SFD (0305-052)U)
H
(V W
(] C
' W
o Z
�
O' o
_JV�
►W— a
U)
Z
LICENSED CONTRACTOR DECLARATION
I hereby affirm under penalty.of perjury that la "licensed under provisions of
Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Professionals Code, and my License is in full force and effect.
License # Lic. Class Exp. Date rr
�€NO i � j 11 %10 C.1 7'x'.1 09,130 .2bt
DSte ' �'� .7 Signature of Contractor -
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's
License Law for the following reason:
( ) 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 & Professionals Code).
( ) I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & Professionals
Code).
() I am exempt under Section B&P.C. for this reason
Date Signature of- Owner
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 & policy no. -are:
Carrier iTATp Policy No.
(This section -need not be completed if the permit valuation is for $100.00 or less).
( ) 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 $100,000, in
addition to the cost of compensation, damages as provided for in Section.3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agree"s to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a result of this application becomes null and void if i
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work.for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is
correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
the abovefmentioned property for inspection purposes.
i signature (Owner/Agent)f -. r�•.-D'ate ���1 ✓ %�~
.r BUILDING PERMIT PERMITk
DATE �,� 1 l / r' ,•VALUATION y e f p y" LOT TRACT
�.,. a�Sa6 •f YEo �7 Fi}�. 'S�d•7't, fi�i%
G
JOB SITE
ADDRESS
OWNER
CONTRACTOR DEE INEER
78.92l :>`:i l" -TAW Y DAY
78-921 RUNWAYBAY
}3ETtA?iMAD$iN&DY f,,vk <nz 6` 1
HE,R mvDAr�i.n :F ,,i c.,% 92ti61
r
60-870f, i5l�6
USE OF PERMIT
1343 ,'S'.k' SFD PTIRA T I3°.7ES ivl3T '!-NCTJJ0. B,".,t''.lM •fr'si't" 1,;,; P001,431 A
DitxV'ENA Y APPROACH �.
TP
ACT 00143TPILIC"T"10.4 1,53-,"xg SF
I?i.Ft��1C1I'+°i�.?3:P.12'.tlfii fad ay
csNOF :0XM`AY0kT0
ZFXGFIAJY^1 CONN"
�a,€i��..ar,►
MX STMAdA"'S'X,
60).4y9f.v!o�1 tbz 01)'00:*1 84"
MAN C1-1MLME r01�0�a�4ash_�t�r
uiWHAM:.A.LP1E L-030
1-000.419-000
1D 401.000-Ml-00
v:fttU.;f) movam.nn"e-Pt:{1
_
(�.MD133O IYEE ).01 014,60-423-000 3. i!
DEVEi,C)F'3:Ri'.11lk'r.NCT FEE
Sm"iiarm, c:. limra3:fti,aTi:TN: m% P-LAU CYFIC
LESS ?R&FIAW R
42150,00
t
t,,
ja` w ; "O i'AL b R-M19l' F'.ti S 1P9 Y 110W .
y
RECEIPT
DATE ,1
By 1"✓
D E FI L
INSPECT
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING
APPROVALS
MECHANICAL APPROVALS
Set Backs
Underground Ducts
Forms & Footings
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
jj 3
Exhaust Fans
O.K. to Wrap
—
F.A.U.
Framing
f
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
"
Final
Final
BLOCKWALL APPROVALS
POOLS - SPAS
Steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground PIN. Test
Final
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
- — Q
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
tel/
Encapsulation
Gas Piping
Gas Test
B
Appliances
Final
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels.
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm) .o
COMMENTS:
- CERTIFICATE OF'COMPLIANCEAIE �.
Desert Sands Unified School District z4�co
47950 Dune Palms Road y ¢ BERMUDA DUNES
Date 6/25/03 La QUlnta , INDIACA 92253 RAN AN MIRAGE C7
a `' {� N WELLS
760 771-8515 PALM DESERT �
No. 24621 ) �� LA QUINTA �y
J1�1O INDIO
® v
Owner DGH Development Corp, , APN # ' 774-062-016
Address 78921 Runaway Bay Jurisdiction La Quinta f
City Bermuda Dries Zip 92261 Permit # 0305-052
Tract # BLK207 Study Area
Type' Single Family Residence No. of Units 1
Lot # No. Street S.F. Lot # No. Street S.F.
Unit 1 4 53065 Avenida Mendoza 1533 Unit 6 ~
Unit 2 Unit 7 r
Unit 3 Unit 8
Unit 4 Unit 9 �* j
Unit 5 Unit 10
Comments Certs #24621 through 24623 used for CC #087615 in the amount of $9,841.80. The addtional amount of $0.06
was paid in cash.
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under
500 square feet, detached accessory structures (spaces that do not contain facilities for living; sleeping, cooking, eating or sanitation) or replacement mobile
homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE,
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $2.14 X 1,533 S.F. or $3,280.62 have been paid for the property listed above and that
building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued.
Fees Paid By CC/Palm Desert National Bank - Art L'ambrose Check No. 087615
Name on the check Telephone 760/578.3584
r - Funding Residential
By Dr. Doris Wilson
Superintendent '
Fee collected /exempted by Sharon MCGilvrey .$3,280.62 So.00
Payment Recd Over/Under
f
Signature
NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or
other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which
those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier.
NOTICE: This Document NOT VALID if Duplicated
Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting
I
P.O. Box 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
August 22, 2003
Mr. Arthur Lambrose
DGH .Development Corporation
51-105 Avenida Villa
La Quinta, CA 92253
I
SUBJECT: MINOR ADJUSTMENT PERMIT 2003-520
(FRONT YARD SETBACK ENCROACHMENT)
Dear Mr.. Lambrose:
(7 60) 777-7000
FAX (760) 777-7101
Please let this letter stand as notification that the Community Development
Department has reviewed your Minor Adjustment application, pursuant to
Section 9.210.040 of the City of La Quinta Zoning Code. Your request for
an encroachment of one foot -five and one-half inches (1'-5-1/2") into the
required front yard setback of 20 feet in order to legalize the residence has
been approved for property located at"53-065 .Avenida Mendoza, based on
the following Findings:
FINDINGS:
1. The Minor Adjustment is consistent with the La Quinta General Plan,
in that the request does not alter the approved land use for the
property, or affect land uses on surrounding properties.
2. The Minor Adjustment is consistent with the intent of the La Quinta
Zoning Code, in that the request is for a deviation .of no more than
10% of a development standard. Ten percent is the maximum
deviation of any code pursuant to Section 9.210.040 of the Zoning
Code.
3.- Approval and execution of the Minor Adjustment is not detrimental to
the public health, safety and general welfare, nor injurious or
incompatible with other properties and land uses in the vicinity. The
adjustment has -no impact on health and safety issues, and will not
affect physical land use characteristics in the vicinity.
P\Martin\MAP 03-520.wpd
4. Processing and approving the Minor Adjustment is, Categorically
Exempt with regard to the requirements of the California
Environmental Quality Act (CEQA), pursuant to CEQA Guidelines
Section 15305(a). No further environmental analysis is required.
Please be advised that this approval relates only to the allowance in a
reduction of the front yard setbacks as stated above. This approval does not
imply any entitlement or approval of a building permit for any structure(s)
shown on the plans on file. All other setback provisions and development
standards of the La Quinta Zoning Code are applicable and shall be adhered
to in preparing plans for the Building Department.
Should you have any questions or need - additional information, please
contact me at your earliest convenience at (760) 777-7068.
Sincerely,
JERRY HERMAN
COMMUNITY DEVELOPMENT DIRECTOR
v
MARTIN MAGANA
Associate Planner
c: Building & Safety Department
P\Martin\MAP 03-520.wpd
4
L
s- CI1
- -..
i3,ow'N1ANS
Owner DGH DEV.
OF LA QUINTA
& SAFETY DEPARTMENT
777-7012
;TION REQUEST LINE
777-7153
Contractor DGH DF -
Permit Number 0305-052
POST ON JOB IN CONSPICUOUS PLACE
INSPECTOR MUST SIGN ALL APPLICABLE SPACES
JOB ADDRESS 53-065 AVE. MENDOZA
1533 S.F. SFD PERMyT -tOES NOT INCLUDE
BLOCK WALL, POOL/SPA OR DRIVEWAY
APPROACH
TYPE OF INSPECTION DATE INSP.
TEMPORARY POWER
SETBACKS
U/G PLUMBING / WASTE
U/G ELECTRICAL / GROUNDING
FOOTINGS / STEEL
CONCRETE SLAB
DO NOT POUR CONCRETE UNTI AB VE SIGN
ROOF NAIL / PRE -ROOF 6
OKAY TO WRAP
FRAMING COMBINATION G
ROUGH ELECTRIC
ROUGH PLUMBING
ROUGH MECHANICAL
INSULATION
COVER NO WORK UNTIL ABOVE SIGNED `
INTERIOR GYP. BD. DRYWALL
EXTERIOR LATH
GAS TEST
SEPTIC ABANDONMENT
SEWER CONNECTION
SEPTIC / GREASE INTERCEPTOR
MASONRY INSPECTIONS
FOOTINGS / STEEL
BOND BEAM
POOL / SPA / WATER FEATURE INSPECTIONS
PRE-GUNITE / SETBACKS
U/G PLUMBING
U/G GAS
U/ LECTRICAL
PRE -PLASTER ALARMS / BARRIERS
FINAL INSPECTIONS
TEMP, USE.OF PERMANENT POWER ® "�
ELECTRICAL
PLUMBING
MECHANICAL .
PUBLIC WORKS DEPARTMENT':'
COMMUNITY D % ELOPMENT DEPT.;
FINAL / JOB COMPLETED
ABOVE APPROVALS DO NOT INCLUDE RIGHT TO
TURN ON UTILITIES OR OCCUPY BUILDING
Um -
H �
v
STRUCTURAL DESIGN
AND
CALCULATIONS
PROJECT:
A SINGLE FAMILY RESIDENCE for:
D 6 N CONSTRUCTION
at: 53-065 AVENIDA MENDOZA
in:
La Quints, California
® IkRC
i v XA°'
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED 2
FOR CONSTRUCTION d
DATE J -r""` BY Sr
STRUCTURAL DESIGNER:
CHARLES D. GARLAND, ARCHITECT
74-854 VELIE WAY, SUITE 6
PALM DESERT, CA 92260
PHONE: 760/340-3528/FAC S I M I L E: 760/340-3728
4 APRIL 2003
CONFORMING TO 2001 CBC
f Y
Charles D. Garland, Architect
74-854 Velie Way, Suite 5 DATE: 4/28103
Palm desert, CA 92260 PAGE: 2
Structural Calculations For:
SFR: D G H CONSTRUCTION
LA QUINTA, CALIFORNIA
LOADING:
SLOPED ROOF (NOT USED)
( 4:12 MIN )
FLAT ROOF:
FLOOR:
TILE ROOFING ...
8.5 PSF
-
-
BUILT UP/UNDERLAYM'T...
2.5
5.0 PSF
-
PLYWOOD DIAPHRAGM ...
2.8
2.8
3.4 PSF
FRAMING ...
3.2
3.2
3.6
INSULATION/CEILING...
2.5
2.5
2.5
MISCELLANEOUS...
0.5
0.5
0.5
OTHER....
TOTAL DEAD LOAD (DL)
20.0 PSF
14.0 PSF
10.0 PSF
LIVE LOAD (LL)
16/14/12 PSF
20/16/12 PSF
40.0 PSF
SPECIAL LOADS
EXTER'R SOFFITS (PLASTER) 10.0 PSF 10.0 PSF -
SNOW LOAD N/A N/A -
STORAGE - - 125 PSF
BALCONY - - 40 PSF
SEISMIC FACTORS: ZONE 4- ASSUME STRUCT. WOOD PANEL SHEAR PANELS
- ASSUME STATIC FORCE METHOD
ASSUME: SOIL PROFILE OF - SD w/Ca =.44 x Na
SEISMIC SOURCE TYPE: "A" @ 10 km s d:5 15 km , Na = 1.0 & Nv = 1.2
WHERE d = 10 KM (SEE MAP @ pg OF THE CALCS)
V = 2.5 (Ca) (1) (W) = 2.5 (0.445) (1.0) (1) (W) = 0.2.W
0.8 (Z) (Nv) (I) 0.8 (0.4) (1.2) (11
V = R . (W) - 5.5 (W) = 0.07 W
W/...
T = 0.112
R=5.5
WIND FACTORS: 70 mph @ EXPOSURE "C" w/ h = 20 ft. (max.) (uno)
P = (Ce)(Cq)(Qs)(I) =
P=(1.3 )(1.13)(12.6)(1.0 )=
P =18.5 psf
PER 2001 CBC
Charles D. Garland, Architect
F- 74-854 Velie Way, Suite 5
Palm desert, CA 92260
Structural Calculations For:
OTHER FACTORS:
STORY DRIFT/DEFLECTION: TO BE DERIVED (AS NECESSARY)
SOIL BEARING PRESSURE: 1,000 PSF (UNO)
DATE: 4/28/03 PAGE: 3
SFR: D G H CONSTRUCTION
LA QUINTA, CALIFORNIA
MATERIALS AND ALLOWABLE VALUES:
WOOD (DOUGLAS FIRILARCH — VISUALLY GRADED)
ADJUSTMENT FACTORS APPLY
SIZE/USE Eb
Ev Fc
E
#2 2X RAFTERS/JOISTS 950 PSI
95 PSI —
1.6 X 10A 6 PSI
#1 4X BEAMS/HEADERS 1100 PSI
95 PSI —
1.7 X 10A 6 PSI
#1 6 X BEAMS/HEADERS 1350 PSI
85 PSI —
1.6 X 10A 6 PSI
#1 8 X BEAMS/HEADERS 1350 PSI
85 PSI —
1.6 X 10A 6 PSI
#1 4 X POST —
— 1450 PSI
1.7 X 10 ^6 PSI
#1 6 X POST —
— 1000 PSI
1.6 X 10"6 PSI
WOOD (ENGINEERED/MANUFACTURED PRODUCTS) ADJUSTMENT FACTORS APPLY
GLULAMINATED LUMBER 2400 PSI 165 PSI — 1.6 X 10A 6 PSI
MICROLAMINATED LUMBER 2600 PSI 265 PSI 1.9 X 10 ^6 PSI
PARALAMINATED LUMBER 2900 PSI 290 PSI — 2.0 X 10A 6 PSI
CONCRETE
2000 PSI, 28 DAY STRENGTH PORTLAND CEMENT CONCRETE
ASTM C33 STANDARD WEIGHT AGGREGATES
ASTM A615, A616 AND A617 DEFORMED REINFORCING BARS
ASTM WEILDED WIRE FABRIC SLAB REINFORCMENT
STRUCTURAL STEEL
ASTM A36 STRUCTURAL STEEL SHAPES
ASTM A -325-N BOLTING
ASTM E70XX WEILING ELECTROS
Fy = 36.0 KSI
Fb=.66XFy=24 KSI
Fa = TO BE DERIVED
Ft=.4XFy=14.4 KSI
E=29X10^6 PSI
PER 2001 CBC
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
UP Ile, (D
DATE: 5/18/00
DGH - 2000-1
�121/0�
PAGE: �-
Roof Beam[ 97 UBC (91 NDS) I StruCalc 4.06
By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000
Proiect: DGH20001 - Location: H1
Summary.
5.50 IN x 9.50 IN x 16.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By: 50.7% Controlling Factor: Section Modulus / Depth Required 7.741n
Deflections:
Dead Load:
DLD=
0.43
IN
Live Load: •
LLD=
0.11
IN = U1866
Total Load:
TLD=
0.53
IN = L/371
Reactions (Each End):
Live Load:
RL=
330
LB
Dead Lam:
RD=
1332
LB
Total Load:
RT=
1662
LB
Bearing Length Reqd.:
BL=
0.48
IN
Beam Data:
Span:
L=
16.5
FT
Maximum Unbraced Span:
Lu=
16.5
FT
Pitch Of Roof:
RP=
4.00
:12
Live Load Deflect. Criteria:
IJ
240
Total Load Deflect. Criteria:
U
180
Beam Loading:
Live Load:
LL=
16
PSF
Roof Loaded Area:
RLA=
41
SF
Roof Live Load Method: 1
Side One; Roof Dead Load:
DL1=
20
PSF
Roof Rafter Tributary Width:
TW1=
1.5
FT
Side Two: Roof Dead Load:
DL2=
20
PSF
Roof Rafter Tributary Width:
TW2=
1.0
FT
Roof Duration Factor.
Cd=
1.15
Wall Load:
WALL=
96
PLF
Slope Adjusted Lengths and Loads:
Beam
16.5
FT
Beam Live Load W/usted
� Slope Red'n:
WL=
40
PLF .
Beam Self Weight:
BSW=
13
PLF
Beam Total Dead Load:
wD=
161
PIF
Toth {Maximum Low:
WT=
201
PLF
Controlling Total Design Load:
wTcont=
161
PLF
Properties For. #1- DOUGLAS FIR -LARCH
Bending Stress:
Fb=
1350
PSI
Shear Stress:
Fv-
85
PSI
Modulus of Elasticitv:
E= 1600000
PSI
Stress Perpendicular to Grain:
Fc_perp=
625
PSI
Adjusted Properties:
Fb' (Tension):
Fb'=
1200
PSI .
Adjustment Factors: Cd=0.90 CI�.99 Cf=1.00
FV:
Fd=
77
PSI
. Adiustment Factors: Cd=0.90
Design Requirements: -
Maximum Moment;
M=
5493
FT4L5
Shear (A d from beam end):
r-• V=
1204
LB
Comparisons With Required Sections:
Section Modulus:
Srea=
55.0
IN3
S=
82.7
IN3
Area;
Area=
23.7
IN2
A=
52.2
IN2
Moment of Inertia:
Ireo=
190.9
IN4
1=
392.9
IN4
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: ly
Cathedral City, CA 92234 .
Structural Calculations For: DGH -_2000-1
Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06
By. Charles D. Garland, Architect, Charles D. Garland,
Architect on: 05-19-2000
Proiect: DGH2O001 - Location: H2
Summary.
5.50 IN x 7.50 IN x 5.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By. 44.8% Controlling Factor: Area / Depth Required 5.61 In
Deflections:
Dead Load:
DLD=
0.03
IN
Live Load:
, LLD--
0.02
IN = L/2817
Total Load:
TLD=
0.06
IN = L/1135
Reactions (Each End):
Live Load:
RL=
968
LB
Dead Load:
RD=
1435
LB
Total Load:
RT=
2403
LB
Bearing L.engthRegd.:
BL=
0.70
IN
Beam Data:
Span:
L=
5.5
FT
Ma)amum Unbraced Span:
Lu=
5.5
FT
Pitch Of Roof:
RP=
4.00
:12
Live Load Deflect. Criteria:
L/
240
Total Load Deflect. Criteno:
L/
180
Beam Loading:
Live Load:
LL=
16
PSF
Roof Loaded Area: "
RLA=
121
SF
Rpcf Live Load Method: 1 '
Side One: Roof Dead Load:
DL1= ;
20
PSF
_
Roof Rafter Tributary Width:
TW1=
20.0
FT
Side Two: Roof Dead Load:
DL2=
20
PSF.
Roof Rafter Tributary Width:
TW2=
2.0
FT
Roof Duration Factor.
Cd=
1.15
Wall Load:
WALL=
48
PLF
Slope Adjusted Lengths and Loads:
Adjusted Beam Length:
Lad/=
5.5
FT
Beam Live Load W/ Slope Red'n:
wL=
352
PLF
Beam Self Weight:
BSW=
10
PLF
Beam Total Dead Load:
wD=
522
PLF
Total Mapmum Load:
WT=
874
PLF
Controlling Total Design Load:
wTcont=
874
PLF
Properties For. #1- DOUGLAS FIR -LARCH
Bending Stress:
Fb=
1200
PSI
Shear Stress:
Fv=
85
PSI
Modulus of Elasticity:
E= 1600000
PSI
Stress Perpendicular to Grain:
Fc_perp=
625
PSI
Adjusted Properties:
FV (Tension):
Fb'=
1375
PSI
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00
FV:
Fd=
98
PSI
Adiustment Factors: Cd=1.15
Design Requirements:
Makmum Moment:
M=
3304
FT -LU
Shear (Q) d from beam end):
V=
1857
LB
Comparisons With Required Sections:
Section Modulus:
Sreq=
28.9
IN3
S=
51.5
IN3
Area:
Area=
28.5
IN2
A=
41.2
IN2
Moment of Inertia:
Ireq=
30.7
IN4
I=
193.3
IN4
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE:
Cathedral City, CA 92234
Structural Calculations For: DGH - 2000-1
Roof Beamr 97 UBC (91 NDS)1 StruCalc 4.06
By. Charles D. Garland, Architect, Charles D. Garland,
Architect on: 05-19-2000
Project: DGH2O001 - Location: H3
Summary.
5.50 IN x 7.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By. 96.3% Controlling Factor: Area / Depth Required 5.12 In
DefleytignS:
Dead Load:
DLD=
0.04
IN
Live Load:
LLD=
0.03
IN = L/3004
Taal Load:
TLD=
0.07
IN = U1152
Reactions (Each End):
Live Load:
RL=
650
LB
Dead Load:
RD=
1045
LB
Total Load:
RT=
1695
LB
Bearing Length Reqd.:
BL=
0.49
IN
Beare Data
Span:
L=
6.5
FT
Maximum Unbraoed Span:
Lu=
6.5
FT
Pitch Of Roof:
RP=
4.00
:12
Live Load Deflect. Criteria:
u
240
Total toad Deflect. Criteria:
L/
180
Beam Loading:
Live Load:
LL=
16
PSF
Roof Loaded Area:
RLA=
81
SF
Roof Live Load Method: 1
Side One: Roof Dead Load:
DL1=
20
PSF
Roof Rafter Tributary Width:
TW1=
10.5
FT
Side Two: Roof Dead Load:
DL2=
20
PSF
Roof Rafter Tributary Width:
TW2=
2.0
FT
Roof Duration Factor.
Cd=
1.15
Wall Load:
WALL=
48
PLF
Slope Adjusted Lenqths and Loads:
Adiusted Beam Length:
Ladj=
6.5
FT
Beam Lie Load W/ Slope Red'n:
wL=
200
PLF
Beam Self Weiqht
BSW=
10
PLF
Beam Total Dead Load:
wD=
322
PLF
Total Maximum toad:
WT=
522
PLF
Controllinq Total Desiqn Load:
wTcont—
522
PLF
Properties For. #1- DOUGLAS FIR -LARCH
Bendinq Stress:
Fb=
1200
PSI
Shear Stress:
Fv=
85
PSI
Modulus of Elasticity.
E= 1600000
PSI
Stress Perpendicular to Grain:
Fc_perp=
625
PSI
Adjusted Properties:
Fb' (Tension):
Fb'=
1375
PSI
• Adjustment Factors: Cd=1.15 CI=1.00 Cf --1.00
FV:
Fd=
98
PSI
Adiustment Factors: Cd=1.15
Design Requirements:
Maximum Moment:
M=
2754
FT -LB
Shear (92) d from beam end):
V=
1369
LB
Comparisons With Required Sections:
Section Modulus:
Sreo=
24.1
IN3
S=
51.5
IN3
Area:
A==
21.1
IN2
A=
41.2
IN2
Moment of Inertia:
Ireq=
30.3
IN4
1=
193.3
IN4
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE:
Cathedral City, CA 92234
Structural Calculations For:
WaoA Powis ��1 D��
F� To Se c) ea. iyEo : FOS H
W
C
_� ►�► 8
DGH - 2000-1
LONDIWCj/H-T C6Np`ty.•
. cTP�t�l1 Llt T'Ef7 C-o�P� E�510 N : I�DJu�Ti��N-Cs
�. 510, 000
eA CL/Xr
d 2�
L 2
Vc= 20.000
a°oyS 146,
rc *
2 ze i
1-I 3�0
C � Z _
�a.) C�. d 2
`4 _ + 48�
(Cod �F G = 10 00 CL/�Z (: C z 2 X80
C2- 2�cG I I
�6
G Pf' TF -P 1/20103
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J .
Cathedrar City, CA 92234 DATE: PAGE: Q
o
Structural Calculations For. DGH - 20MI
P
'MAX ALLOWABLE LOAD (LBS) OF WOOD POSTS AT VARIOUS UNBRACED HTS. (Lid 50)
(Appling formulas at page of these calculations)
1 14.0 16.0 18.0
17.0
18.0
19.0
20.0
1 21.0
220
38 2,832
/0 4,135
38 5,451
IO 4,135
11 13,421
11,984
10,734
9,850
8.709_7.892
7.1781
8,554
0,004
18 18,302
18,342
14,037
13,158
11,877
10,782
0,788
8,937
8,188
IB 5,451
18 18,302
17 37,994
18,342
35,158
14,837
32,398
13,159
11,877
10. . U21
9,789
8,9371
8,180
29,788
27,388
25,148
23,134
21,3141
10,6741
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
Project: DGH2O001.- Location: CH1
Summary.
V r OA t= o v?'0/03
DATE: 5/18/00 PAGE:
DGH - 2000-1
Column[ 97 UBC (91 NDS)1 StruCalc 4.06
By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000
(2) 1.50 x 5.50 x 7.0 FT Stud -DOUGLAS FIR -LARCH -Dry Use
Section Adequate Bv: 61.6%
« Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
Base Reactions:
Live:
RL=
Dead:
RD--
D=Total:
Total:
RT=
Abal Loads: '
Live Loads:
PL=
Dead Loads:
PD=
Total Loads:
PT=
Column Data: '
Length:
L=
Column End Condition:
Ke=
Mabmum Unbraced Length (X A)ds):
Lx=
Mabmum Unbraced Length (Y A)ds):
Lv=
Eccentricity (X A)ds):
ex=
Eccentricity (Y A)ds):
ey=
Cdumn Design Stresses:
Compressive Stress:
Fc--
c=Modulus
Modulusof Elasticity:
E=
Bending Stress (XA)as):
Fbx=
Bending Stress (Y A)ds):
Fb)r-
Adjusted Properties:
FbX:
Fbnf=
Adjustment Factors: Cd=1.00 Cf=1.00
Fby:
Fby=
Adjustment Factors: Cd=1.00 Cf --1.00 Cfu=1.15
Fc'(parallel):
Fc'-Parl=
Adjustment Factors: Cd=1.00 Cp=0.32
Controlling Direction:
Compressive Stress:
fc=
Allowable Compressive Stress:
Fc'=
Column Properties:
Cdumn Section (X A)ds):
dx=
Cdumn Section (Y Abs):
dv=
Area:
A=
Section Modulus (X Abs):
Sr -
Section Modulus (Y A)ds):
SY=
Length Depth Ratio:
Lex/dx=
L.ey/dy=
Column Bending Calculations:
Combined Stress Factor.
CSF=
330 LB
1364 LB
1694 LB
330 LB
1332 LB
1662 LB
7.0 FT
1.0
7.0 FT
7.0 FT
0.00 IN
0.00 IN
825 . PSI
1400000 PSI
675 PSI
675 PSI
675 PSI
776 PSI
262 PSI
(Y A)ds)
101 PSI
262 PSI
5.50 INS
3.00 IN
16.50 IN2
15.1 IN3
8.3 IN3
15.3
28.0
0.38
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
Proiect: DGH2O001 - Location: CH2
Summary:
UP QNT1•0
DATE: . 5/18/00 PAGE: C(�
DGH - 2000-1
Columnr 97 UBC (91 NDS)1 StruCalc 4.06
By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19.2000
(2) 1.50 x 5.50 x 8.0 FT Stud -DOUGLAS FIR -LARCH -Dry Use
Section Adequate Bv: 31.8%
Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
Base Reactions:
Live:
RL=
Dead:
RD=
Total:
RT=
A>aal Loads:
Live Loads:
PL=
Dead Loads:
PD=
Total Loads:
PT=
Column Data
Length:
L=
Column End Condition:
Ke=
Mabmum Unbraced Lenqth (XA)as):
Lx=
Ma>amum Unbraced Length -(Y A)as):
LV_
Eccentricity (X A)as):
ex--
x=Eccentricity
Eccentricity(Y A)as):
ey=
Column Design Stresses:
Compressive Stress:
Fc--
c=Modulus
Modulusof ElastiW..
E=
Bendinq Stress (XA)is):
Fbx=
Bendinq Stress (YA)as):
Fby=
Adjusted Properties:
FbX:
FbX=
Adjustment Factors: Cd=1.00 Cf --1.00
Fby:
Fby=
Adiustment Factors: Cd=1.00 Cf --1.00 Cfu=1.15
Fc'(parallel):
Fc'•••pad=
Adjustment Factors: Cd=1.00 Cp=0.26
Controlling Direction:
Compressive Stress:
fc=
Allowable Compressive Stress:
Fc'= .
Column Properties:
Column Section (X A)as):
dx=
Column Section (Y A)as):
d1r—
Area:
A=
Section Modulus (X A)as):
Sx=
Section Modulus (Y A)as):
SV--
y=Length
LengthDepth Ratio:
Lex/dx=
Ley/dy=
Column Bendinq Calculations:
Combined Stress Factor:
CSF=
968 LB
1472 LB
2440 LB
968 LB
1435 LB
2403 LB
8.0 FT
1.0
8.0 FT
8.0 FT
0.00 IN
0.00 IN
825 PSI
1400000 PSI
675 PSI
675 PSI
675 PSI
776 PSI
214 PSI
(Y A)as)
146 PSI
214 PSI
5.50 IN
3.00 IN
16.50 IN2
15.1 IN3
8.3 IN3
17.5
32.0
0.68
Charles D. Garland, Architect
F_ 35-325 Date Palm Dr., Suite 151-J DATE: 5/,18/00 PAGE:
Cathedral City, CA 92234 1 [ 1,
` Structural Calculations For:
DGH — 2000-1
' Columnl 97 LBC (91 NDS) ) StruCalc 4.06
By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000
Proiect: DGH2O001. - Location: CH3
Summary.
(2) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use
Section Adequate By. 51.9%
• Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
Base Reactions:
Live:
RL=
650
LB
Dead:
RD=
1082
LB
Total
RT=
1732
LB
Axial Loads:
Live Loads:
PL=
650
LB
Dead Loads:
PD=
1045
LB
Total Loads:
PT=
1695.
LB
Column Data:
Length:
L=
8.0
FT
Column End Condition:
Ke=
1.0
Maximum Unbraced Length (X A)ds):
Lx=
8.0
FT
Maximum Unbraced Length (Y Axis):
Ly__
8.0
FT
Eccentricity (X Axis): .
ex=
0.00
IN
Eccentricity (Y Axis):
ey=
0.00
IN
Column Design Stresses:
Compressive Stress:
Fc--
825
PSI
Modulus of Elasticity:.
E=
1400000
PSI
Bending Stress (XAxis):
Fbx=
675
PSI
Bending Stress (Y A)ds): •
Fby=
675
PSI
Adjusted Properties:
FbX:
Fb)f=
675
PSI
Adjustment Factors: Cd=1.00 Cf --1.00
Fby:
Fby=
776
PSI
Adiustment Factors: Cd=1.00 Cf=1.00 Cfu=1.15
Fc'(parallel):
Fc'_parl=
214
PSI
Adiustment Factors: Cd- -1.D0 Cp=0.26
Controlling Direction:
(Y Axis)
Compressive Stress:
fc=
103
PSI
Allowable Compressive Stress:
Fc'=
214
PSI
Column Properties:
Column Section (X A)ds):
dx=
5.50
IN
Column Section (Y Axis):
dy=
3.00
IN
Area:
A=
16.50
IN2
Section Modulus (X Axis):
SX--
15.1
IN3
Section Modulus (Y Axis):
SV--
8.3
IN3
Length Depth Ratio:
Lex/dx=
17.5
Ley/dy-
32.0
Column Bending Calculations:
Combined Stress Factor.,
CSF=
0.48
Charles D. Garland, Architect
F-35-325 Date Palm Dr., Suite 151-J
- Cathedral City, CA 92234
Structural Calculations For:
DATE: 5/18/00 PAGE: / •�_
DGH — 2000-1
Square Footinq Desiqn r 97 UBC (91 NDS) ) StruCalc 4.06
By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000
Praiect: OGN20001 - Loc�ion: F1
Summary:
Size: 1.5 FT x 1.5 FT x 12.00 IN
Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (3),#4 BARS ENV
Footing Loads:
Live Load:
Dead Load:
Total Load:
Ultimate factored load:
Footing Properties:
Allowable soil beannq pressure:
Effective soil bearinq pressure:
Concrete compressive strenqth:
Reinforcinq steel yield strength:
Concrete reinforcement cover:
Selected Size:
Length:
Width:
Area:
Ultimate bearinq pressure:
Column Base Dimensions:
Length:
Width:
Footing Size Selection:
Required footing area:
Minimum footing size required:
Footing depth based on shear stresses:
Selected footinq depth:
Effective steel depth: .
Punching Stress Calculations:
Critical perimeter.
Punching shear.
Punchinq shear stress:
Allowable punchinq shear stress:
Beam shear stress calculations:
Beam shear.
Beam shear stress:
Allowable beam shear Stress:
Bending Requirements:
Factored moment:
Concrete compressive block depth:
Minimum Steel Requirements:
Steel required based on moment:
Minimum code required reinforcement:
Controlling reinforcinq steel:
Selected reinforcement:
PL=
650
LB
PD=
1082
LB
PT=
1732
LB
Pu=
2620
LB
Qs=
1000
PSF
Qe=
850
PSF
PC--
2000
PSI
Fr—
40000
PSI
3.00
IN
L=
1.5 "
FT
W=
1.5
FT
A=
2.25
SF
Qu=
1164
PSF
1=
5.50
IN
Vj--
3.00
IN
Areq=
2.04
SF,
Lreq=
1.43
FT
D=
12.00
IN
d=
8.25
IN
Bo=
50.00
IN
Vu1=
1369
LB
w1=
4
PSI
Vc1=
179
PSI
Vu2=
0
LB
vu2=
0
PSI
vc2=
89
PSI
Mu=
4093
IN -LB
a=
0.02
IN
As(1)=
0.01
IN2/FT
As(2)=
0.29
IN2/FT
As read=
0.29
IN2/FT
#4 BARS @ 6.00 IN. O.C.
As=
0.39
IN2/FT
Charles D. Garland, Architect
F_ 35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
U FOICT, o : I IZ0163
DATE: 5/18/00 PAGE:
DGH - 2000-1
Square Footinq Desiqn f 97 UBC (91 NDS)1 StruCalc 4.06
By: Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000
Protect: DGH2O001. - Location: F2
.Summary:
Size: 2.0 FT x 2.0 FT x 12.00 IN
Reinforcement: #4 BARS @.6.00 IN O.C. ENV Or (4) #4 BARS E/W
Footing Loads:
Lige Load:
Dead Load:
Total Load:
Ultimate factored load:
Footing Properties:
Allowable soil bearinq pressure:
Effective soil bearinq pressure:
Concrete compressive strength:
Reinforcinq steel yield strength:
Concrete reinforcement cover:
Selected Size:
Length:
Width:
Area
Ultimate bearinq pressure:
Column Base Dimensions:
Lenqth:
Width:
Footing Size Selection:
Required fooinq area:
Minimum footinq size required:
Footing depth based on shear stresses:
Selected footinq depth:
Effective steel depth:
Punching Stress Calculations:
Critical perimeter.
Punching shear.
Punching shear stress:
Allowable punching shear stress:
Beam shear stress calculations:
Beam shear.
Beam shear stress:
Allowable beam shear stress:
Bending Requirements:
Factored moment:
Concrete compressive block depth:
Minimum Steel Requirements:
Steel required based on moment:
Minimum code required reinforcement:
Controllinq reinforcing steel:
Selected reinforcement:
PL=
968
LB
PD=
1472
LB'
PT=
2440
LB
Pu--
3706
LB
Qs=
1000
PSF
Qe=
850
PSF
PC=
2000
PSI
Fr—
40000
PSI
C=
3.00
IN
L=
2.0
FT
W=
2.0
FT
A=
4.0
SF
Qu=
927
PSF
1=
5.50
IN
W--
3.00
IN
Areq=
2.87
SF
Lreq=
1.69
FT
D=
12.00
IN
d=
8.25
IN
Bo=
50.00
IN
Vu1=
2711
LB
Vu1=
8
PSI
vc1=
179
PSI
Vu2=
347
LB
vu2=
2
PSI
vc2=
89
PSI
Mu=
8513
IN -LB
a=
0.03
IN
As(1)=
0.01
IN2/FT
As(2)=
0.29
IN2/FT
As reqd=
0.29
IN2/FT
#4 BARS @ 6.00
IN. O.C.
As=
0.39
IN2/FT
Charles D. Garland, Architect U C' VAT►` ) '. 1
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234 DATE: siig/oo
Structural Calculations For: DGH — 2000-1
63
PAGE: 14
COLM.
NUMB.
COL/POST
SIZE
RE-
LAT'D
BEAM
SIZE
BEAM
CAP
COLUMN
BASE
FTING
NUMB.
FOOTING
SIZE
REINFORCEMENT
SIZE & NUMB.
BEAM
EEI
(2)2x6
6x10
#1 DF
-
-
F1
1'-6" SQ x 12" THK.
PAD FTG. W/BOTT.
18" BELOW F.F.
3 - #4 EA. WAY
@ 3" CLEAR
OF THE BOTT.
FCH2
(2)2x6H2
1
6x8
#1 DF
-
_
F2
2'-0" SQ x 12" THK.
PAD FTG. W/BOTT.
18" BELOW F.F.
4 - #4 EA. WAY
@ 3" CLEAR
OF THE BOTT.
CH3
(2)2x6
e
6x8
#1 DF
_
_
F1
1'-0" SQ x 12" THK.
PAD FTG. W/BOTT.
18" BELOW F.F.
3 - #4 EA. WAY
@ 3" CLEAR
OF THE BOTT.
0 0
01 01.
El
OHO � vN P�`pN
50Q�ON�N�FO
0
El
E
P��NRP �N S
MN�SN�O��
Gp�,vOo`NN
Nps.
10
El
0
Charles D. Garland, Architect
35-325, Date Palm Dr., Suite*151-J
Cathedral City, CA 92234
Structural Calculations For: —
\ I
(z
DATE: 5/18/00 PAGE: [r
DGH - 2000-1
RAOF DIAP'H. #1
ROOF DLAPH. LAYOUT PLAN
1/8' = 1'-0'
MON NORTH
• Charles D. Garland, Architect
35-325 Date Palm Dr., Suite. 151-J
Cathedral City, CA 92234
Structural Calculadous For:
A\-
v� u��r i /u��
DATE: 150 r��pv PAGE: ,
266
1
Civ
F�
Asp P5�
F PI Psl'H
�✓� % �' �s�c��� 2cg%Z�c« ��f� = X24 pI�
E:
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For.
�.
U P DA TYM t/2o/o
DATE:- /(g/0 0 PAGE: (.
(;)CA, H. 2bo�l
N As
--
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J DATE: ;1(510(-) PAGE: lCl
Cathedral City, CA 92234
Structural Calculations For. 20004
v
w.
- 7YpG FA -J L'
4-vf'`'R- I r► CAI O rJ OR
�! t1 iL
Ca' o,4 - Na-
so1L —r E5 So
_ N�
Charles D. Garland Architect
35-325 Date Palm Dr., Suite 151-J DATE: 5/6/104? PAGE: raj
Cathedral City, CA 92234
Structural Calculations For.
�„PcZF'pIrL.A'L �S�A't-Sts .
'f Nps
hzV
y_ a sN E fes- @ H EM i C �P�e�
[ESI u
.�6�4
0 0
• �'PI_ � VC r0 2 ',
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J DATE: �'—���0� PAGE -21
Cathedral City, CA 92234
Structural Calculations For.
L-�KLNC L-OAJO 5
foo � �f 21 X
S �Isn�l C W/6
1165 .e�
Charles D. Garland, Architect
74-854 Velie Way (Suite 5)
Palm Desert, CA, 92260
Structural Calculations For:
DATE:2�03
SHEAR WALL. CONSTRUCTION
PAGE: 2 2
D 1/2' GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1y'.
x.086' DIAMETER w/9/32' HEADS) OR 5d COOLER NAILS (1 ye' x.086' DIAMETER w/ 15/64' HEADS) AT 7'01
C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ ye° DIAMETER x 10' LONG ANCHOR
BOLTS (w/ 2'x 2"x 3/16° THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0' O/C MAX.
(ALLOWABLE LOAD: 50 plf — PER UBC TABLE 25-1-1997 UBC)
D 7/8' PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD,
SILL AND PLATE @ 6' OIC MAX. w/ No. 11 x % GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR
ATTACHED w/ No. 16 GAUGE STAPLES HAVING 718' LONG LEGS. ANCHOR w/ ye' DIAMETER x 10' LONG
ANCHOR BOLTS (w/ 2' x 2' x 3/16' THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 48' O/C
MAX.
(ALLOWABLE LOAD. 180 Of — PER UBC TABLE 25-1-1997 UBC)
THE NEXT THREE (3) SHEAR WALL TYPES SHALLL HA E THE FOLLOWING IDENTICAL
w STRUCTURAL WOOD PANEL DIAPHRAGM: (WALLS 1� , 2� & 3 D ONLY)
%' CDX APA PLYWOOD OR Yo ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE
LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE
STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED
AND ANCHORED AS FOLLOWS:
D 8d COMMON NAILS @ 6' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS.
ANCHOR WITH ye' DIAMETER BY 10' LONG ANCHOR BOLTS AT 48' OIC.
(ALLOWABLE LOAD: 260 plf — PER UBC TABLE 23-11-1-1; FOOT NOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 &6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH
SIDES)
2 D 8d COMMON NAILS @ 4' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' OIC AT ALL FIELDS.
ANCHOR WITH Ye DIAMETER ANCHOR BOLTS (HAVING THE APPROPRIATE LENGTH — 10' LONG AT
STANDARD 2x SILLS AND 12' LONG AT 3x SILLS) AT 32' 0/C.
(ALLOWABLE LOAD: 380 plf — PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH
SIDES)
8d COMMON NAILS @ 3' OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12' O/C AT ALL FIELDS.
3 D ANCHOR WITH % DIAMETER BY 12' LONG ANCHOR BOLTS AT 32' OIC.
(ALLOWABLE LOAD: 490 pif — PER UBC TABLE 23 -II -1-1; FOOT NOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH
SIDES)
Charles D. Garland, Architect -
74-854 Velie Way (Suite 5)
Palm Desert, CA, 92260 DATE: Cp/z-/05 PAGE: 23
Structural Calculations For: D 6rH
SHEAR WALL CONSTRUCTION (cont'd.)
15/32° STRUCT. I APA PLYWOOD OR 15/323 ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE
STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH
4 D OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND
ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 3° 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS
@ 12° O/C AT ALL FIELDS. ANCHOR WITH 3/4' DIAMETER ANCHOR BOLTS AT 16' O/C.
(ALLOWABLE LOAD: 550 plf —PER UBC TABLE 23 -II -1-1-1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH
SIDES)
CONSTRUCTION NOTES:
1 SEISMIC ZONE 4: 20 x 20 x 3/160 PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT
NUTS AND THE WOOD SILL.
2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS.
3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 pif SHALL BE
APPLIED TO 3x OR WIDER STUDS.
4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR
WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY
OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE.
5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE
NAILING LESS THAN 60 O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD
SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES)
6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED
WITH 3x P.T.D.F. SILL PLATES AND 12° LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR
THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7° INTO CONCRETE)
7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND
FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF
14', SETTING THEM A MINIMUM OF 4° INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE
SLAB.
8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS
SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING
FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE.
9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE
HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED
THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB
AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS
NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE.
10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO
ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION.
• Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For.
1)p a�
DATE:
PACE:
(4:k ?4Q50/1.
/1.
CICtq-1 U mac,
Q % ^ l.Lu W 6L& h0 Ap_= c� p�'�- ('o �!F— dj;t nF %z" G !P. P. p
S.)\LLO�A6U't. L�OAYD = to O P "G yp
s S�" (M A X S PAC(lV Gl .
7LLg�D% A� � y72c' o &,r- C) w/ MIN 2 NDL.TSpr-4EAApJr2.4 IL FVLOM c N05 5} SPI,IGF g w 2 x Rfm
POfLTL 1410 CPAP -4T PWAXX 70*�-
Z-)= %17 5PAzwcL,
8 Vbo Y,
� no�c lad
�/�`� �C I �`` /'� � G� 4Fj" Oc.. � M1�� w�nn•� nI 2 � �'TS P�
� 11-�.•. an,1=�n�rL � rz� r�o r� �KvS � SP��'s =0 2� Q.rc F
LLL -Ow ! OPAID = 2(o p ` �TirW T. ►r�'QC�D P��1 r LS�
J
1100 117 = �, 5 2 �L O.C. CMAnC SPM Nw
V
?AO11tOL
' '51e+ -ct0" 4
G,tc,l. Mr-MMfbCM
01 e�" O. G. CN►f�'j%� w�N� t N • • 2 ibDt-'[� p F 1'L
f• 12`' F' I�0 /A NOt +� SPL►� zv �. �C, i' t'DI`
c A�.0W 1-0 AV _ lt&I -To 10 \0.40'00 R,&R
fit. O -C., CMAC �,PAGt NQ
5,�c, � ►� a �� � � 2" � .G, �Ati�`� `N��i`t n� � �-rs P�-a-
S� r r- no m re r4 o5 4 5 Pc,t c r -,; Tv 2•'k pr Dto
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
y ( 'DON To n I /I
DATE: Vlbto D
PAGE: 7 S.
N, (A ("co N -z' n
- To 5bo
P (':5rrWC.T Wapp .IROW at.S.
fL
I1�`� ���1i'AGn��.
'�ib0 2 t p0
4
AV, G 3z e,,,. (M q� 74!14PxC A� IZ4 roN4. A -F
N� N 2 IyOL"TS P F S 5 11. L M��� t Z ►` �n.o �
IFr� n� ;� s P l,.t [,�s � I�OMt N !�t L
r,T i -
`
ALAo\#./ L. OAQ = +10 p (g ('e-,- yw (-7 4vooA p/�H t✓LS
J T/44-01 + PL CMS PAG(nlG 7 .
Itoov�4�0 �. ��� �L LMAC SpA, -Nft
FrovioR:
3/4 X 1 z." LA q b, Avv, (M Ayr) - \14 2 ►bo trTS Prew—
SILL A&imo ✓L IV (=nOM MNO% �t'l.lCd'='S (3)c NoA& rTpP
451 L. "
CHfGK P&L loAr�.ING,
���� p� 3 X PI.OM • � I LL
Prtovlr�rc 1z'' Lonlu �LTaNG
('Z4DO /2 troop C3&� 2. 7?t 7 %4Ct y I-L"@L(o." ®.G
s w 2400/z
�C,4q�
Charles D. Garland, Architect
F_ 35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
WIC—L LIN E
NoLW
.
7�
4rv� = 5r6✓ - t,� 1� us��
PIPWH No; CS .
V ^ C f 1 r�,,� /i2 2 ( TO �
/ 7.. _ _�.
�/w
�
w�L Utie D
.. ,r 2J,
.�
Lw = 111-1 V42c� v
= &+
VqALL L iAC
�1Ptl°H� No: CZ�
0 11 J
�\N _
=7- v :�
DATE:
pk" V-?-.
Co�Z�D3
PAGE: 7(�-Q .
w_ wW L\
—
OT(AO
.
O i lQD(b
�OVIDE�
rT' ((�) q i:. -4�
110v
6 � I(o �
(�n�oVlpE
074'-
VT
74' VT _c
.Pl CN.K. Vs/0 3.
Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234 DATE: c� J /-0a, : PAGE: 2. `�
Structural Calculations For. (`V 41-A 1?0004
. 07
.)AiPH No
LW 7a%'%./2c�o—
. 1�ovly
pIftfIH No;
':�;3 bo
1GT
VvP�L,L LINEV= 0 E L2�
LW
IV S
(�n.oylpE;
�= 4OD(I/27 = &7 � �� 75CD� Ib5~v D1�
&72-A,67 =5
Charles D. Garland, Architect
74-854 Velie Way (Suite 5)
Palm Desert, CA, 92260
STRUCTURAL CALCULATIONS For:
Ct 1-2,10
DATE: 612103 PAGE:
2g
D G H CONSTRUCTION
La Quinta, California
r
os (60P
� V va
Charles D. Garland, Architect 1
35-325 Date Palm Dr. (Suite 151-J) L
Gil
Cathedral City, CA 92234
DATE: PAGE: I-zq
Structural Calculations For:
SHEAR WALL TABULATION
DWALL
LENGTH
V
WALL
V
DIAP,HL
V
(p117
WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS
Ag DIAM. g
SPACING
CONSTRUCTION
NOTES
A
37'
—
�'f
�, �J S�
1 D
SA8 6)4 o
t
14'
22' I T
—
—
7'
1a(o
—
—
,TV V) 70
16'1,$1
—
—
�-.--
B
6'
nv) -ru
C
or
t
�,/
t
F
11
Pu
4{� ;
3 Z"t7ri (J 14 @ J -:A f A0 -ro 2- 2 jc
G
ip
i —
iso;
1 �
-�
LID C$
10,
8'
Tw –CU
�. .-4
1
H
2r�a71.
Co��'
2SZ
�D
15(AI
14"t. Z -ZX
qTd) Ito4
1 3 Ca
• Charles D. Garland, Architect
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Structural Calculations For:
,—LATE o,pA—* ANA u-' GIS
,9:4-
D UNP IAmoo ! 6, b
WNLl_
V\AjftLL=
ti��-� `Vw /�
VIN MvL
4 r
PLT—' \/\M 2%'fA
Gtr( K -'6, /?-/0
DATE: S - 1"I PAGE: r:30
� &t �- i _zIcul
G Of ��,,O= 7UU.7.
r
IGO
e"' '4 => 247,
-t70 - (07 2
WALL LJN.E: q
VwvevA 51 c,
Y vel �ct-l� � .� , I � � P i �" , �.
7 41
2-13 1;
6c' ko \/0 (0
10
& , (0-
't'JoWeLr
g7
St
Charles D. Garland, Architect
w 35-325 Date Palm Dr., Suite 151-Js`I � o / PAGE:
DATE: � U�j
Cathedral City, CA 92234
Structural Calculations For:
. L L t �`
/A, G20
= 2,v
CHARLES D. CARLAHD
„99,
Architecture, Interiors, Space and Land Planning
Structural Calculations
13 November 2003
The City of La Quinta
Department of Building and Safety
78.495 Calle Tampico
La Quinta, CA 92253
Project: A Single Family Residence for:
D G H Construction
53-065 Avenida Mendoza
La Quinta, California
Regarding: Project Observation and Field Revisions
To Whom it May Concern,
On 11 and 13 November 2003 1 visited the noted project site to perform code. required structural
observations. At the time I noted only minor blocking, nailing and strapping issues that were
resolved at the time of my second visit.
Therefore, I hereby state that the project's structure is in substantial conformance with the
structural design intent as represented in the construction documents.
If you have any further questions regarding this project please do not hesitate in contacting me
Sincerely,
74-854 Velie Way, Suite 5 ❑ Palm Desert, CA 92260 ❑ Phone: (760)340-3528o Facsimile: (760) 340-3728