12PM, 11 OCT 07
Palm Desert, CA. 92211 Description : '
760-568-3553 Voice Scope
760-568-5681 Fax
Rev: 560100
User:KW-0603989.Ver 5.6.1,25 -Oct -2002 General Footing Analysis & Design ?age 1
(c)1983-2002 ENERCALC Engineering Software sAec-data=0-1707 nouskaiian residence addi
mom
Description New Pad Footing @ Patio Post
General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements
Allowable Soil Bearing 1,500.0 psf Dimensions...
Short Term -Increase 1.330 Width along X -X Axis 00 ft
Seismic Zone 4 Length along Y -Y Axis 500 ft
Footing Thickness 18 00
Live &Short Term Combined
(pressures @ left & right)
Dead Load
to
Live Load
k -ft
Col Dim. Along X -X Axis
8.00 in
Pc
2,500.0 psi
Col Dim. Along Y -Y Axis
8.00 in
Fy
60,000.0 psi
Base Pedestal Height
0.000 in
Concrete Weight
145.00 pcf
170.00 psi
0.252 int per ft
Overburden Weight
40.00 psf
Min Steel %
Rebar Center To Edge.Distance
0.0014
3.00 in
Loads
'Y Ecc, of Resultant
0.000 in
Applied Vertical Load...
Shear Stresses....
Vu
Vn * Phi
Dead Load
1.681 k
...ecc along X -X Axis
0.000 in
Live Load
1.190 k
...ecc along Y -Y Axis
0.000 in
Short Term Load
k
1.273
170.000 psi
Creates Rotation about Y -Y Axis
Applied Moments...
(pressures @ left & right)
Dead Load
k -ft
Live Load
k -ft
Short Term
k -ft
Max Soil Pressure
Creates Rotation about Y -Y Axis
Applied Shears...
(pressures @ left & right)
Dead Load
k
Live Load
k
Short Term
k
Creates Rotation about X -X Axis
(pressures @ top & bot)
k -ft
k -ft
k -ft
Creates Rotation about X -X Axis
(pressures @ top & bot)
k
k
k
Footing Design OK
2.50ft x 2.50ft Footing, 18.Oin Thick, w/ Column Support 8.00 x 8.00in x O.Oin high
DL+LL
DL+LL+ST
Actual
Allowable
Max Soil Pressure
716.9
716.9 psf
Max Mu
0.294 k -ft
per ft
. Allowable
1,500.0
1,995.0 psf
Required Steel Area
170.00 psi
0.252 int per ft
"X Ecc, of Resultant
0.000 in
0.000 in
'Y Ecc, of Resultant
0.000 in
0.000 in
Shear Stresses....
Vu
Vn * Phi
85.00 psi
1 -Way
0.000
85.000 psi
X -X Min. Stability Ratio
No Overturning
1.500:1
2 -Way
1.273
170.000 psi
Y -Y Min. Stability Ratio
No Overturning
85.00 psi
Vu @ Bottom
Footing Design
Shear Forces
ACI 9-1
ACI 9-2
ACI 9-3
Vn * Phi .
Two -Way Shear
1.27 psi
1.17 psi
0.44 psi
170.00 psi
One -Way Shears...
Vu.@ Left
0.00 psi
0.00 psi
0.00 psi
85.00 psi
Vu @. Right
0.00 psi
0.00 psi
0.00 psi
85.00 psi
Vu @ Top
0.00 psi
0.00 psi .
0.00 psi
85.00 psi
Vu @ Bottom
0.00 psi
0.00 psi
0.00 psi
85.00 psi
Moments
ACI 9-1
ACI 9-2
ACI 9-3
Ru / Phi
As Rea'd
Mu @ Left
0.29 k -ft
0:27 k -ft
0.10 k -ft .
1.5 psi
0.25 int
per ft
Mu @ Right
0.29 k -ft
0.27 k -ft
0.10 k -ft
1.5 psi
0.25 int
per ft
Mu @ Top
0.29 k -ft
0.27 k -ft
0.10 k -ft
1.5 psi
0.25 int
per ft
Mu @ Bottom
0.29 k -ft
0.27 k -ft
0.10 k -ft
1.5 psi
0.25 int
per ft
B.G. Structural Engineering, Inc.
Title : Nouskajian Residence Addition & Rem Job # 800.1707
43-100 Cook Street, Suite 203
Dsgnr: BG
Date: 3:12PM, 11 OCT 07
Palm Desert, CA. 92211
Description
760-568-3553 Voice
760-568-5681 Fax
Scope:
Rev: 560100
002
User: 3-2-02ENE,CALC .1,2eerin Soft
(c)1983-2002 ENERCALC Engineering Software
General Footing Analysis & Design
Page 2
s:1ec-data1800.1707 nouskaiian residence addi
Description New Pad Footing @ Patio Post
Soil Pressure Summary
y
Service Load Soil Pressures
Left Right
Top
Bottom
DL + LL
7.16.86 716.86
716.86
716.86 psf
DL + LL + ST
716.86 716.86
716.86
716.86 psf
Factored Load Soil Pressures
ACI Eq. 9-1
ACI Eq. 9-2
1,060.72 1,060.72
1,003.60
1,060.72
1,060.72 psf
ACI Eq. 9-3
1,003.60
473.81 473.81
1,003.60
1,003.60 psf
473.81
473.81 psf
ACI Factors (per ACI, applied internally to entered loads)
ACI 9-1 & 9.2 DL 1.400
ACI 9-2 Group Factor 0.750
UBC 1921.2.7 "1.4" Factor 1.400
ACI 9=1 & 9-2 LL 1.700
ACI 9-3 Dead Load Factor 0.900
UBC 1921.2.7 "0.9" Factor 0.900
ACI 9-1 & 9-2 ST 1.700
ACI 9-3 Short Term Factor 1.300
....seismic = ST' : 1.100