PLBG (04-5596) + SFD (07523) + BLCK (07440)52795 Avenida Martinez
04-5596
07523
07440
°°T d -f
BUILDING & SAFETY.DEPARTMENT
P.O. Box 1504
(760).777-.7012
F 78-495 CALLE TAMPICO FAX (760) 777-7011
C1OF QUINT'
LA QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760).777-7153
PIBJABJC BBP'L .
BUILDING PERMIT
Application Number . . . . . 04-00005596 Date 7/21/04
Property Address . . . . . . 52795 AVENIDA MARTINEZ
APN: 773 -331 -015 -2 -000000 -
Application description'. PLUMBING
Property Zoning . . . . . . . COVE RESIDENTIAL
Application valuation . . _ 4500
Owner Contractor
--------------= ----- --- --------------- ---------
TRAVIS KATHLEEN SUE .I ALMS'UNDERGROUND CONST, INC.
52795 AVENIDA MARTINEZ ! 38703 VISTA DRIVE
LA.QUINTA CA 92253 . CATHEDRAL CITY CA 92234
WCC: VIRGINIA INC
WC: 005.00016007 01/01/05
CSLB: 482180 11/30/05
CCC: C427C21
-----------------------------------------=----------------------------------
Permit . . . . . .hUMBING SEWER,
Additional.desc
Permit Fee 30.00 Plan Check Fee 00
Issue Date Valuation . . . . 4500
Qty. Unit Charge Per
Extension
BASE FEE 30.00
----------------------=--------=----------------------------=------
Special Notes and Comments '\ _r
SEWER CONNECT/SEPTIC ABAMDONEMENT
Fee summary Charged Paid Credited Due
----------------- -------- 7- ---------- ---------- ----------
..Permit Fee Total 30.00 .00 :00 30.00
Plan Check Total .00 .00 .00 .00'
Grand Total 30.00 .00 .00 30.00
P.O. Box 1504 / •
w VOICE (760) 777-7012
78-495 CALLS TAMP.ICO FAX (760) 777-7011
LA QuINTa, CALIFORNIA 92253 INSPECTIONS (760) 777-7.153
BUILDING & SAFETY DEPARTMENT
Application Number: O
Applicant:
Applicant's Mailing Address:
Date:
Architect or Engineer:
Architect or Engineer's Address:
Lic. No..
BUILDING PERMIT DECLARATIONS
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 Professionals
Code, and my Licens is in full force and effect.
Li
cense Class L N L C i,/ License No. 7 D
Date Contractor-- Y / f n S ?.or
OWNER43UILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 Contractors' 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).):
U 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 or 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.).
U 1, 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.).
U I am exempt under Sec. B.& P.C. for this reason
Date Owner
WORKERS' COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
1 have and will maintain a certificate of consent to sell -insure for workers' compensation, as provided for by Section 3700 of the tabor 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
ssu d. My workers' co pensation insurance carrier and polic number aig
Carrier V' j iN fi . ✓ Policy Number 00 /
_ I certify that, in the performance of the work for which this perm 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 0 - C Applicanti'rI
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.
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
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, indemnity and hold harmless the City of La Quinta, its
officers, agents and employees for any act or omissior related to the work being perforated under or following issuance of this permit.
2. Any permit issued as a result of this application becorres null and void if work is not commenced within 180 days from date of issuance of such permit, or
cessation of work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes.
c7— I If
Date Signature (Applicant or Agent) p / _—(% r Lr -z
• - a:3 dd
. I
/ - 3Z7a
COACHEL LA VALLEY WATER DISTRICT
CASH RECEIPT DETAIL
Received From: r --w r r..r ...
Address:
Account No. ,MLot(s) Ty
Service Address I •^ ,
❑ Meter(s)
d Service(s)
* SscktIow(s)__ ~
I 0 House L-ateral(a)
f ❑ DetectorCheCk(S)
* Meter Surcharge (
r Sanitation Capacity C arge 3 • C68
C] W.S.B.F_C.
❑ TemporaryConatructl n Meter r
O Tum on Charge
- -0- LinCoileclad AZZMr=1 -Name. - - -' — --- —
❑ Inspection Fee - Trac -
i Fee War I Sewer -
❑ Plan Check Fees
1 Trac - -
0 Bond Payment - A.D. --Bond—
Assi nt
i
O Customer Deposit
—
0 other
:OI WUS0:0T 03M t7002-T2--lnr -
N° 97632
3
Tract
GA Code
S
E • . 00
+
TOTAL S
rr
Remarks: ' AI -
Copy to:
Waterservice
cash g
Cher,k
l Casfiiar
Money (iti l
Order
(7 r VOLD AFTER 90 DAYS
_ i _. _ - .. 1L 35,12IU - _ 201-55 Q8 7-
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1 HAMMER PUI IIPIIV,GA,WN,
-sae i ii icE
P.O. Box 2448'v
-
CATHEDRAL CITY, CALIFORNIA 92235-2448
17arn aAn-SAAR
,42
i7 -6-0-i3-2-1-7-4"4,8-
A
_
CUSTOMER'S ORDER NO.
DATES ORDERED_ —_/ /
ORDER TAKEN BY
DATE PROMISED ❑ A.M.
❑ P.M.
BILL TO Q
/
/
PHONE
ADDRESS
MEC ANI -'RC
CITY
42-C
HELPER
, f
t
❑DAY WORK
D SCRIPTION O WOR/I f -
❑ CONTRACT
0 EXTRA
QUANT.
DESCRIPTION OF MATERIAL USED
PRICE
AMOUNT
Gallons
Pumping Fee per 1000 gal.
100
/00
42-C
_
, f
Dumping Fee per 1000 gal.
Out of Area Fee
Locating / Opening Fee (per hour)
Size System:
A SERVICE CHARGE OF $20 -WILL BE.DUE
ON ALL RETURNED CHECKS.
18% PER YEAR WILL BE CHARGED ON
PAST DUE ACCOUNTS OVER 30 DAYS.
HOURS
LABOR AMOUNT
TOTAL
MATERIALS
MECHANICS Q
HELPERS Q
TOTAL
LABOR
I hereby acknowledge the satisfactory rTOTAL LABOR
completion of the above described work:
TAX
SIGNATURE
DATE COMPLETED
i7 L`
TOTAL
rz-
a A
6a&rf,,,j
b
Building "
Address 52-795 Martinez
Owner.
Dot Investdint.
Mailin
Address 2544 Dedir Cks. Road
Ci 4salia. Zip 93277
Contractor__
Address
P.O: BOX 1504
78-105 CALLE ESTADO
LA QUINTA, CALIFORNIA 92253
209-732-8228
ty jZip I Tel.
State Lic: - I City
& Classif. Lic. #
Arch., Engr., .
Designer.
Address Tel.
City Zip State
Lic. #
LICENSEDCONTRACTOR'S DECLARATION
I hereby affirm 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.
SIGNATURE DATE
OWNER -BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following
'reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a
permit to construct, atter, improve, demolish, or repair any structure, prior to its issuance also
requires the applicant for such permit to file a signed statement that he is licensed pursuant to
the provisions of the Contractors License Law, Chapter 9 (commencing with Section 7000) of
Division 3 of the Business and Professions Code, or that. he 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, Buisness and
Professions Code: The,. Contractor's License Law does not apply to an owner of property,.who
builds or -improves thereon and who does such work himself or through his own employees,
provided that such improvements are not intended or offered for sale. If, however, the building
orimprovement is sold within one year of completion, the owner -builder will have the burden
of proving that he did not build or improve for the purpose of sale.)
O I, as owner of the property, am exclusively contracting with licensed contractors to con-
struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law
does not apply to an owner of property who builds or improves thereon, and who contracts for
'Such projects with a contractor(s) licensed pursuant to a Contractor's License Law.)
O 1 am exempt under Sec. B. 8 P . f
Datener or this reason
Ow" 1✓
WORKERS' COMPENSATION DECLARATION
I hereby affirm that I have a certificate of consent to self -insure, or a certificate of
Worker's Compensation Insurance, or a certified copy thereof. (ec. 38 0, Labor Code.)
Policy No. E — ompany r r` rY took,
O Copy is til d with the city. ❑ Certified copy is hereby furnished.
E
No. €f7523
BUILDING: TYPE CONST. OCC: GRP.
A.P. Number "3431-015
Legal Description
Project Description U FArtily !?asrasTnr arro !
CERTIFICATE OF EXEMPTION FROM REMARKS .
WORKERS' COMPENSATION INSURANCE ^s ° [ Mt.O
(This section need not be completed if the permit is for one hundred dollars ($100) valuation fon IRS ,y r I. J y t t t A
~ 3001 b U8
or less.)
I certify that in the performanceaof the work for which this permit is issued, I shall not
employ any person in any man r-so'as to become ubjec to -thy Worlie s Compensation
Laws of Cali omia. ...,r
Date m- "wrier >>✓•
NOTICE' TO APPLICANT: If, dffdi- 7W55 ig this Certificate o1 Exemption you should become .ZONE: - BY:
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith Minimum Setback Distances:
comply with such provisions or this permit shall be deemed revoked. -
Front Setback from Center Line
Rear Setback from Rear Prop. Line
CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line
I hereby affirm that there is a construction lending agency for the performance of the
work for which this permit is issued. (Sec. 3097, Civil Code.) Side Setback from Property Line
Lender's Name
Lender's Address
This is a building permit when properly filled out, signed and validated, and is subject to
expiration if work thereunder is suspended for 180 days.
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 the above-
mentioned property for inspection purposes.
Signature of applicant Date
Mailing Address
City, State, Zip
FINAL DATEINSPECTtOR
Issued by: Date 4/10/ hermit
Validated by:
Validation:
Sq. Ft. 1475
Size
No.
Stories
No. Dw.'
Units
New ❑ Add ❑
Alter ❑
Repair ❑ Demolition ❑
Estimated Valuation
$839,293
PERMIT
AMOUNT
Plan Chk. Dep.
250.00
Plan Chk. Bal.
Const.
567.51D
Mech.
.
Electrical
----TU-9.72
Plumbing
57,50
S.M.I.
.$
Grading
2D.00
Driveway Enc.
Infrastructure
TOTAL
CERTIFICATE OF EXEMPTION FROM REMARKS .
WORKERS' COMPENSATION INSURANCE ^s ° [ Mt.O
(This section need not be completed if the permit is for one hundred dollars ($100) valuation fon IRS ,y r I. J y t t t A
~ 3001 b U8
or less.)
I certify that in the performanceaof the work for which this permit is issued, I shall not
employ any person in any man r-so'as to become ubjec to -thy Worlie s Compensation
Laws of Cali omia. ...,r
Date m- "wrier >>✓•
NOTICE' TO APPLICANT: If, dffdi- 7W55 ig this Certificate o1 Exemption you should become .ZONE: - BY:
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith Minimum Setback Distances:
comply with such provisions or this permit shall be deemed revoked. -
Front Setback from Center Line
Rear Setback from Rear Prop. Line
CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line
I hereby affirm that there is a construction lending agency for the performance of the
work for which this permit is issued. (Sec. 3097, Civil Code.) Side Setback from Property Line
Lender's Name
Lender's Address
This is a building permit when properly filled out, signed and validated, and is subject to
expiration if work thereunder is suspended for 180 days.
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 the above-
mentioned property for inspection purposes.
Signature of applicant Date
Mailing Address
City, State, Zip
FINAL DATEINSPECTtOR
Issued by: Date 4/10/ hermit
Validated by:
Validation:
CONSTRUCTION ESTIMATE
NO. ELECTRICAL FEES
NO. PLUMBING FEES
1ST FL. SO. FT. @ $
UNITS
—//
SLAB GRADE Y Q
2ND FL. SQ. FT.
BONDING
YARD SPKLR SYSTEM
STORAGE TANK
MOBILEHOME SVC.
BAR SINK
POR. SO. FT. @
DUCT WORK
ROCK STORAGE
GAR. SO. FT. @
POWER OUTLET
ROOF DRAINS
HEATING (FINAL)
OTHER APPJEQUIP.
DRAINAGE PIPING
CAR P. I SO. FT. @
TEMP. POLE y111,el
WALL SQ. FT.
GROUT
DRINKING FOUNTAIN.
SQ FT @
FINAL INSP.
URINAL
ESTIMATED CONSTRUCTION VALUATION $
WATER SYSTEM
WATER PIPING
NOTE: Not to be used as property tax valuation
LUMBER GR.
FLOOR DRAIN
MECHANICAL FEES
FRAMING % i
WATER SOFTENER
VENT SYSTEM FAN EVAP.COOL HOOD
SIGN
WASH ER(AUTO)(DISH)
APPLIANCE DRYER
REMARKS:
GARBAGE DISPOSAL
FURNACE UNIT WALL FLOOR SUSPENDED
LAUNDRY TRAY
AIR HANDLING UNIT CFM
FIREPLACE
KITCHEN SINK
ABSORPTION SYSTEM B.T.U.
TEMP USE PERMIT SVC
WATER CLOSET'
COMPRESSOR HP
POLE, TEMIPERM
LAVATORY
HEATING SYSTEM FORCED GRAVITY
AMPERES SERV ENT
SHOWER
BOILER B.T.U.
SQ. FT. @ c
BATH TUB
FINISH GRADING
SQ. FT. @ c
WATER HEATER
MAX. HEATER OUTPUT, B.T.U.
SO. FT. RESID @ 1% c
SEWAGE DISPOSAL
SQ.FT.GAR @ 3lhc
HOUSE SEWER
INSPECTOR'S SIGNATURES/INITIALS
GAS PIPING
PERMIT FEE
PERMIT FEE
PERMIT FEE
DBL
TOTAL FEES
MICRO FEE
MECH.FEE PL.CK.FEE
CONST. FEE ELECT. FEE
SMI FIEF7 PLUMB. FEE
STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR
SETBACK
O
GROUND PLUMBING If% f4
UNDERGROUND
A.C. UNIT
COLL. AREA
—//
SLAB GRADE Y Q
ROUGH PL MB.
j2 0
BONDING
HEATING (ROUGH)
STORAGE TANK
FORMS
EPiIC TANK
ROUGH WIRING.
DUCT WORK
ROCK STORAGE
FOUND. REINF.
GAS (ROUGH)
METER LOOP
HEATING (FINAL)
OTHER APPJEQUIP.
REINF. STEEL
GAS (FINAL)
TEMP. POLE y111,el
GROUT
WATER HEATER
SERVICE
FINAL INSP.
BOND BEAM
WATER SYSTEM
GRADING
cu. yd.
$ plus x$ =$
LUMBER GR.
FINAL INSP. Z
FRAMING % i
FINAL INSP.
ROOFINGAVI/-i
f
IO
3 A
REMARKS:
VENTILATION
FIRE ZONE ROOFING '
FIREPLACE
SPARK ARRESTOR
GAR. FIREWALL
/1/
LATHING'/)/f f o2q o
MESH
INSULATION/SOUND
FINISH GRADING
01
_ FINAL INSPECTION
CERT. OCC.
FENCE FINAL
INSPECTOR'S SIGNATURES/INITIALS
GARDEN WALL FINAL
Desert Sands Unified School District
CERTIFICATION OF PAYMENT
OF
SCHOOL FACILITY FEESI
NO
TO: City rice. . rQ�i'114100^11DATE:
-ate
Departmenb� C�j� m�nisty/Weri pment
78-105 Calle EsY&o, tltl
La Quinta, CA 92253 ��T�®� ��N�®%
L I
This is to certify tha I UL.ST
developer of lj��l which is
located atwithin
this District, has paid school facility -/fees imposed pursuant to the
au hority generat by overnment C de Secti 530 0 i the amount of
o ( LIM M
cov ring a total of S' square feet of ( ) residential or
( ) industrial/commercial development and that building permits for
this footage in this development may now be issued by your jurisdiction.
D. G
- 6WI& for DESERT SA DS•UNIFIED SCHOOL DISTRICT
White - Building Department • Yellow - Facilities Planning • Pink - Accounting • Gold - Developer
(10)-37
04
F -
Name
Street
Address
AND WHEN RECORDED MAIL TO
DOT INVESTMENTS
2541 Border Links Road
.sta Visalia, CA 93277
ay L
scare
MAIL TAX STATEMENTS TO
r
Name SAME AS ABOVE
Street
Address .
.....c7ty a
State L
CAT. NO. NNO0582
TO 1923 CA (2-83)
J
01
SPACE ABOVE THIS LINE FOR RECORDER'S USE
Individual Grant Deed
THIS FORM FURNISHED. BY TICOR TITLE INSURERS
The undersigned grantor(s) declare(s):
J z Documentary transfer tax is $ 33.00
a a (XX ). computed on full value of property conveyed, or
( ) computed on full value less value of liens and encumbrances remaining at time of sale.
( ) Unincorporated area: ( xx) City of La Ouinta , and
FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged,
JACK WILDER WILEY,
hereby GRANT(S) to
DOT INVESTMENTS INC., a California Corporation
the following described real property in' the Ci t y of La Quin to
County of. Riverside , State of California:
Lots 1 and 2 in Block 145 of Santa Carmelita Unit No. 15, as per map recorded in
Book 18, Page 92 of Maps in the office -of the County Recorder of said County.
M
1 CERTIFIED TO BE A TRUE
AND CORRECT COPY OF THE ORIGINAL
TU RE COUNTY ESCROW CO.
I
O
Dated: Jul 17 . ) 9R9
,?
J-ACK: ZWILDt WILEY
STATE OF CALIFORNIA oO ) r
COUNTY OF i.,,,i D.t .. .f t }SS.
--0n1
--before
me, the undersigned, a Notary. ublic in an for said State,
personallyap eared T 1 lam} ;
—__- J
personally kno to 'me or proved to me on the basis of sat-
isfactory evidence to be the person_ whose name
subscri d to the within instrument and acknowledged
that executed the same.
WITNESS d and official seal.
Signature
Title Order No.
OFFICIAL SEAL
DARWIN HEIMER
® NOTARY PUBLIC • CALIFORNIA
SAN BERNARDINO COUNTY
Ity Comm. E&*u Jan. 16,1993
(This area for official notarial seal)
Escrow or Loan No.
MAIL TAX STATEMENTS AS DIRECTED ABOVE
Ir //
RECEIPT NO -2 6 Issued By Date
DISTRICT: ❑ Riverside, ❑ Indio ❑ Hemet 17 Perris ❑ Ran o Calif. ❑ Blythe
DOH -SAN -122 (Rev. 7/89) DISTRIBUTION: WHrrE - Office file YELLOW - Applicant PINK - Bldg. Dept GOLDENROD - Plans/Records
Ih7
COUNTY OF RIVERSIDE ENVIRONMENTAL A1110"'O18Pervelf4m
HEALTH SERVICES DIVISION
PERMIT,.APPLICATION FOR A SUBSURFACE SEWAGE DISPOSAL SYSTEMt
this
ApplicanTf FSibmiform'v✓fth four copies of a scaled plot plan (1-20 scale) drawn to County speculations as indicated on the attached check list
)0 .ilk
s .
A non-refundable filing fee (see below) is required when the application is submitted. Check must be made payable to the County of
0(,iRiverside. Approval of this application shall remain valid for a period not to exceed one year from date of approval.
VERIFY ITEMS IN SECTION A FROM BUILDING & SAFETY APPLICATION BUILDING DEPARTMENT APPLICATION LOG #
Z
O
t, Contractor, Con Person
GI
Phone
& Firm
'q2
ra
Owner
tAddress
C
aL
Phone'
8-Gyz
ling Address
- 3 i e Cir
ttY
State
Zip
Job Propery Address
Legal Descript' Prop. (PM, Tract, Lot) 17.6 6 O
C n s d
z 6 6b
Lot Size
Water Age y/Well
Use of Permit P/P, CU, etc. /
OtherSQ i1 C p 'r^A l fu
Dwelling, MH Site Prep,tc.LJ'
14— 6-- c)
Date
natureof Applicant
CATEGORY: REV CODE FEE
CATEGORY: REV CODE FEE
SUBSURFACE DISPOSAL 1238 $ 57.00
❑ SITE EVALUATION UPON REQUEST 7349 $ 43.00
CD
❑ MULTIPLE PARCELS WITHIN SAME
(NO PLOT PLAN)
LAND DIVISION
❑ SEWER/SEPTIC VERIFICATION 7348 $ 17.00
Z
O
a. 1 at 4 Parcels (Each) 1238 $ 57.00
(Less than 1 year)
b. Each Parcel after 4 7344 $ 24.00
❑ PRELIMINARY ELECTIVE 7352 $ 23.00
W
❑ Rereview (2nd review same parcel) 7344 $ 24.00
EVALUATION (Attach DOH SAN 53)
UY
O Site Evaluation in Conjunction with
❑ HOLDING TANK 7351 $ 47.00
Critical Area 7346 $111.00
.' ❑ ALTERNATIVE/EXPERIMENTAL 7345 $222.00
❑ Site Evaluation Lot Less than
SYSTEM
10,000 Sq. Ft. 7347 $ 87.00
INITIAL DATE
Holding Tank Agreements Completed ❑ Yes No % -T-
Certification of Existing S.D. System Required ❑ Yes I No
WQCB Clearance required. (Attach Form ❑ Yes I No
DOH SAN 007, Santa Ana Region Only)
Soils Percolation Report Required. ❑ Yes No
Special Feasibility Boring Report Required. ❑ Yes No
Detailed Contour Plot Plans Required (1 to 5 ft interval) ❑ Yes No
Otho► ❑ Yes No
Staff Specialist Lot Inspection Required ❑ Yes No
Lot Inspection Date
940
Soils boring report by 40 Pry # Date
Soils Map Page Soil Type Approved by T le -q.., Date
U
Z
No. of System
Type of Systems)
No. Dwelliinng Units
(1) Septic Tank
Soil Rate
Grease/sand
O
e
[
tO ming Tank ❑❑ Existing"
Rephoeme
/~
Bed ^ Qxture nr "1
QL
oo
57 a
Grease I
Gal
LU
U)
(2) Leach Line Sq. Ft
Bottom trench area
Sidewall allowance
®
Install Lines) n long ft wide with
Leach Bed eq n
It. sq. R
min. inches rock below drainhes_or
of bottom area
0 NA
Leachlines/bed special design for slope:
(3) Pit Diameter
No. Pits
Pit Below
Seepage
page Pit Total Depth
Other.
Applicable
Inlet (BI)
1,71
Max. AllowabDepth
N/A _ Overburden tactor
❑ 5 6
/
No. 2 System
_
REMARKS: — --- _
This application isAPPROVE /DENIED for the category checked in SECTION B above, regarding the design of a subsurface disposal system as indicated
on the accompan lo Ian, using the requirements set forth in SECTION C above. A building permit is necessary for the installation of the
Z
above -designed system. No construction is permitted in the required reserved 100% expansion area.
0
Septic tank and sewer lines must be 50' minimum from any wells
P2L
Leach lines must be 100' minimum from any wells, including expansion area
U(3)
Seepage pits must be 150' minimum from any we s, incl ng ex nsion area
Signature of Health Official Date e-1-15/cl t9
Ir //
RECEIPT NO -2 6 Issued By Date
DISTRICT: ❑ Riverside, ❑ Indio ❑ Hemet 17 Perris ❑ Ran o Calif. ❑ Blythe
DOH -SAN -122 (Rev. 7/89) DISTRIBUTION: WHrrE - Office file YELLOW - Applicant PINK - Bldg. Dept GOLDENROD - Plans/Records
Ih7
' ! ; 4 of too. OFFICE OF
AGRICULTURAL COMMISSIONER
AND
WEIGHTS & MEASURES cnlvlN C. KAMINSKAS.
Asilsloni oner
JAMES O. WALLACE 4080 LEMON STREET, ROOM 19 LEMENCBENV NIS
Apdcullurol Commissioner RIVERSIDE, CALIFORNIA 92501 CLEMENT BENVENISIE
Mectos of Welphb & Meosures (714) 787.2561 Seo er
49613 Ilighway 86, Suite B12
Coachella, Ca. 92236
p (619) 342-8291
M1
DATE CASE NO. C, C `.J y S / d.
DEVELOPER'S NAME: \ C C- L02 M CC
ADDRESS:-- ILL 309 I l `- V• 2` 2 CC` y..y
TELEPHONE:
5_ 79 S MwYk tie
Dear Developer:
After reviewing your landscaping plans, all plant material listed is not in
violation of quarantine laws governing the Coachella Valley. If substitutions
do occur and they differ frau plait Iaterial listed, this office :mast be notified
iRmediately.
Thank you for protecting and preserving the Coachella Valley's pest -free environment.
Agricultura amussioner's office
cc: Indio and Riverside office
Buena Engineers, Inc.
79-811 B Country Club Drive
Bermuda Dunes, CA 92201 • (61'9) 345-1588
Client Name .+►
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Client Address
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Client Phone v s — (o q', B
DATE
JOB NO.
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PROJECT
MAXIMUM
OPTIMUM
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TEST LOCATION
LOCATION
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NUMBER
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NO.
ELEVATION
OWNER
WEATHER
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TEMP. o at AM
MOISTURE
at PM
PRESENT AT SITE
%
IbsJCu. ft.
Q
DENSITY
CONTENT
CLIENT REPRESENTATIVE SIGNATURE
FIE REPORT
TECHNICIA SIGNATURE { p`
FIELD TESTING
REFERENCE CURVE
MOISTURE
DRY
MAXIMUM
MAXIMUM
OPTIMUM
TEST
TEST LOCATION
LOT
NUMBER
NO.
ELEVATION
CONTENT
DENSITY
DRY
DRY
MOISTURE
%
IbsJCu. ft.
DENSITY
DENSITY
CONTENT
%
lbs./cu. ft.
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CLIENT REPRESENTATIVE SIGNATURE
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TECHNICIA SIGNATURE { p`
i
Buena Engineers, Inc.
AN EARTH SYSTEMS, INC. COMPANY
i
CONSULTING SOILS & ENGINEERING GEOLOGY
J
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GEOTECHNICAL ENGINEERING REPORT
SANTA CARMELITA - UNIT :15
LOT 2, BLOCK 145
LA QUINTA, CALIFORNIA
PREPARED FOR
TOD DEVELOPMENT
B7 -1796-P1
NOVEMBER 1, 1989
BUENA ENGINEERS, INC
. %L '.
Buena Engineers, Inc.
' AN EARTH SYSTEMS. INC. COMPANY
' 79-811 B COUNTRY CLUB DRIVE • BERMUDA DUNES, CALIFORNIA 92201 PHONE (619) 345-1588 • FAX (619) 345-7315
November 1, 1989 B7 -1796-P 1
' 89-10-835
TOD Development
' 72-309 Blueridge Court
Palm Desert, California 92260
' Project: Santa Carmel i to - Unit -11115
Lot 2, Block 145
' La Quinta, California
Subject: Geotechnical Engineering Report
Presented herewith is our Geotechnical Engineering Report prepared for the
proposed single-family residence to be located in La Quinta, California.
This report incorporates the tentative information supplied to our office,
and in accordance with your request, recommendations for general site
development and foundation design are provided.
This report was prepared to stand as a whole, and no part of the report
should be excerpted or used to exclusion of any other part.
This report completes our scope of services in accordance with our
agreement. Other services which may be required, such as plan review and
grading observation are additional services and will be billed according to
the Fee Schedule in effect at the time services are provided.
Please contact the undersigned if there are any questions concerning this
report or the recommendations included herein.
Respectfully submitted,
E
BUENA ENGINEERS, INC.
Reviewed
e ,
_
No. C 041210
P• 3-31-91
R. Layne Richins
Staff Geologist
Joseph R.
Civil Engine
e OF CALIf P
Brett L. Anderson
Project Engineer
RLR/BLA/JRV/rcl
HD/SER/Copies: 6 -TOD Development 1 - PS File
BERMUDA DUNES BAKERSFIELD LANCASTER
(619) 345-1588 (805) 327-5150 (805) 948-7538
1 - VTA File
SAN LUIS OBISPO VENTURA
(805) 544-6187 (805) 642-6727
TABLE OF CONTENTS
'
APPENDIX C
Standard Grading Specifications
' BUENA ENGINEERS, INC.
INTRODUCTION-------------------------------- ----------------------------------- ...-
1
PURPOSE AND SCOPE OF WORK............................................................
1
_
SITE DESCRIPTION -...
2
FIELD EXPLORATION
3
LABORATORY TESTING
3
3
SOIL CONDITIONS_.._.. - - -- - ._... -
4.
GROUNDWATER - - -- -- .._.._.__.
5
REGIONAL GEOLOGY. -- -
5
LOCAL GEOLOGY - --
5
'
GEOLOGIC HAZARDS - -
6
Primary--------------------------------------------------------------------------------------------
6
' Secondary-----------------------------------------------------------------------------------------
7
Non -Seismic -
7
CONCLUSIONS AND DISCUSSIONS -
8
8
' SITE DEVELOPMENT AND 6RADIN6
9
9
Site Development - Grading --------------------------------------------------------------
9
Site Development - General--------------------------------------------------------------
10
'
Excavations--------------------------------------------------------------------------------------
12
TrafficAreas------------------------------------------------------------------------------------
12
' Utility Trenches--------------------------------------------------------------------------------
13
STRUCTURES-------------------------------------------------------------------------------------------
13
Foundations--------------------------------------------------------------------------------------
13
' Slabs-on-Grade---------------------------------------------------------------------------------
14
Settlement Considerations ----------------------------------------------------------------
15
.'
Frictional and Lateral Coefficients---------------------------------------------------
15
SlopeStability----------------------------------------------------------------------------------
16
Expansion-----------------------------------------------------------------------------------------
16
Additional Services---------------------------------------------------------------------------
16
LIMITATIONS AND UNIFORMITY OF CONDITIONS --------------------------------
17
REFERENCES---------------------------------------------------------------------------------------------
19
APPENDIX A
Site and Vicinity Map
'
Logs of Borings
' APPEND IX B
Summary of Test Results
_ Table 29-A
APPENDIX C
Standard Grading Specifications
' BUENA ENGINEERS, INC.
November 1, 1989 -1- B7 -1796-p
1
' 89-10-835
' INTRODUCTION
This Geotechnical Engineering Report has been prepared for the three (3)
' proposed single-family residences to be located in La Quinta, California.
A. It is proposed to construct the residence on Lot 2 of Block 145 of the
' existing Santa Carmelita Unit 015 in La Quinta, California.
' B. Structural considerations for residential column loads of up to 20
kips and a maximum Mall loading of 2.0 kips per linear foot were
used as a basis for recommendations as provided herein. These are
estimated values since we did not have foundation plans available at
the time of production of this report.
C. All loading is assumed to be dead plus reasonable live load
ID. If the actual loading exceeds the assumed loading the recommendations
provided herein grill need to be reevaluated.
' PURPOSE AND SCOPE OF WORK
' The purpose of our services was to. evaluate the site soil conditions, and to
provide ,conclusions and recommendations relative to the site and the
' proposed development. The scope of work includes the following:
A. A general reconnaissance of the site.
B.s -drilling.
Shal l o,rr subsurface ace expl or ate on by
' C. Laboratory testing of selected soil samples obtained from the
exploratory borings drilled for this project.
' D. Review of selected technical literature pertaining to the site.
' E. Evaluation of field and laboratory data relative to soil conditions.
F. Engineering analysis of the data obtained from. the exploration and
' testing programs.
' G. A summary of our findings and recommendations in written report.
BUENA ENGINEERS, INC.
November 1, 1989
-2-
B7-1796-P1
89-10-835
Contained in This Report Are:
A. Discussions on regional and local geoiogic and soil conditions.
B. Graphic and/or tabulated results of laboratory tests and field studies.
C. Discussions and recommendations relative to allowable foundation
bearing capacity, recommendations for foundation design, estimated
total and differential settlements, lateral earth pressures and site
grading criteria.
Not Contained in This Report:
A. This report does not address the potential presence of hazardous
materials in any manner.
SITE DESCRIPTION
The proposed residence is to be located in the existing Santa Carmalita Unit
115 in La Ouinta, California. Lot 2 is on the west side of Avenida Nartinez,
one (1) lot south of Calle (Nogales.
A. The Lot is fairly level throughout.
B. The Lot is vacant with sparse short grass, greeds and debris
C. The streets are paved throughout the Tract and there are existing
utilities along the streets and property lines.
D. There are existing residences throughout the Tract including directly^
gest of Lot 2.
BUENA ENGINEERS, INC.
November 1, 1989 -3- B7 -1796-P 1
69-10-835
FIELD EXPLORATION
An exploratory boring was drilled for observing the soil profile and
obtaining samples for further analysis.
A. The boring was drilled for soil profiling and sampling to a maximum
depth of twenty (20) feet below the existing ground surface. The boring
was drilled on October 5, 1989, using an eight (6) inch diameter
hollow -stern auger powered by a CME 45-8 drilling rig. The
approximate boring location as indicated on the attached plan in
Appendix A, was determined by pacing and sighting from existing
streets and topographic features. The boring location should be
considered accurate only to the degree implied by the method used.
B. Samples were secured within the borings with a two and one-half (2.5)
inch diameter ring sampler (ASTM D 3550, shoe similar to ASTM D
1566). The samples were obtained by driving the sampler with a one
hundred forty (140) pound hammer, dropping thirty (30) inches. The
number of blows required to drive the sampler one foot was recorded.
Recovered soil samples were sealed in containers and returned to the
laboratory for further classification and testing.
C. Bulk disturbed samples of the soils were obtained from cuttings
developed during excavation of the test borings. The bulk samples were
secured for classification purposes and represent a mixture of soils
within the noted depths.
D. The final logs represent our interpretation of the contents of the field
logs, and the results of the laboratory observations and tests of the
field samples. The final logs are included in the appendix A of this
report. The stratification lines represent the approximate boundaries
between soil types although the transitions may be gradual.
LABORATORY TESTING
After a visual and tactile classification in the field, samples were returned
to the laboratory, classifications were checked, and a testing program was
established.
A. Samples were reviewed along with field logs to determine which would
' be further analyzed. Those chosen were considered as representative of
soil which would be exposed and/or used in grading and those deemed
' within building influence.
BUENA ENGINEERS, INC.
tNovember 1, 1989 -4- B7 -1796-P 1
' 69-10-835
1
B. The relative .strength characteristics of the subsurface soils were
' determined from the results of direct shear tests. Specimens were
placed in contact with water at least twenty-four (24) hours before
' testing, and were then sheared under normal loads ranging from 0.5 to
2.0 KSF.
' C. Classification tests consisted of: Expansion Index . (UBC Standard No.
29-2), Maximum Density -Optimum Moisture (ASTM D 1557), and
Hydrometer Analysis (California Test Method 203).
' D. Refer to Appendix B for tabular and graphic representation at the teat
results.
SOiL CONDITIONS
As determined by the borings, site soils were found to consist primarily of
fine to coarse sands with gravel. The boring log in Appendix A contains a
rnore detailed description of the soils encountered.
' A. Blowcounts indicate that the soils are fairly loose near the surface but
quite firm below three (3) feet with in-place density generally
' increasing with depth.
B. The soils were found to be very dry throughout.
C. Scattered gravel and cobbles were encountered throughout the depth of
the boring.
D. Clayand silt contents of the majority of the site s
) y to soil_ exhibit law
' plasticity. Expansion tests indicate soils to be in the "very low"
expansion categoryin accordance with Table 29-A in Appendix B of this
report. Refer to section F of the structures section for specific
' explanations and requirements dealing with expansive soil.
E. Soils should be readily cut by normal grading equipment.
IBUENA ENGINEERS INC.
November 1, 1989 -5- 87-1796-P 1
P9=10-835
GROUNDWATER
Free groundwater was not encountered in any of the borings; however, local
information indicates the groundwater level is in excess of one hundred
(100) feet. Fluctuations in groundwater levels may occur due to variations
in rainfall, temperature and other factors.
REGIONAL GEOLOGY
The project site is located in the western Coachella Valley near the base of
the Santa Rosa Mountains, east of Indio Mountain. The Coachella Valley is
part of the tectonically active Salton Basin. This basin is a closed,
inter6ally draining trough that has been filled with a complex series of
continental clastic materials during Pleistocene and Holocene time (Van de
Camp, 1973).
The Sari Andreas rift zone dominates the geology of the Coachella Valley.
The Banning and Mission Creek faults, which are parts of the San Andreas
system are responsible for earthquakes recently felt in the Coachella
Val Ieq. Other regional faults, that have produced events felt in the Coachella
Valley are the San Jacinto, Imperial and Elsinore faults (see figures 1 ("'X' 2).
Based upon the historical and prehistorical record, the Coachella Valley
' segment of the San Andreas fault system is likely to generate a magnitude
seven (7.0) or greater earthquake within the next fifty (50) years. The
potential for a magnitude seven (7.0) earthquake within the next fifty (50)
' years is estimated by Seih (1985) as "High' (50%-90%).
' LOCAL GEOLOGY
The proposed residence is to be located west of Avenida Martinez, south of
' Calle Nogales in the La Quinta Cove area of Riverside County. Lithogolic
units observed on-site consist of quaternary alluvium deposits.
' The project site is located approximately eight and
seven tenths (8.7) of a --
mile southwest of the San Andreas Fault Zone. Figure 3 shows the project
site in relation to the local geology.
' BUENA ENGINEERS, INC.
*
uo 11r- —
Base map of southern California region with major faults *
ti ilem a et al (1973) ,
S3•
32•
`L
R
- -Bishop N.
1 x
1.\Lone Pine \
1
° Tu/ore `
1946 (6.3)
oChino Lok
Bakersfield.
1952(7.7,6.4,6.1,6.1) °Baker
ojove 1947(6.2) _—
°Soma Morio
°Bors/ow \
_ _----Gormcn % \
—'—Sonfo1rO—'-Goro
Po/mdale
1941(6.0)
1925( 3) \ 1971 (6.4)
°San Bernardino
o -- Los Ange/e o 1948 (6.5)
1913(6. ! ° i; in °
19 (6.3)1937
\ 1954(6.2)
o +
1968 (6.4) Borrego j
\ grow/ey
\v\ 1942(6.5)`\ ° 1940(6.7)
1915 (6/4 6 1/4
Son Diego Yumc
/.lex co/i
1934 (6.5) 1934 (7.1)
69i5-(7 I J
1935(6.0)
0. /00 Miles Ensenodo 1956(6.8,6.1,6.3,6.4}
0 /00 200 Kms. I/ 1940(6.01
1954 (6.3 6.0) * 1966(6.3• ); /
Earth Quakes of magnitude 5.9 and
greater in the Southern California
Region, 1912 — 1972 (including the
North Palm Springs -Earthquake).
From Hileman et al (1973)
November 1, 1989 -6- B7 -1796-P 1
89-10-835
' GEOLOGIC HAZARDS
' A. Primary Seismic Hazards:
Primary seismic geologic hazards that may affect any property in the
' seismically active southern California region include ground rupture
and strong ground motion.
' 1. Fault Rupture:
a. The project site is not located in any Alquist-Priolo special
' study zones. Nor are any faults mapped through or adjacent to
the project area. At the time of drilling no surface
expression of faulting was observed.
b. Fault rupture would most likely occur along previously
ly
established traces. However, fault rupture may occur at other
' locations not previously mapped.
t2. Ground Shaking:
a. Strong ground motion -is the seismic hazard most likely to
' affect the site during the life of the intended structures.
Using methods developed by Seed and 1driss (1982) and
Ploessel & Slosson (1974), the following table was compiled
' for anticipated accelerations which may be experienced
during an earthquake at the project site.
' TABLE 1
Esti mated
Maxi rnum Maxi rnum Repeatable Approximate
' Design* Acceleration Acceleration Ground Distance to
Fault Earthquake in Rock ° i n Soil **' Accelerations Proiect Site
' San Andreas 7.5 .43g .39g .25g 6.7rni
Richter Magnitude
# Deep Cohesionless Soils
' b. Because of the sedimentary nature of the soils on site,
ate,
' ground shaking characteristics are expected to include low
frequency vibration with relatively high amplitudes_
Duration of shaking could be from fifteen (15) to thirty-six
' (36) seconds. The project area is mapped in Ground Shaking
Zone III B (thick alluvium and soft sediments) as designated
by the County of Riverside, California. Ground Shaking Zones
are based on distance from caustive faults and soil types.
BUENA ENGINEERS, INC.
November 1, 1989 -7- 67-1796-P 1
89-10-835
' B. Secondary Seismic Hazards:
Secondary seismic geologic hazards that may affect the project site
' area include subsidence, liquefaction and ground lurching.
1. Subsidence, whether seismically related or not, is considered a
' potential hazard in this area. Historic records report significant'
episodes of subsidence in the La Qui nta area due to seismic forces
and/or heavy rain fall and flooding.
' 2. Liquefaction is the loss of strength of saturated cohesionless
soils generally from seismic shaking. In order for liquefaction to
toccur, three principal conditions must be present. First, the soils
must have relative densities below seventy (70) percent; second,
' the water table - perched or otherwise - must be within the upper
fifty (50) feet of soils; and third, the soils must have a
predominant grain size range between 0.5 rpm and 0.01 rpm. Other
' criteria that identify susceptibility to liquefaction are a
uniformity coefficient between two (2) and ten (10) and ten (10)
percent passing between .01 rnm and .25 mm, (Hunt, Geotechnical
' Engineering Investigation Manual, McGraw-Hill Book Co., 1984).
When any of these conditions or criteria are not satisfied,
tliquefaction is not considered a possibiltity.
3. No freewater was encountered in our exploratory borings
' indicating that liquefaction is unlikely. Also, the project is not
located within the Riverside County Liquefaction Study Zone.
' 4. Ground lurching is generally associated with fault rupture and
liquefaction. Because of the distance of the project site to the
San Andreas fault system, the possibility of ground lurching
' affecting the site is considered low.
' C. Kaon -Seismic Hazards:
Other geologic hazards that could affect the project site include
landslides, flooding and erosion.
1. No evidence of past landsliding was observed at the site nor are
any known landslides mapped in or around the project site. -the
subject property is not at the immediate base of any steep hills
and is located on relatively gently sloping ground.
1
' BUENA ENGINEERS INC.
11
November 1, 1989
-8-
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2. Flooding and erosion are always a consideration in arid regions.
The properties flat topography suggests this is an area of
deposition. Increased erosion, either fluvial or aeolian, may occur
as a result of construction activity.
CONCLUSIONS AND DISCUSSIONS
' Based on a review of a selected technical literature and site investigations;
it is our opinion that the site is suitable for the intended development'
provided it is designed around the noted geologic hazards. The following i s
' a summary of our conclusions and professional opinions based on the data
obtained.
A. The primary geologic hazard relative to site development is severe
ground shaking from earthquakes originating on nearby faults. The site
is located in Southern California which is an active seismic area. in
our opinion, a major sei smic event originating on the San Andreas fault
zone would be the most likely cause of significant earthquake actvity
at the site within the estimated design life of the `proposed
development.
B. Subsidence, whether seismically related or not, is considered a
potential hazard. Adherence to the grading recommendations contained
in this report is necessary to limit differential settlements and
subsidence.
C. Areas of alluvial soils may be susceptible to fluvial erosion processes.
Preventative measures to minimize seasonal flooding should be
incorporated into site grading. Disturbances of native ground cover
should be minimized.
D. Other hazards including liquefaction, lunching, sieching and tsunamis
are considered low to negligible.
E. It is our opinion that the upper native soil will not provide
uniform support for the proposed structures without the
recommended sitework. To decrease the potential for settlement
and to provide a more uniform and firm bearing support for the
proposed structures, we recommend constructing recompacted soil
mats beneath all foundations and slabs -on -grade. .
F. it is recommended that, at - minimum, any permanent structure
constructed on the site be designed to accommodate expected
repeatable ground acceler ations in the range of .25g for a duration of up
to thirty-six (36) seconds.
BUENA ENGINEERS, INC.
' November 1, 1989 -9- 67-1796-P 1
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1
G. Adherence to the following development recommendations is necessary
' to mitigate potential earth movement problems due to seismic forces,
heavy rainfall and flooding.
SITE DEVELOPMENT AND GRADING
Prior- to any construction operations, areas to be graded should be cleaned of
' vegetation and other deleterious materials. Appendix C, "Standard Grading
Specifications" contains specific suggestions for removal and disposal of
deleterious substances and, as such, forms a part of these Site Development
' and Grading Recommendations.
' A. Site Development - Gradinq
Site grading should be visually checked by Buena Engineers, Inc., or
' their representative prior to placement of fill. Local variations in soil
conditions may warrant increasing the depth of recompaction and/or
overexcavation.
' 1. Field data and laboratory testin9 indicate that the surface soils
are fairly loose and dry. Therefore, recompaction of the bearing
' soils is recommended.
2. To control differential settlement and to produce a more uniform
' bearing condition, foundations should bear on compacted soils.
Compaction is to be verified by testing.
3. In order to help minimize potential settlement problems
associated with structures supported on a non-uniform thickness
' of compacted fill, Buena Engineers, Inc. should be consulted for
site grading recommendations relative to backfilling large and/or
deep depressions resulting from site clearing. In general, all
' proposed construction should be supported by a uniform thickness
of compacted soil. =
t
' BUENA ENGINEERS, INC.
November 1, 1989 -10- 67-1796-P 1
89-10-835
4. Building areas should be heavily watered so that near optimum
moisture is obtained to a depth of three (3) feet below original
grade or the bottom of footings, whichever is greater. The
surface should be compacted so at least ninety (90) percent of
maximum density is obtained to a depth of two (2) feet below
original grade or the bottom of footings, whichever is greater. Fill
material shouid then be placed in thin layers at near optimum
moisture and compacted to at least ninety (90) percent of
maximum density. The intent is to have at least tato (2)
feet of soil compacted to a minimum of ninety (90)
percent of maximum density compose . the building pad
beneath the footings_
5. These grading requirements apply to building areas and at least
five (5) feet beyond building limits.
6. Auxiliary structures including freestanding or retaining walls
shall have the existing soils beneath the structure processed as
per Items four (4) and five (5) above. The grading requirements
apply to three (3) feet beyond the face of walls. If we are allowed
to review plans for auxiliary structures, this requirement may be
modified.
7. It is anticipated that during grading, a loss of approximately one
tenth (1) of a foot due to stripping, and a shrinkage factor of
about ten (10) to fifteen (15) percent for the upper three (3) feet
of soil, may be used for quantity calculations. This is based on
compactive effort needed to produce an average degree of
compaction of approximately.ninety-three (93) to ninety-four (94)
percent and may vary depending on contractor methods.
Subsidence is estimated between two-tenths (2) to three -tenths
(3) of a foot.
B. Site Development - General
' 1. The following 'general' requirements listed in this section are
superceded by the recommendations in the 'Grading' Section A.
above.
1 2. Previously removed soils, once cleaned of rocks larger than eight
9 9
(8) inches in greatest dimension, and other deleterious material,
' may be placed in thin layers and mechanically compacted back to
finish grade.
BUENA ENGINEERS, INC.
November 1, 1939
67-1796-P1
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' 3. Import soil used to raise site grades should be equal to or better
.than on-site soil in strength, expansion, and compressibility
' characteristics. Import soil may be prequalified by Buena
Engineers, Inc. Comments on the characteristics of import will be
given after the material is on the project, either in-place or in
' stockpiles of adequate quantity to complete the project.
' 4. Fill and backfill should be compacted to the minimum of ninety
(90) percent of maximum dry density obtained by the ASTM D 1557
test method.
5. Areas around the structures should be graded so that drainage is
positive and away from the structures. Gutters and down spouts
should be considered as a way to convey water out of the
foundation area. Water should not be allowed to pond on or near
pavement sections.
6. Added moisture within previously compacted fill could result in a
number of reactions at the surface depending upon the amount of
moisture increase, the in-place density of the soil, in-situ
moisture content and soil type. Although the soil could in reality
be expanding, collapsing, moving. laterally due to the phenomenon
"creep", the result is usually movement and will most likely
manifest itself visually in structural slabs and street areas as
cracks, (horizontal, lateral and vertical displacement).
7. The apparent cure to the problem is to not introduce excess
moisture into fill material once in place. To help minimize
increased moisture into the fill material, site drainage and
landscape is critical. Site drainage should be in the form of roof
gutter, concrete brow ditcher, ribbon gutters and gutters, storm
drain and other drainage devices. Landscaping should be such that
water is not allowed to pond. Additionally, care should be taken so
as not to over water landscaped areas.
6. Failure to control increase in moisture content to compacted fill=
could result in settlement which could compound the problem by
rupturing water lines or -...other services and/or utilities, thus
introducing additional moisture into the underlying soil.
BUENA ENGINEERS, INC
November 1, 1989 -12- B7 -1796-P 1
89-10-835
9. The Recommended Grading Specifications included in Appendix C
' are general guidelines only and should not be included
directly into project specifications without first incorporating
the site specific recommendations contained in the Site
Development - Grading section of this report. Chapter 70 of the
Uniform Building Code contains specific considerations for grading
' and is considered a part of these General Guidelines.
10. It is recommended that Buena Engineers, Inc., be retained to
' provide soil engineering services during construction of the
grading, excavation, and foundation phases of the work. This is to
observe compliance with the design concepts, specifications or
' recommendations and to allow design changes in the event that
subsurface conditions differ from those anticipated prior to start
of construction.
C. Excavations
t1: All excavations should be made in accordance with applicable
regulations. From our site exploration and knowledge of general
' area, we feel there is a potential for construction problems
involving caving of relatively deep site excavations (i.e. utilities,
etc.) Where such situations are encountered, lateral bracing or
tappropriate cut slopes should be provided.
' 2. No surcharge loads should be allowed within a horizontal distance
measured from the top of the excavation slope, equal to the depth
of the excavation.
D. Traffic areas
' 1. Streets should be provided with one (1) foot of subgrade
compacted to ninety (90) percent of maximum density.
' 2. On-site parking should be provided with one (1) foot of subgrade
compacted to ninety (90) percent of maximum density.
' 3. Final preparation of subgrade will depend on paving section
designs.
BUENA ENGINEERS, INC.
. November 1, 1989 -13- 87-1796-P 1
89-10-835
' E. Utility Trenches
1. Backfill of utilities within road right-of-way should be placed in
' strict conformance with the requirements of the governing agency
(dater District, Road Department, etc.').
' 2. Utility trench backfill within private property should be placed in
strict provisions of this report relating to minimum compaction
standards. In general, service lines extending inside of property
may be backfilled with native soils compacted to a minimum of
ninety (90) percent of maximum density.
3. Backfill operations should be observed and tested by buena
Engineers, 'Inc., to monitor compliance with these
' recommendations.
STRUCTURES
' Based upon the results of this evaluation, it is our opinion that structure
foundation can be supported by compacted soils placed as recommended
above.. The recomendations that follow are based on "very low" expansion
category soils.
M A. Foundations
it is anticipated that foundations will be placed on firm compacted
soils as recommended elsewhere in this.report. The recommendations
that follow are based on "very low" expansion category soils.
1. Table 29-A gives specific recommendations for width, depth and
reinforcing. Other structural consideration may be more stringent
and would govern in any case. A minimum footing depth of twelve
(12) inches below lowest adjacent finish grade for one (1) story
structures and eighteen (18) inches for two (2) story structures
should be maintained.
2. Conventional Foundations:
Estimated bearing values are given below for foundations on
recompacted soils, assuming fill import (if required) to be equal
to or better than site soils:
BUENA ENGINEERS, INC.
November 1, 1959 -14- 67-1796-13 1
39-10-535
' a. Continuous foundations of one (1) foot wide and twelve (12)
inches below grade:
i. 1800 psf for dead plus reasonable live loads.
' ii. 2400 psf for wind and seismic considerations.
b. isolated pad foundations 2' x 2' and bottomed twelve (12)
inches below grade:
' i. 2000 psf for dead plus reasonable live Ioads.
ii. 2650 psf for wind and seismic considerations.
' 3. Allowable increases of 200 psf per one (1) foot of additional
footing width and 300 psf for each additional six (6) inches of
footing depth may be used. The maximum allowable bearing will
be 2500 pcf.
' 4. Although footing reinforcement may not be required per Table 29-
4; one (1) number four (#4) rebar at top and bottom of footings
should be considered in order to span surface imperfections. Other
' requirements that are more stringent due to structural loads will
govern.
5. Soils beneath footings and slabs should be premoistened prior to
placing concrete.
' 6. Lateral loads may be resisted by soil friction on floor slabs and
foundations and by passive resistance of the soils acting on
' foundation stem walls. Lateral capacity is based partially on the
assumption that any required backfill adjacent to foundations and
grade beams is properly compacted.
' 7. Foundation excavations should be visually y observed b the soil
engineer during excavation and prior to placement of reinforcing
' steel or concrete. Local variations in conditions may warrant
deepening of footings.
' 8. Allowable bearing values are net (weight of footing and soil
surcharge may be neglected) and are applicable for dead plus
' reasonable live loads.
B. Slabs -on -Grade
1. Concrete slabs -on -grade should be supported by compacted
' structural fill placed in accordance with applicable sections of
this report.
BUENA ENGINEERS, INC.
!. November 1, 1959 -15- 137-1796-13 1
89-10-535
2. in areas of moisture sensitive floor coverings, an appropriate
' vapor barrier should be installed in order to minimize vapor
transmission from the subgrade soil to the slab. The membrane
should be covered with two (2) inches of sand to help protect it
' during construction. The sand should be lightly moistened just
prior to placing the concrete.
' 3. Reinforcement of slab -on -grade is contingent upon the structural
engineers recommendations and the expansion index of the
' supporting soil. Since the mixing of fill soil with native soil could
change the expansion index, additional tests should be conducted
during rough grading to determine the expansion index of the
' subgrade soil. Also, due to the high temperature differential
endemic to desert areas, large concrete slabs on grade are
' susceptible to tension cracks. As a minimum, we recommend that
all interior concrete slabs -on -grade be reinforced with 6" x 6" /
*i0 x 010 welded wire fabric. Additional reinforcement due to
' the expansion index of the site soil should be provided as
recommended in section F below. Additional reinforcement rnag
also be required by the structural engineer.
4. It is recommended that the proposed perimeter slabs (sidewalks,
patios, etc.) be designed relatively independent of foundation
' sterns (free-floating) to help mitigate cracking due to foundation
settlement and/or expansion.
' C. Settlement Considerations
'
I. Maximum estimated settlement, based on footings founded on firm
soils as recommended, should be less than one (1) inch.
Differential settlement between exterior and interior bearing
tmembers should be less than one-half (1/2) inch.
2. The majority of settlement should occur during construction.
D. Frictional and Lateral Coefficients
1 i. Resistance to lateral loading may be provided by friction acting on
the base of foundations, a coefficient of friction of .49 may be
used for dead load forces.
t 2. Passive resistance
acting on the sides of foundation steres (300
pcf, equivalent fluid weight), may be included for resistance to
lateral loads.
IBUENA ENGINEERS, INC.
November 1, 1989 -16- 67-1796-P 1
69-10-635
' 3. A one-third (113) increase in the quoted passive value may be used
for wind or seismic_ loads.
4. Passive resistance of soils against grade beams and the frictional
resistance between the floor slabs and the supporting soils may be
' combined in determining the total lateral resistance, however the
friction factor should be reduced to .33 of dead load forces.
5. For retaining walls backfilled with compacted native soil, it is
recommended that an equivalent fluid pressure of thirty-five (35)
pcf be used for well drained Ieve] backfill conditions.
' E. Slope Stabilitu
' Slope stability calculations were not performed due to the anticipated
minimal slope height (less than 5'). If slopes exceed five (5) feet,
' engineering calculations should be performed to substantiate the
stability of slopes steeper than 2 to 1. Fill slopes should be overfilled
and trimmed back to competent material.
' F. Expansion
' The design of foundations should be based on the weighted expansion
index (UBC Standard No. 29-2) of the soil. As stated in the soil
properties section, the expansion index of the majority of the on-site
soils are in the "very low" (0-20) classification. However, during site
preparation, if the soil is throughly mixed and additional fill is added,
' the expansion index may change. Therefore, the expansion index should
be evaluated after the site preparation has been completed, and the
final foundation design adjusted accordingly.
G. Additional Services
' This report is based on the assumption that an adequate program of
client consultation, construction monitoring and testing will be
performed during the final design and construction phases to check
' compliance with these recommendations. Naintain.ing Buena Engineers,
Inc., as the soil engi neeri'ng firm from beginning -to end of the project
' will help assure continuity of services. These test would be additional
services provided by our firm. The costs of these services are not
included in our present fee arrangements. The recommended tests and
' observations include, but are not necessarily limited to the following:
BUENA ENGINEERS, INC.
idovember 1, 1989 -17- 87-1796-P 1
89-10-635
1
1. Consultation during the final design stages of the project.
_ 2. Review of the building plans to observe that recommendations of
our report have been properly implemented into the design.
' 3. Observation and testing during site preparation, grading and
placement of engineered fill.
' 4. Consultation as required during construction.
LIMITATIONS AND UNIFORMITY OF CONDITIONS
' The analysis and recommendations submitted in this report are based in part
upon the data obtained from the boring performed on the Lot. The nature and
' extent of variations throughout the Lot may not become evident until
construction. If variations then appear evident, it will be necessary to
reevaluate the recommendations of this report.
Findings of this report are valid as of this date. However, changes in
conditions of a property can occur with passage of time whether they be due
to natural processes or works of man on this or adjacent properties. In
addition, ► hanges in applicable or appropriate standards occur whether they
result from legislation or broadening of knowledge. Accordingly, findings of
this report may be invalidated wholly or partially by changes outside our
control. Therefore, this report is subject to review and should not
be relied upon after a period of one (1) year_
In the event that any changes in the nature, design or location of the
building are planned, the conclusions and recommendations contained in this
report shall not be considered valid unless the changes are reviewed and
conclusions of this report modified or verified in writing.
This report is issued with the understanding that it is the responsibility
of the owner, or of his representative, to insure that the
information and recommendations contained herein are called to the
attention of the architect and engineers for the project and are
incorporated into the plans and specifications for the project. It is also
the owners responsibility, or his representative; to insure that the
necessary steps are taken to see that the general contractor and all
subcontractors carry out such recommendations in the field. It is
further understood that the owner or his representative is
responsible for submittal of this report to the appropriate
governing agencies_
BUENA ENGINEERS, INC.
. November 1, 1989 -18- B7- 1796-P 1
89-10-635
Buena Engineers, Inc., has prepared this report for the exclusive use of the
' client and authorized agents. This report has been prepared in accordance
frith generally accepted soil and foundation engineering practices. No other
warranties, either expressed or implied, are made as the professional
advice provided under the terms of this agreement, and included in the
report.
' It is recommended that Buena Engineers, Inc., be provided the opportunity
9 PP y
for a general review of final design and specifications in order that
' earthwork and foundation recommendations may be properly interpreted and
implemented in the design and specifications. If Buena Engineers, Inc., is
not accorded the privilege of making this recommended review, we can
' assume no responsibility for misinterpretation of our recommendations.
Our scope of services did not include any environmental assessment or
investigation to determine the presence of hazardous or toxic materials in
the soil, surface water, groundwater or air, on, below or around this site.
tPrior to purchase or development of this site, 'Pie suggest that an
environmental assessment be conducted which addresses environmental
' concerns.
' END OF TEXT
Appendices
BUENA ENGINEERS, INC.
November -1 , 1969
REFERENCES
87-1796-P1
89-10-835
1. Envi corn, Riverside County, 1976, Seismic Safety Element.
2. Greensfelder, Roger tiV., 1974, Maximum Credible Rock Accelerations
from Earthquakes in California, CDMG Map Sheet 23.
3. Ploessel, M. R. and Slosson, J. E., "Repeatable. High Ground Accelerations
from Earthquakes", 1974 California Geology, Vol. 27, No. 9, Pgs. 195-
199.
4. Seed; H. B. and Idriss, 1. M., 1962, Ground Notions and Soil Liquefaction
During Earthquakes.
5. Seih, Kerry, 1965, "Earthquake Potentials Along The San Andreas Fault",
Minutes of The National Earthquake Prediction Evaluation Council,
March 29-30, 1905, USES Open File Report 05-507.
BUENA ENGINEERS, INC.
B
APPENDIX A
Site and Vicinity Hap
Logs of Borings
BUENA ENGINEERS, INC.
S'S?DE SETBACK
-1
Y Y
< I L
5 <
O
4I _
O
Ic
S' SIDE "sETBACK
—y- DC" 00.0-w 100.00'
APPRoX»nR t3 ai 16 o ,,l 70 /
Q
w
A
z
S 2
TE
a
w
CALLE
3
NOGALES
a
W
i
a
Q
H
VX 3CW11 I'Y
MAP
(NOT TO SCALE)
0
rn
r
0
0
n
O
N
WI
O '
Z
Z
W
- . tin
0
Z
'r
O
o
Z
0
o
Depth (ft)
O
:e: • : ►• : : ::...: ::: _ _®. ..
Symbol
ore
y
Blows/ft
o
a
CD
0
= CO
CD
rh O
CD
s
rn
-
d .
n
<_
PO
CD M
0
O
m
Z
CD
N
N
d
7
L1
Unit
Dry Wt.
'
(pcf)
Moisture
(Percent)
Soil Type
Relative
Compaction
(Percent)
p O O
C,
V1 to
n
C7
O
Cr 07
N N
o
CT
Cr
rn
aCo
1+
P_
ra
CO o
O = CD
N •'O
M
1
CD
0. 0.
CD
N
A
POC" 't. 't.
Ot
;v
O
Cr
N
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A
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F+
CD
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N
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0
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0
n
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Z
Z
W
- . tin
0
Z
'r
O
Z
0
V
C^
APPENDIX B
Summary of Test Results
Table 19-A
BUENA ENGINEERS, INC.
November 1, 1989 0-1 67-1796-P 1
89-10-835
TEST RESULTS
BORING/DEPTH
1 @ 0-5'
USCS
SP
SOIL DESIGNATION
Al
MAYIMUN
DENSITY (pcf)
127.7
OPTIMUM MOISTURE 00
9.2
ANGLE OF INT. FRIC.
43.3°
COHESION (psf)
20
EXPANSION INDEX
6
GRAIN SIZE DISTRIBUTION (b)
GRAVEL
32.9
SAND
59.3
SILT
5.2
CLAY
2.6
SOIL DESCRIPTIONS:
Al- Brown tine to coarse
sand with gravel (SP)
BUENA ENGINEERS, INC
B7 -1796-P1
MOISTURE CONTENT IN PERCENT OF DRY WEIGHT
H
O
LL
_U
® 128
ccU
Lu
O
126
CL
z
124
z
W
c
D
6 8 10
METHOD OF COMPACTION
ASTM D-1557-75, METHOD A or .0
SOIL TYPE MAXIMUM DENSITY OPTIMUM MOISTURE
Al 127.7 pcf 9.2%
Boring 1 @ 0-5'
MAXIMUM DENSITY - OPTIMUM MOISTURE CURVES
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
B7 -1796-P1
4.0
N 3.5-
0
O0 3.0
U)
2.5
Y
U) 2.0
U)
W
F- 1.5
co
O
Z 1.0
0=
Q
= 0.5
0 /1
0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
NORMAL LOAD (KIPS / FOOT 2 )
DIRECT SHEAR DATA
Soil type: Al
Boring and depth: 1 @ 0-5'
Angle of internal. friction: 43:3°
Cohesion: 20 psf
® Samples remolded to 90% of maximum density
❑ Samples relatively undisturbed
TABLE NO, 29-A
MINIMUM FOUNDATION REQUIREMENTS #
0
.*Refer to next page for footnotes. (1) through (10)
Footings for Slab
do Raised Floor Systems (2) (5) (10)
Concrete Slabs
3S4" Minimum
Thickness
v
All Peri-
Interior foot-
Reinforce -
0
v Y
meter
ings for slab
ment for
Premoistening
Weighted
:4:'
s
Footings
and raised
continuous
control for soils
Piers under
Expansion
°
s
3
E-
(6)
floors (6)
footings
Reinforce-
Total
under footings,
raised floors
Index(3)
(8)
ment (4)
thickness
piers and slabs
Depth below natural
Eo
o
of sand
(5) (6)
Z
surface of ground
and finish grade
INCHES
0-20
1
6
12
6
12
12
None
6x6-
Moistening of
Piers allowed
Very Low
2
8
15
7
18
18
Required
10/10
ground prior to
for single
(Non -Ex-
3
10
18
8
24
24
WWF
2"
placing concrete
floor loads
pansive)
recommended
only
1
6
12
6
15
12
120% of optimum
2
8
15
7
18
1.8
moisture content
Piers allowed
21-50
3
10
18
8
24
24
1-//4 top
6x6-
to a depth of
fpr single
Low
and bottom
10/10
4"
21" below lowest
floor loads
WWF
adjacent grade.
only
Testing Required
1
6
12
6
21
12
1.44 top
6x6-
130% of optimum
2
8
12
8
21
18
and bottom
6/6 WWF
moisture content
51-90
3
10
15
8
24
24
or //3
to a depth of 27"
Piers not
Medium
@ 24" e.w.
4"
below lowest
allowed
adjacent grade.
ars 24" in ext, footing
and bent 3' into slab (9)
Testing Required
1
6
12
6
27
12
1-//5. top
6x6-
140% of optimum
2
8
12
8
27
18
and bottom
6/6 WWF
moisture content
91=130
3
10
15
8
27
24
or #3
to a depth of 33"
Piers not
High
@ 24" e.w.
4"
below lowest
allowed
adjacent grade.
113 ar 2411 in ext. footing
and bent 3' into slab (9)
Testing Required
Above 130
Very High
Special Design by Licensed Engineer/Architect
.*Refer to next page for footnotes. (1) through (10)
' FOOTNOTES TO TABLE 29-A
1. Pr_ernoistening is required where specified in Table 29-A in order to achieve
' maximum and uniform expansion of sails prior- to construction and thus limit
structural distress caused by uneven expansion and shrinkage. Other systems
which do not include premoistening may be approved by the Building Official
' when such altematives are shown to provide equivalent safeguards against
adverse eff ects of expensi ve sai Is.
2. Underfloor access crawl holes shall be provided rvith curbs extending not less
then six (6) inches ebo%ie adjacent grade to prevent surface water from
entering the foundation area.
3. Reinforcement for continuous foundations shall be placed not less then three
(3) inches above the bottom of the footings end not less than three (3) inches
below the top of the stem.
' 4. Reinforcement shell be placed at mid -depth of slab.
S. After premoistening, the specified moisture content of soils shall be
' maintained until concrete is placed. Required rnoiture content shall be
verified by an approved testing laboratory not more then twenty-four (24)
hours prior to placement of concrete.
' S. Cra - ?l spaces under raised floors need not be prernoistened except under_
interior footings. Interior footings which are not enclosed by a continuous
' perimeter foundation system or equivalent concrete or masonry moisture
barrier complying with UBC Section 2907 (b) shall be designed and
constructed a-, specified for perimeter footings in Table 29-A.
7 Ar_ - -
gode bean- not less than twelve (12) inchGS by twelve (12) inches in cross
section, reinforced as specified for continuous foundations in Table 29-A
' shall be provided at garage door openings.
' 8. Foundation stern walls which exceed a height of three (3) times the stern
thickness above lowest adjacent grade shall he reinforced in accordance with
Sections 2418 and 26 14 in the UBC or as required by engineering design,
' whichever is more restrictive.
9. Bent reinforcing bars between exterior footing and slab shall be omitted %.'?hen
floor is designed as an independent, "floating' slab.
10. Fireplace footings shell be reinforced with a horizonal grid located three (3)
' inches above the bottom of the footing end consisting of not less than number
four (*4) bars at twelve (12) inches on center each way. Vertical chimney
reinforcing bars shall be hooked under the grid.
t
IBUENA ENGINEERS, INC.
C
APPENDIX C
Standard Grading Specification,
BUENA ENGINEERS, INC.
' STANDARD GRADING SPECIFICATIONS
I PROJECT: SANTA CARMEL ITA. - UNIT 111 15, LOT 2, BLOCK 145
CLIENT: TOD DEVELOPMENT
1. These Standard Grading Specifications have been prepared for the
' exclusive use of our client for specific application to referenced
project in accordance with generally accepted soil and foundation
' engineering practices. No other warranty, expressed or implied, is
made.
2. These specifications shall be integrated with the Engineering Report
of which they are a part. Should conflicting statements be found
between these standard specifications and the itemized
' recommendations contained in the main body of the
engineering report, the latter shall govern.
' 3. Buena Engineers, Inc., referred to as the soil engineer, should be
retained to provide continuous soil engineering services during
' construction of the grading, excavation and foundation phases of the
work, This is to observe compliance with the design concepts,
specifications or recommendations and to allow design changes in the
' event that subsurface conditions differ from that anticipated prior to
start of construction.
' 4. The presence of our field representative will be for the purpose of
providing observation and field testing. Our work does not include
' supervision or direction of the actual work of the contractor, his
employees or agents. The contractor for this project should be so
advised. The contractor should also be informed that neither
' the presence of our field representative nor the observation
and testing by our firm shall excuse him in any way from"
defects discovered in his work. It is understood that our firm will
' not be responsible for job or site safety on this project. Job and site
safety will be the sole responsibility of the contractor.
BUENA ENGINEERS, INC.
I - C-2
5. if the contractor encounters subsurface conditions at the site that (a)
' are materially different from those indicated in the contract plans or
in specifications, or (b) could not have been reasonably anticipated as
' inherent in the work of the character provided in the contract, the
contractor shall immediately notify the owner verbally and in writing
within 24 hours. This notification shall be a condition precedent before
' any negotiations for "changed or differing site conditions" can proceed.
If the owner determines that conditions do materially so differ and
' cause an increase or decrease in the contractor's cost of, or the time
required for, performance of any part of the work under this contract,
then negotiations shall commence between owner and contractor to
' provide equitable adjustment to owner or contractor resulting
therefrom.
' 6. Whenever the words "supervision" .'inspection", or "control" appear
they shall mean periodic observation of the work and the taking of soil
tests as deemed necessary by the soil engineer for substantial
' compliance with plans, specifications and design concepts.
' 7. These specifications shall consist of clearing and grubbing, preparation
of land to be filled, filling of the land, spreading, compaction and
control of the fill, and subsidiary work necessary to. complete the
' grading of the filled areas to conform with the lines, grades and slopes
as shown on the accepted plans.
' C. The standard test used to define minimum densities of compaction
work shall be the ASTH Test Procedure D 1557. Densities shall be
expressed as a relative compaction in terms of the maximum density
obtained in the laboratory by the foregoing standard procedure.
9. Field density tests will be performed by the soil engineer during
grading operations. At least one (1) test shall be made for each five
'
hundred (500) cubic yards or fraction thereof placed with a minimum of
two (2) tests layer in isolated
per areas. Where sheepsfoot rollers are
used, the soil may be disturbed to a depth of several inches. Density
'
tests shall be taken in compacted material below the disturbed surface.
When these tests indicate that the density of any layer of fill=
or portion thereof is below the required density, the
'
particular layer or portion shall be reworked until the
required density has been obtained_
'
BUENA ENGINEERS, INC.
I - C-3
10. Earth -moving and working operations shall be controlled to prevent
' grater from running into excavated areas. Excess water shall be
promptly removed and the site kept dry. Fill material shall not be
' placed, spread or rolled during unfavorable weather conditions. When
the work is interrupted by. heavy rain, fill operations shall not be
resumed until field tests .by the soil engineer indicate that the
' moisture content and density of the fill are as previously specified.
11. Compaction shall be by sheepsfoot rollers, vibrating sheepsfoot rollers,
' multiple -wheel pneumatic -tired rollers or other types of acceptable
compacting rollers. Rollers shall be of such design that they will be
' able to compact the fill to the specified density. Rolling shall be
accomplished while the fill material is within the specified moisture
content range. Rolling of each layer shall be continuous over its entire
' area and the roller shall nuke sufficient trips to insure that the
required density has been obtained.
12. Existing structures, foundations, trash, debris, loose fill, trees (not
included in landscaping), roots, tree remains and other rubbish shall be
removed, piled or burned or otherwise disposed of so as to leave the
areas that have been disturbed with a neat and finished appearance free
' 15. dative soil free from organic material and other deleterious material
may be used as compacted fill, however, during grading operations the
soil engineer will re-examine the native soils for organic content.
' BUENA ENGINEERS, INC.
from debris. No burning shall be permitted in the area to be filled.
'
13. When fill material includes rock large r ocF.s will not be allowed to
nest and voids must be carefully filled with small stones or earth and
'
properly compacted. Rock larger than eight (5) inches in diameter will
not be permitted in the compacted fill without review as to location by
'
the soil engineer.
14. Organic matter shall be removed from the surface upon which the fill,
'
foundations or pavement sections are to be placed. The surface shall
then be plowed or scarified to a depth of at least eight (5) inches and
until the surface is free from ruts, hummocks or other uneven features
'
which would tend to prevent uniform Compaction by the equipment to be
used. Specific recommendations pertaining to stripping and minimum
'
depth of recompaction of native soils are presented in the main body of
the soil report.
' 15. dative soil free from organic material and other deleterious material
may be used as compacted fill, however, during grading operations the
soil engineer will re-examine the native soils for organic content.
' BUENA ENGINEERS, INC.
11
C-4
1
16. Imported material should be tested and reviewed by Buena Engineers,
' Inc., before being brought to the site. The materials used shall be free
from organic matter and other deleterious material.
17. Where fills are made on hillsides or exposed slope areas, greater than
ten (10) percent, horizontal tenches shall be cut into firm undisturbed
natural ground to provide a horizontal base so that each layer is placed
and compacted on a horizontal plane. The initial bench at the toe of the
fill shall be at least ten (10) feet in width on firm, undisturbed natural
ground at the elevation of the toe stake placed at the natural angle of
repose or design slope. The width and frequency of succeeding benches
will vary with the soil conditions and the steepness of slope.
18. The selected fill material siiall be placed in layers which, when
compacted, shall not exceed six (6) inches in thickness. Layers shall be
spread evenly and shall be thoroughly blade -mixed during spreading.
After each layer has been placed, mixed and spread evenly, it shall be
thoroughly compacted to a relative compaction of not less than ninety
(90) percent. The fill operation shall be continued in six (6) inch
compacted layers `
ayers, as specified above, until the fill has been brought to
the finished slopes and graded as shown on the accepted plans.
19. When the moisture content of the fill material is not sufficient to
achieve required compaction, water shall be added until the soils attain
a moisture content so that thorough bonding is achieved during the
compacting process. When the moisture content of the fill material is
excessive, the fill material shall be aerated by blading or other
satisfactory methods until the moisture content is reduced to an
acceptable content to achieve proper compaction.
20. Existing septic tanks and other underground storage tanks must be
removed from the site prior to commencement of building, grading or
fill operations. Underground tanks, including connecting drain fields and
ether lines, must be totally removed and the resulting depressions
properly reconstructed and filled. Depressions left from tree removal
shall also be properly filled and compacted.
BUENA ENGINEERS, INC.
r C-5
21. The methods for removal of subsurface irrigation and utility lines will
' depend on the depth and location of the line. One of the following
methods may be used: 1) Remove the pipe and compact the soil in the
' trench according to the applicable portions of these grading
recommendations, 2) The pipe shall be crushed in the trench. The trench
shall then be filled and compacted according to the applicable portions
' of these grading specifications, 3) Cap the ends of the line with
concrete to mitigate entrance of water. The length of the cap shall not
be less than five (5) feet. The concrete mix shall have a minimum
' shrinkage.
' 22. Abandoned water wells on -the site shall be capped according to the
requirements of the appropriate regulatory agency. The strength of the
cap shall be at least equal to the adjacent soils. The final elevation of
' the top of the well casing must be a minimum of thirty-six (36) inches
below adjacent grade prior to grading or fill operations. Structure
foundations should not be placed over the capped well.
t
' BUENA ENGINEERS, INC.
Title 24 Report for:
TOD DEVEIOPMENT COMPANY
LA QUINTA SINGLE FAMILY
LA QUINTA, CALIFORNIA
90039M
Revised:
April 6, 1990
These plans and calculations comply substantially with the 1988
California Energy Commission Regulations for Residential Buildings,
Title 20 and Title 24.
RICHARD A. PRIMER Energy Management Engineering, Inc.
1910 E. Warner Avenue, Suite A
Santa Ana, Ca 92705
(714) 261-5704
[7
ORDER OF CONTENTS
1. Instructions for Compliance Documentation
2. CF -1R Forms (Certificates of Compliance)
3. MF1 Forms (Mandatory Measures Checklist)
4. Title 24 Lighting Requirements
• 5. Forms 3R (Construction Assemblies)
6. ,C -2R Forms (Computer Method Summary)
7. Heating and Cooling Calcs
•
•
INSTRUCTIONS FOR COMPLIANCE DOCUMENTATION
These calculations reflect the new 1988 Second Generation
Residential Energy Standards. Numerous changes have been
incorporated into the new procedures, including the
documentation which is required to be incorporated into the
plans. To minimize plan check and field problems, the
following information should be put on the plans:
1. CF -1R Form (Certificate of Compliance):
Each plan must have a CF -1R Form submitted with the calcs, as
well as on the drawings. The form, developed by the CEC,
summarizes the energy conservation features required for
compliance. The CF -1R Form is 3 pages per plan, the third page
being a signature page for owner, architect and energy
consultant to sign. Though all three sheets for each plan must
be submitted with the calcs, we recommend putting only one page
. for signatures on the plans. This reduces redundancy in
signing. Whether the plans must be wet signed or not will
vary depending on the building department.
2. MF -1R Form (Mandatory Measures Checklist):
This is a one page checklist of building features that are.
required of all residential buildings built in California.
These.must be on the plans as well as in the calcs.
3. A Heating and Cooling Load Summary must be provided. It has
been incorporated as the second page of the CF -1R.
4. The convention for Orientation description is as follows:
Direction
Azimuth
(Clockwise
Rotation)
Orientation
1: Front to
North
0
degrees
Orientation
2: Front to
East
90
degrees
Orientation
3: Front to
South
180
degrees
• Orientation
4: Front to
West
270
degrees
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1 R•
Project Title: LA QUINTA SF Date: 4/6/1990
Project Address: TOD DEV. CO.
LA QUINTA
Documentation Author: Building Permit #
Company: R. A. Palmer & Associates
Telephone: (714) 261-5704 Plan Check / Date
Compliance Method: MICROPAS3 by Enercomp, Inc. Field Check/ Date
Climate Zone: 15
MICROPAS3 v3.01 File-90039Ml2 Weather-CTZ15 Program -FORM CF -1 R
User#-MP0265 User -Richard A Palmer & Associates PLAN 1
GENERAL INFORMATION
Conditioned Floor Area:
1474
Building Type:
Single
Building Front Orientation:
All orientations
Number of Dwelling Units:
1
Number of Stories:
1
Floor Construction Type:
SlabOnGrade
Infiltration Control:
Standard
BUILDING SHELL INSULATION
Component
Insul
Thickness
Type
R -value
Location/Comments
SlabEdge
0
No Insul
SlabEdge
0
R-7 Equiv.
Wall
16
ext 1 in foam
Wall
11
garage
Roof
38
attic
THERMAL MASS
•
Location/Comments
kitchen
entry
bath
fireplace hearth
carpeted slab
kit counters & wainscot
WATER HEATING SYSTEMS
Tank
Capacity Manufacturer and Model # Energy
System Type (gal) (or approved equal) Credits
Storage Electric 38 AMERICAN EXR42 None
SPECIAL FEATURES/REMARKS
1' Layer foam board (R-5 Min) required at all exterior walls.
Heat Pump space heating and cooling (HSPF 6.6 Min, SEER 9.5 Min).
Electric water heater is modeled in Micropas compliance run.
Area
Thickness
Cvr R=Val
Type
(sf)
(in)
0 = Exposed
SlabOnGrade
145
3.5
0.0
SlabOnGrade
38
3.5
0.0
SlabOnGrade
39
3.5
0.0
SlabOnGrade
8
3.5
0.0
SlabOnGrade
1244
3.5
2.0
InteriorHorz
147
1.0
0.0
•
Location/Comments
kitchen
entry
bath
fireplace hearth
carpeted slab
kit counters & wainscot
WATER HEATING SYSTEMS
Tank
Capacity Manufacturer and Model # Energy
System Type (gal) (or approved equal) Credits
Storage Electric 38 AMERICAN EXR42 None
SPECIAL FEATURES/REMARKS
1' Layer foam board (R-5 Min) required at all exterior walls.
Heat Pump space heating and cooling (HSPF 6.6 Min, SEER 9.5 Min).
Electric water heater is modeled in Micropas compliance run.
•
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1 R
Project Title: LA QUINTA SF Date: 4/ 6/1990
Project Address: TOD DEV. CO. / LA QUINTA
MICROPAS3 v3.01 File-9003gMl2 Weather-CTZ15 Program -FORM CF -1 R
User#-MP0265 User -Richard A. Palmer & Associates PLAN 1
GLAZING
Glazing
Metal
Area
# of
Interior
Orientation
1.5
(sf) Panes
Shading
NOOK
Front
20
2
r.shade
BR1
Left
20
2
r.shade
BR2
Left
20
2
r.shade
MBR 1
Left
12
2
r.shade
MBR 2
Back
32
2
r.shade
MBA
Back
8
2
r.shade
SL DR
Back
40
2
r.shade
LIV 1
Back
30
2
r.shade
LIV 2
Right
15
2
r.shade
DIN 1
Right
25
2
r.shade
DIN 2
Right
9.8
1
none
KIT
Right
12
1
none
Exterior Framing
Shading Overhang Type
50% bug scrn
50% bug scm
50% bug scrn
50% bug scrn
50% bug scrn
50% bug scrn
50% bug scrn
50% bug scrn
50% bug scm
50% bug scrn
ASSUMED HVAC SYSTEMS
Assumed Duct
Assumed System Efficiency Location
HeatPump 6.6 Attic
Air Conditioner 9.5 Attic
ACTUAL HVAC SYSTEMS
HEATING LOAD: INDOOR UNIT: COOLING LOAD:
PLAN: 1
33996 BTUH STD LENNOX # CB18-65
53158 BTUH MAX HEAT 35000 BTUH 0 31 F
HSPF 7.20 (6.6 MIN)
1.5
Metal
1.5
Metal
1.5
Metal
1.5
Metal
1.5
Metal
1.5
Metal
7
Metal
7
Metal
1.5
Metal
1.5
Metal
1.5
Metal
1.5
Metal
Duct
R -value
5.0
5.0
OUTDOOR UNIT:
31551 SENS 0115 F LENNOX # HP19-511.
41016 BTUH TOTAL COOL 40100 BTUH 0 11 5F
3.42 TONS 10.20 SEER (9.50 MIN)
•
•
0
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R
Project Title: LA QUINTA SF Date: 4/ 6/1990
Project Address: TOD DEV. CO. / LA QUINTA
MICROPAS3 v3.01 File -90039M12 Weather-CTZ15 Program -FORM CF -1 R
User#-MP0265 User -Richard A. Palmer & Associates
COMPLIANCE STATEMENT
This certificate of compliance lists the building features and performance specifications needed
to comply with Tide 24, Chapter 2-53 and Title 20, Chapter 2, Subchapter 4. Article 1 of the
California Administrative code. This certificate has been signed by the individual with overall
design responsibility and the building owner, who shall retain a copy of it and transmit the
certificate to any subsequent purchaser of the building. When this certificate of compliance is
submitted for a single building plan to be built in multiple orientations, all building
conservation features which vary are indicated in the Special Features/Remarks section.
DESIGNER
Name:
Company: IVERSON WILKINSON
Address: 18002 SKYPARK CIRC.
IRVINE CA 92714
Phone: 714 4741044
License:
Signed:
Date:
DOCUMENTATION AUTHOR
Name: R. A PalmejL—
Company: Richar oc.
Address: 191 6t1
Phone:
Signed: ^
Date: v
OF lckoin' '
9Ik , l
Name: k
Company: TOD DEV. CO.
Address: 72-309 BLUERIDGE COURT
PALM DESERT CA 92260
Phone:
Signed:
Date:
Name:
Tide:
Agency:
Phone:
Signed:
Date:
ENFORCEMENT AGENCY
Mandatory Measures Checklist: Residential MF -1R
NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance
approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed
. on the Certificate of Compliance. When this checklist is incorporated into the permit documents, -the features noted shall
be considered by all parties as binding minimum component performance specifications for the mandatory measures
whether they are shown elsewhere in the documents or on this checklist only.
DESCRIP'T'ION
DESIGNER I ENFORCEMENT
Building Envelope Measures
I/
* §2-5352(a): Minimum ceiling insulation R-19 weighted average.
§2-5352(b):. Loose fill insulation manufacturer's labeled R -Value..
t/
b. Outside air intake with damper and control
•
* §2-5352(c): Minimum wall insulation in framed walls R-11 Weighted average (does not apply to.
exterior mass walls).
N/A
§2-5352(k): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor
transmission rate no greater than 2.0 perm/inch.
1 /
§2-5311: Insulation specified or installed meets California Energy Commission (CEC) quality
standards. Indicate type and form.
1/
§2-5352(f): Vapor barriers mandatory in Climate Zones 14 and 16 only.
§2-5352(8) and 2-5303: Space conditioning equipment sizing: attach calculations.
§2-5317: Infiltration/Exfiltration Controls
a. Doors and windows between conditioned and unconditioned spaces designed to limit air
leakage.
b. Doors and windows certified.
c. Doors and windows weatherstripped; all joints and penetrations caulked and sealed.
✓
N /A
§2-5352(e): Special infiltration barrier installed to comply with §2-5351 meets CEC quality
standards.
§2-5352(d): Installation of Fireplaces
1. Masonry and factory -built fireplaces have:
a. Tight fitting, closeable metal or glass door
b. Outside air intake with damper and control
•
c. Flue damper and control
2. No continuous burning gas pilots allowed.
HVAC and Plumbing System Measures
§2-5352(8) and 2-5303: Space conditioning equipment sizing: attach calculations.
t/
§2-5352(h) and 2-5315: Setback thermostat on all applicable heating systems.
✓
* §2-5316(a): Ducts constructed, installed and insulated per Chapter 10, 1976 UMC.
§2-5316(b): Exhaust systems have damper controls.
§2-5314(c): Gas-fired space heating equipment has intermittent ignition devices.
§2-5314: HVAC equipment, water heaters, showerheads and faucets certified by the CEC.
§2-5352(1): Water heater insulation blanket (R-12 or greater) or combined interior/exterior
✓
insulation (R-16 or greater); first 5 feet of pipes closest to tank insulated (R-3 or greater).
§2-5312(Exception 1): Pipe insulation on steam and steam condensate return & recirculating
piping.
§2-5318(d): Swimming Pool Heating
1. System has:
a. On/off switch on heater.
b. Weatherproof instruction plate on heater.
N/A
c. Plumbed to allow for solar.
2. 75 percent thermal efficiency.
3. Pool cover.
4. Time clock.
5. Directional water inlet.
Lighting and Appliance Measures
§2-53520): Lighting'- 25 lumens/watt or greater for general lighting in kitchens and bathrooms.
§2-5314(c): Gas fired appliances equipped with intermittent ignition devices.
t/
§2-5314(a): Refrigerators, refrigerator -freezers, freezers and fluorescent lamp ballasts certified
by the CEC. Indicate make and model number.
Foran Revised December 1987
TITLE 24 LIGHTING REQUIREMENTS
The standards require that GENERAL LIGHTING fixtures in Kitchens and
• Bathrooms have an efficacy of at least 25 lumens/watt. Because
fluorescent lamps are considerably more efficient than incandescent
lamps, fixtures for General Lighting will usually be fluorescent.
A
A must be f luorescent
A or one of B must befluorescent
luorescent
Kitchen Lighting Examples
One of C must be f luorescent
GENERAL LIGHTING is determined by the switch location. The general
lighting will be obtained from the luminaire whose switch is
positioned in the most readily accessible location by the entry to the
kitchen or bathroom.
A
B
C
A
A can be incandescent A must be fluorescent
B can be incandescent A or B nuw befluorescent
C can be incandescent
Bathroom Lighting Examples
Exception: If there. is only one fixture in.a bathroom, it is exempt
from the minimum efficiency requirements and may be incandescent.
There .is no limit on the amount of lighting installed in kitchens and
bathrooms, only a minimum luminaire efficiency' for the general
lighting.
B
Proposed Construction Assembly: Residential Form 3R
JLrc•;cct'ritle
Add.( -as
'relepM.ne
t):•:umentat N.n %ulhot
R-11 GAF,. GE WALL
.\.Icmhly \3mc
Sketch or Construction Assembly
! .
List of Construction Components
Date
OUOZI: ; =::mH •
Chu:.:: /Date
Agcncy t.sc Vnly
Assembly Type:
Floor
(check one)
X Wall
11.00
Ceiling/Roof
Fralning Material:
Wood
Framing Size:
2 x -
FramingSpacing:
16 " O.C.
Framing Percentage:
Wall: X 15% (16" o.c.)
7.
12% (24" O.C.)
(check one)
Floor/Ceiling: 10% 06" o.c.)
Wall Weight / sf:
(Packages only)
Inside Surface Air Film
Total Unadjusted R -Values:
7% (24" o.c.)
R -ti alue
Cavity(Rc) Frame(Rr)
0.60-
Outside Surface Air Film
),
STUCCO
11.00
R-11 INSULAIION
3.
BUILDING PAPER
4.
2 X 4 FRAMING
5.
"GYP
6.
7.
Inside Surface Air Film
Total Unadjusted R -Values:
7% (24" o.c.)
R -ti alue
Cavity(Rc) Frame(Rr)
0.60-
0.68 -
0.10
0.18
11.00
----
0.06
0.06
-___
3.46
0,A,5
0.45
0.68 0.68
13.05 5.51
Rc Rr
Framing Adjustment Calculation (if applicable):
x 1-1 /100 ) + ( 1/5-51 x 15/100 )
( 1/13.05 I/Rr Fr%/100
1/Rc 1-(Fr%/100) —
1lroL31 U -Value
owl
0.092
Total U -Value
10.83
Total R -Value
Proposed Construction Assembly: Residential Form 3IZ
Ibei"I -rwe Date r.
40. IV*jeC$
0.IV*jeee Add.eaa
R-13 2 -x It STUD WALL SoUint rnm;t.
Dwcwm"jzlww Aw1hw Tckplwnc
OWA* cd RV I Dale
STUCCO WALL WITH FOAM BOARD
AUeinMy Name Enf«cerncnt Atency Usc Only
JKetcb or Construction Assembly
List of Construction Components
Assembly Type:
Floc
(chock o-)
X Wall
R 13 INSULATION
;3.
Ceiling/Roof
4.
Framing Material:
Wood
FramingSize:
2 x 4
7.
FramingSpacing:
16 "o.t:.
Framing Percentage:
Watt . X
15%(16- or-)
(check one)
12% (24' ox-)
F1oor/Cciling:
10% (1b' ox-)
7% (24' ox.)
Wall Weight / sf:
(Packages only)
Inside'Surfacc Air Film
Total Unadjusted R -Values:
Framing Adjustment Calculation (if applicable):
_118.71 x 1=15/100 ) + ( 1:/ 9 .17
I/Rc : 1-(FrWlo()) I/Rr
R•Value
Cavi ty(R'c)
0.17
0.18
13.00.
0.06
0.45
4.17
0.68
19.54
Rc
X 15/100 ) _
Fr%/l00
1/rotai U -Value
Frame(Rc)
0.17
0..18
'0.06
3.46
0.45
4.17
0.68
10.00
Rt
0.062
Total U -Value
16.18
Total R -Value
Outside Surface Air FIm.
R 13 INSULATION
;3.
BUILDING .PAP'
4.
- 2 X 4 FRAMING -'
6.
1" LAYER FOAM BOARD -
7.
Inside'Surfacc Air Film
Total Unadjusted R -Values:
Framing Adjustment Calculation (if applicable):
_118.71 x 1=15/100 ) + ( 1:/ 9 .17
I/Rc : 1-(FrWlo()) I/Rr
R•Value
Cavi ty(R'c)
0.17
0.18
13.00.
0.06
0.45
4.17
0.68
19.54
Rc
X 15/100 ) _
Fr%/l00
1/rotai U -Value
Frame(Rc)
0.17
0..18
'0.06
3.46
0.45
4.17
0.68
10.00
Rt
0.062
Total U -Value
16.18
Total R -Value
•
•
COMPUTER METHOD SUMMARY Page 1 C -2R
Project Title.......... LA QUINTA SF- Date:........ 04/06/90
Project Address........ TOD DEV. CO. ---------------------
LA QUINTA I
Documentation Author...
Company ................ R.A. PAINER & ASSOCIATES
Telephone .............. (714) '261-5704
Compliance Method...... MICROPAS3 by Enercomp, Inc.
Climate Zone........... 15
Building Permit #
Plan Check / Date
Field Check/ Date
MICROPAS3 v3.01 File -90039M12 Weather-CTZ15 Program -FORM C -2R
User#-MP0265 User-R.A. PAINER & ASSOCIATES Run -PLAN 1/FRT TO EAST
=
MICROPAS3 ENERGY USE
----------------------------
SUMMARY
=
= Energy Use
Standard
Proposed
Compliance =
_ (kBtu/sf-yr)
-----------------------
-------------
Design
-------------------
Design
----------
argin
Margin-
---------- -
= Space Heating..........
7
7.88
5.76
2.12 =
= Space Cooling..........
51.62
41.97
9.65 =
= Water Heating..........
12.69
24.18
-11.49 =
=
Total 72.19
71.91
0.28 =
_
*** Building complies
re
l 0 : velwo v Z Rv ko CoxI
Conditioned Floor Area..... 1474 sf
Building Type.... .. Single Family Detached
Building Front Orientation. Front Facing 90 deg (E)
Number of Dwelling Units... 1
Number of Building Stories. 1
Weather Data Type.......... ReducedYear
Floor Construction Type.... Slab On Grade
Number of Building Zones... 1
Conditioned Volume......... 13708 cf
Footprint Area ............. 1474 sf
Slab -On -Grade Area......... 1474 sf
Glazing Percentage......... 16.5 % of FA
Average Ceiling Height..... 9.3 ft
BUILDING ZONE INFORMATION
Floor
Cond- Area
Zone Type itioned (sf)
----------------------------
HOUSE
Residence Yes 1474
Vent Special
Volume # of Thermostat Height Vent Area
(cf) Units Type (ft) (sf)
13708 1.00 Setback 2.0 n/a
C014PUTER METHOD SUMMARY Page 2 C -2R
Project Title.......... LA QUINTA SF Date... ... 04/06/
MICROPAS3 v3.01 File -90039M12 Weather-CTZ15 Program -FORM C -2R
User(#-MP0265 User-R.A. PALMER & ASSOCIATES Run -PLAN 1/FRT TO EAST
-------------------------------------------------------------------------------
OPAQUE SURFACES
Area
U- Insul
Act Solar Location/
Form 3
Surface
(sf)
------
value R-val
----- -----
Azmth Tilt Gains Comments
----- ---- ----- ----------------
Reference
------------
------------
HOUSE
3
Wall
196
0.062 R-16
90 90 Yes ext
4
Wall
520
0.062 R-16
180 90 Yes ext
5
Wall
214
0.062 R-16
270 90 Yes ext
6
Wall
479
0.062 R-16
360 90 Yes ext
7
Wall
243
0.092 R-11
90 90 No . garage
8
Roof
1474-0.030
R-38
0 0 Yes attic
PERIMETER LASSES
Length
----------------
F2 Insul
Surface
(ft) Factor R-val Location/Comments
--------------------- ----------------------
------------
HOUSE
1
SlabEdge 154 0.720
R-0 No Insul
2
S1abEdge 30 0.500
R-0 R-7 Equiv.
GLAZING SURFACES
----------------
SC
Interior
SC
Area
# of Frame
Open U- Act
Glass
Shade
Gls+
Surface
(sf)
Panes Type
--------
Type value Azmth Tilt
------ ----- ----- ----
Only
-----
Type -
----------
Shade
-----
-----------
HOUSE
-----
-----
1
Window
20
2 Metal
Slider 0.65 90 90
0.77
r.shade
0.22
2
Window
20
2 Metal
Slider 0.65 180 90
0.77
r.shade
0.22
3
Window
20
2 Metal
Slider 0.65 180 90
0.77
r.shade
.0.22
4
Window
12
2 Metal
Slider 0.65 180 90
0.77
r.shade
0.22
5
Window
32
2 Metal
Slider 0.65 270 90
0.77
r.shade
0.22
6
Window
8
2 Metal
Slider 0.65 270 90
0.77
r.shade
0.22
7
Door
40
2 Metal
Slider 0.65 270 90
0.77
r.shade
0.22
8
Window
30
2 Metal
Slider 0.65 270 90
0.77
r.shade
0.22
9
Window
15
2 Metal
Slider 0.65 360 90
0.77
r.shade
0.22
10
Window
25
2 Metal
Slider 0.65 .360 90
0.77
r.shade
0.22
11
Window
10
1 Metal
Slider 1.10 360 90
0.88
none
0.80
12
Window
12
1 Metal
Slider 1.10 360 90
0.88
none
0.80
OVERHANGS
Area Window Overhang Overhang
Surface
------
(sf) Height Length Height
------ -------- --------
-----------
HOUSE
1 Window
20 4.0 1.5
3.0
2 Window
20 4.0 1.5
4.0
3 Window
20 4.0 1.5
8.0
4 Window
12 4.0 1.5
8.0
5 Window
32 4.0 1.5
0.0
6 Window
8 2.0 1.5
0.0
COMPUTER METHOD SUMMARY Page 3 C -2R
Project Title.......... LA QUINTA SF Date........ 04/06/90
• MICROPAS3 v3.01 File -90039M12 Weather-CTZ15 Program -FORM C -2R
User#k-MP0265 User-R.A. PAINER & ASSOCIATES Run -PLAN 1/FRT TO EAST I
-------------------------------------------------------------------------------
•
OVERHANGS
EXTERIOR SHADING
----------------
Area Shading SC of
Surface (sf) Type Ext Shade
------------ ------ --------------- ---------
HOUSE
S1abOnGrade
Area
Window Overhang
Overhang
Surface
-----------
(sf)
------
Height
------
Length
--------
Height
--------
7
Door
40
6.7
7.0
0.0
8
Window
30
5.0
7.0
0.0
9
Window
15
5.0
1.5
4.0
10
Window
25
5.0
1.5
8.0
11
Window
10
2.5
1.5
4.0
12
Window
12
4.0
1.5
0.0
EXTERIOR SHADING
----------------
Area Shading SC of
Surface (sf) Type Ext Shade
------------ ------ --------------- ---------
HOUSE
S1abOnGrade
145
3.5
2
S1abOnGrade
1
Window
20
50%
bug
scrn
0.84
2
Window
20
50%
bug
scrn
0.84
3
Window
20
50%
bug
scrn
0.84
4
Window
12
50%
bug
scrn
0.84
5
Window
32
50%
bug
scrn
0.84
6
Window
8
50%
bug
scrn
0.84
7
Door
40
50%
bug
scrn
0.84
8
Window
30
50%
bug
scrn
0.84
9 -Window
15
50%
bug
scrn
0.84
10
Window
25
50%
bug
scrn
0.84
Area Thick
Mass Type (sf) (in)
ItU9 0 5
1
S1abOnGrade
145
3.5
2
S1abOnGrade
38
3.5
3
S1abOnGrade
39
3.5
4
S1abOnGrade
8
3.5
5
S1abOnGrade
1244
3.5
6
InteriorHorz
147
1.0
System Type
----------------
HOUSE
HeatPump
Air Conditioner
II EP19M MASS
Heat Conduct- Surface
Cap ivity R -value
------------ ------
Location/Comments
--------------------------
28.0
0.98
R-0.0
kitchen
28.0
0.98
R-0.0
entry
28.0
0.98
R-0.0
bath
28.0
0.98
R-0.0
fireplace hearth
28.0
0.98
R-2.0
carpeted slab
24.0
0.67
R-0.0
kit counters & wainscot
HVAC SYSTEMS
-----------
Minimum Duct Duct
Efficiency Location R -value
------------ ------------- -------
6.6 HSPF Attic R-5.0
9.50 SEER Attic R-5.0
Duct
Efficiency
0.828
0.818
COMPUTER METHOD SUMMARY Page 4 C -2R
Project Title.......... LA QUINTA SF Date........ 04/06/9
I MICROPAS3 v3.01 File -90039M12 Weather-CTZ15 Program -FORM C -2R
User#-MP0265 User-R.A. PAIMER & ASSOCIATES Run -PLAN 1/FRT TO EAST
-------------------------------------------------------------------------------
WATER HEATING SYSTEMS
---------------------
Capa- Pilot
System # of city Effic- Standby Input Size
Type Heaters (gal) iency Loss Rating (Btuh) Credits
---------- ------- ------- ----------- ------ ------------ -------- ----------
Storage
Electric 1 38 0.992 RE 0.92% 5 kW n/a NONE
SPECIAL FEATURES/REMARKS
------------------------
•
HEAT LOSS: SUM = 26151
STD OUTPUT CAP: SUM*1.3= * 33996
MAX OUTPUT CAP: (SUM+(10*FLOORAREA))*1.3= 53158
-or-, MAX= 45000 Btu/h (whichever is greater) 45000
--- SUMMARY OF HEATING AND COOLING LOADS ---
-- AS CALCULATED BY RICHARD A. PALMER & ASSOCIATES,INC. --
COOLING: FRONT TO NORTHWEST HEATING: @31F ODB
31551 BTUH SENS @115F ODB 26151 BTUH HEAT LOSS
41016 BTUH TOTAL 33996 BTUH STD CAP
3.42 TONS 431 SQ FT/TON 53158 BTUH MAX CAP
----PROPOSED EQUIPMENT SELECTION ----
INDOOR UNIT MAKE & MODEL NO: LENNOX # CB18-65
OUTDOOR UNIT MAKE & MODEL NO:
HEATING CAPACITY:
HSPF:
TOTAL COOLING CAPACITY:
SEASON ENERGY EFFICIENCY RATIO:
AIRFLOW:
LENNOX # HP19-511
35000 BTUH @ 31F
7.20 (6.6 MIN)
40100 BTUH @ 115F
10.20 SEER (9.50 MIN)
1600 CFM
* MINIMUM R5 INSULATION REQUIRED ON DUCT IN UNCONDITIONED SPACES
RICHARD A. PALMER & ASSOCIATES
PAGE 1
----
RESIDENTIAL CALCULATIONS
AREA
U -VALUE
TRANS.
(ASHRAE METHOD)
TOTAL
(sf)
DATE:
06 -Apr -90
Tosa =
31
(winter design db) JOB NO:
90039M
Tinside=
70
(winter) CLIENT:
TOD DEV. CO.
dTEMP =
39
(winter) PROJECT:
LA QUINTA SF
AC/HOUR=
0.9
(winter) LOCATION:
LA QUINTA
VOLUME =
13708
(cf) PLAN NO:
1
FRAMEWALL
1409
FLOOR AREA:
1474 sf
HEAT LOSS: SUM = 26151
STD OUTPUT CAP: SUM*1.3= * 33996
MAX OUTPUT CAP: (SUM+(10*FLOORAREA))*1.3= 53158
-or-, MAX= 45000 Btu/h (whichever is greater) 45000
--- SUMMARY OF HEATING AND COOLING LOADS ---
-- AS CALCULATED BY RICHARD A. PALMER & ASSOCIATES,INC. --
COOLING: FRONT TO NORTHWEST HEATING: @31F ODB
31551 BTUH SENS @115F ODB 26151 BTUH HEAT LOSS
41016 BTUH TOTAL 33996 BTUH STD CAP
3.42 TONS 431 SQ FT/TON 53158 BTUH MAX CAP
----PROPOSED EQUIPMENT SELECTION ----
INDOOR UNIT MAKE & MODEL NO: LENNOX # CB18-65
OUTDOOR UNIT MAKE & MODEL NO:
HEATING CAPACITY:
HSPF:
TOTAL COOLING CAPACITY:
SEASON ENERGY EFFICIENCY RATIO:
AIRFLOW:
LENNOX # HP19-511
35000 BTUH @ 31F
7.20 (6.6 MIN)
40100 BTUH @ 115F
10.20 SEER (9.50 MIN)
1600 CFM
* MINIMUM R5 INSULATION REQUIRED ON DUCT IN UNCONDITIONED SPACES
---- HEATING LOAD
----
ITEM
AREA
U -VALUE
TRANS.
INFILT.
TOTAL
(sf)
(Btu/h-
LOSS
LOSS
(Btu/h)
sf-F)
(Btu/h)
(Btu/h)
SLABEDGEI
154
0.72
4324
4324
SLABEDGE2
30
0.50
585
585
FRAMEWALL
1409
0.065
3572
3572
PARTFWALL
243
0.065
616
616
FIR O/GAR
0
0.047
0
0
EXP FIR
0
0.047
0
0
RAISE FIR
0
0.040
0
0
ATTIC Al
1474
0.03
1725
1725
ROOF R1
0
0.051
0
0
GLASSI
21.8
1.13
961
961
GIASS2
222
0.65
5628
5628
SKYLIGHTI
0
1.23
0
0
SKYLIGHT2
0
0.7
0
244
0
INFILT.
((ac/h)*(vol)*1.09*dT)/60
8741
8741
HEAT LOSS: SUM = 26151
STD OUTPUT CAP: SUM*1.3= * 33996
MAX OUTPUT CAP: (SUM+(10*FLOORAREA))*1.3= 53158
-or-, MAX= 45000 Btu/h (whichever is greater) 45000
--- SUMMARY OF HEATING AND COOLING LOADS ---
-- AS CALCULATED BY RICHARD A. PALMER & ASSOCIATES,INC. --
COOLING: FRONT TO NORTHWEST HEATING: @31F ODB
31551 BTUH SENS @115F ODB 26151 BTUH HEAT LOSS
41016 BTUH TOTAL 33996 BTUH STD CAP
3.42 TONS 431 SQ FT/TON 53158 BTUH MAX CAP
----PROPOSED EQUIPMENT SELECTION ----
INDOOR UNIT MAKE & MODEL NO: LENNOX # CB18-65
OUTDOOR UNIT MAKE & MODEL NO:
HEATING CAPACITY:
HSPF:
TOTAL COOLING CAPACITY:
SEASON ENERGY EFFICIENCY RATIO:
AIRFLOW:
LENNOX # HP19-511
35000 BTUH @ 31F
7.20 (6.6 MIN)
40100 BTUH @ 115F
10.20 SEER (9.50 MIN)
1600 CFM
* MINIMUM R5 INSULATION REQUIRED ON DUCT IN UNCONDITIONED SPACES
FRAMEWALL
RICHARD A. PALMER & ASSOCIATES
RESIDENTIAL CALCULATIONS
PAGE 2
38.6
3535
(ASHRAE METHOD)
243
0.065
30
DATE:
06 -Apr -90
Tosa =
115
(summer design db) JOB NO:
90039M
Tinside=
75'(summer)
CLIENT:
TOD DEV. CO.
dTEMP =
40
(summer) PROJECT:
LA QUINTA SF
daRange=
35
(summer) LOCATION:
LA QUINTA
AC/HOUR=
0.6
(summer) PLAN NO:
1
VOLUME =
13708
(cf) FLOOR AREA:
1474 sf
ROOF R1
0
---- COOLING LOAD ----
59
ITEM
AREA
U -VALUE EQUIV. TEMP DIFF
TOTAL
0
(sf)
(Btu/hsfF) (deg F)
(Btu/h)
FRAMEWALL
1409
0.065
38.6
3535
PARTFWALL
243
0.065
30
474
PARTMWALL
0
0
23.5
0
FLR O/GAR
0
0.047
30
0
EXP FLR
0
0.047
30
0
RAISE FLR
0
0.040
30
0
ATTIC Al
1474
0.03
59
2609
ROOF R1
0
0.051
59
0
GLAZING SINGLE SINGLE DUAL DUAL !DRAPED
DIRECTION AREA(sf) FACTOR AREA(sf) FACTOR $NOSHADING
!FRONT
0
58
20
40
800
!FRONT/LFT
0
41
0
25
0
!LEFT
0
58
52
40
2080
!LEFT/BACK
0
74
0
55
0
!BACK
0
66
110
48
5280
!BACK/RGHT
0
49
0
33
0
!RIGHT
0
66
40
48
1920
!RGHT/FRNT
0
74
0
55
0
SKYLIGHTA
0
186
0
152
0
SKYLIGHTB
0
186
0
152
0
$FRONT
0
82
0
59
0
$FRONT/LFT
0
49
0
32
0
$LEFT
0
82
0
59
0
$LEFT/BACK
0
107
0
81
0
$BACK
0
96
0
72
0
$BACK/RGHT
0
66
0
46
0
$RIGHT 21.8
96
0
72
2093
$RGHT/FRNT
0
107
0
81
0
INFILT. 1652.8
2.6
4297
-or- ((ac/h)*(vol)*1.09*dT)/60
5977
5977
KITCHEN/LAUNDRY:
1200
LIGHTS:
4
341.3
(#rm)*(341.3/rm)
1365
PEOPLE:
3
450
(#bdrm)*(450/bdrm)
1350
SUBTOTAL:
SUM
=
28683
DUCT HEAT GAIN:
SUM*0.10
=
2868
SENSIBLE LOAD:
SUM+DUCT
GAIN =
31551
LATENT LOAD:
SENS.LOAD*0.3 =
9465
TOTAL:
SENSIBLE+LATENT =
41016
RICHARD A. PALMER & ASSOCIATES PAGE 3
RESIDENTIAL CALCULATIONS
(ASHRAE METHOD)
DATE: 06 -Apr -90
PROJECT: LA QUINTA SF JOB NO: 90039M
LOCATION: LA QUINTA CLIENT.;:r..,;TOD DEV. CO.
PLAN NO: 1
FLOOR AREA: 1474 sf
-- COOLING LOAD SUMMARY BY ORIENTATION --
FRONT TO
NORTH
FRONT TO
NORTHEAST
30836
BTU/HR
SENSIBLE
31321
BTU/HR SENSIBLE
40086
BTU/HR
TOTAL
40717
BTU/HR TOTAL
3.34
TONS
3.39
TONS
FRONT TO
EAST
FRONT TO
SOUTHEAST
30189
BTU/HR
SENSIBLE
30529
BTU/HR SENSIBLE
39245
BTU/HR
TOTAL
39688
BTU/HR TOTAL
3.27
TONS
3.31
TONS
FRONT TO
SOUTH
FRONT TO
SOUTHWEST
30044
BTU/HR
SENSIBLE
30759
BTU/HR SENSIBLE
39057
BTU/HR
TOTAL
39987
BTU/HR TOTAL
3.25
TONS
3.33
TONS
FRONT TO
WEST
FRONT TO
NORTHWEST
30491
.
BTU/HR
SENSIBLE
31551
BTU/HR SENSIBLE
39638
BTU/HR
TOTAL
41016
BTU/HR TOTAL
3.30
TONS
3.42
TONS
•
ISLAND ENGINEERING
2895 VELASCO LANE, COSTA MESA, CA 92626
(714) 549-9820
PRO -ECT NOl
90.1301
PRO-Ects
PLAN 1
LA OUINTA S.F.
TODD DEVELOPMENT CO.
CLIENTS
iVER66X-4itklNSON ARCHITECTS
IRVINE; CA
CLIENT MO -ECT N0j
DATE
.Makch 6, 1990
I
I S L A N D E N G I' N E E R I N G JOB NO. 90.1301
DATE: 3-5-90
PAGE:2 of
PLAN 1
LA QUINTA S.F.
***********************************************************************
TILE
ROOF:
Live Loads
Roof'g Mtl.
Sheathing
RR & CJ
Drywall
Miscell's
Total D.L.
slope > 4:12
16.00 psf
= 10.00
1.50
3.00
2.50
1.00
18.00
Total LOAD = 34.00 psf....
LL/1.25 + DL = 30.80 psf....
PROJECT DESCRIPTION:
ONE STORY TIMBER STRUCTURE IN LA QUINTA
ENGINEER: SCOTT J. SANDERS, PE
CALCULATIONS COMPLETED BY:SCOTT SANDERS DATE: 3-6-90
RCE 37149
EXP. DATE: 6-30-92
SOILS REPORT: ASSUMED SOIL BEARING PRESSURE = 1000 PSF
TO BE VERIFIED BY.SOILS REPORT AND BUILDING DEPARTMENT
PRIOR TO CONSTRUCTION.
WET SIGNATURE REQUIRED
COPIES NOT ACCEPTED
TABLE NOTES,
L DOUGLAS PIR-LARC&4 NO. I FB- 1750 PSB FV 95 PSB E ISOOOOOPSI
NO.2 FB- 1450 PSI, FV- 95 PSI, E 1700000PSI
2 19% MAX, MOISTURE CONTENT AT TIME OF INSTALLATION. INSTALLED C20WN UP.
3.1988 UBC
4. MAX. TOTAL LOAD DEFLECTION- LP24O
MCI
a or 0000
.-
a°a
•
mea
..
®®'•
-
o.
®-
••
tea--
a
.. o
: -
o
- • a a sa- ms
-
m c a
® K.-m`•m.. ¢ a :.--aim
a _-oo..
..
• •
o mm mmm -
mem
- •
m
om
,_ .0000.
•
o000
-.
= -
Amo
TABLE NOTES,
L DOUGLAS PIR-LARC&4 NO. I FB- 1750 PSB FV 95 PSB E ISOOOOOPSI
NO.2 FB- 1450 PSI, FV- 95 PSI, E 1700000PSI
2 19% MAX, MOISTURE CONTENT AT TIME OF INSTALLATION. INSTALLED C20WN UP.
3.1988 UBC
4. MAX. TOTAL LOAD DEFLECTION- LP24O
***********************************************************************
I S L A N D E N G I N E E R I N G JOB NO. 90.1301
DATE: 3-6-90
PAGE:4 OF
STANDARD CALCULATION
LA QUINTA S.F.
***********************************************************************
GENERAL SPECIFICATIONS
1988 UNIFORM
NON-BEARING
B A L L O O N F R A M I N G
A (1) 2 X-4 @ 16" O/C 14'-0" MAX. LATERALLY UNSUPPORTED HEIGH
D (1) 2 X 6 @ 16" O/C 20'-0" MAX. LATERALLY UNSUPPORTED HEIGH
ALL STUDS W.C.D.F.NO. 2 OR BETTER
NAIL WITH 16D AT 241 -•O/C AT MULT-STUDS
FRAMING NOTES:
A. ALL BEAMS TO FULL BEARING SUPPORTED UNLESS NOTED OTHERWISE
B. ALL ISOLATED POSTS AND BEAMS TP HAVE SIMPSON PB'S OR PCIS MIN.,
UNLESS NOTED OTHERWISE.
C. ALL WALLS ON WOOD FLOORS ARE TO BE SUPPORTED BY DOUBLE JOIST OR
SOILD BLOCKING UNLESS NOTED OTHERWISE.
D. ALL SIMPSON HD, PA HOLDDOWNS TO BE FASTENED TO 4X4 POST MIN.
E. ALL HARDWARE IS TO BE SIMPSON.
F. ALL SHOP DRAWINGS ARE TO BE REVIEWED BY CONTRACTOR AND ARCHITECT
PRIOR TO TO SUBMITTAL FOR ENGINEERS REVIEW.
G. ALL EXTERIOR WALLS TO BE SECURED W/ 1%2"DIA.X 10" ANCHOR BOLTS A
AT 72" O/C, UNLESS NOTED OTHERWISE.
H. ALL INTERIOR WALLS TO BE SECURED WITH SHOT PINS PER MANUFACTURER
RECOMMENDATIONS UNLESS OTHERWISE NOTED, CALCULATIONS GOVERN IN A
CASES. RECOMMEND RAMSET #3348 AT 36" O/C SHEAR WALLS AND 48" O/C
NON SHEAR WALLLS.
I. ALL CONVENTIONAL FRAMED PORTIONS OF STRUCTURE ARE TO BE CONSTRUC
PER SECTION 2516 AND 2517 OF 1985 UNIFORM BUILDING .CODE, U.N.O..
J. ALL NAILING IS TO BE TABLE 25-Q OF THE.1988 UNIFORM BUILDING COD
UNLESS NOTED OTHERWISE
- /STAND ENGINEERING
DATE ' )I (p` (O
CONT. NO. ZQ
BY CNK'D
CODE
1988 UNIFORM BUILDING CODE
In all cases calculations will supersede this design criteria
sheet.
TIMBER
West Coast Douglas Fir Larch - 19% Max. moisture content.
4x or 2x: No. l: fb=1500.psi/l750.psi;fv= 95.psi;E=1800000.psi
No. 2: fb=1250.psi/1450.psi;fv=95.psi;E=1700000.psi
6x or gr: No. l:fb=1350.psi;fv=85.psi;E=1600000.psi
S.S. :fb=1600.psi;fv=85.psi;E=1600000.psi
It is recommended that lumber be free of heart center
Glued Laminated Beams: West Coast Douglas Fir.
Industrial app -grade fb=2400.psi;fv=165.psi;
E=1800000.psi
CONCRETE
1. Drypack shall be composed of one part Portland Cement to not
more than three parts sand.
2. All structural concrete.........
All slab -on -grade/ continuous footin.s•........flcflc 3000psi
si
All concrete shall reach minimum compressivestrength2at028-
days.
REINFORCING STEEL
1. All reinforcing shall be A.S.T.M. A-615-40 for #5 bars and
smaller.
All reinforcing shall be A.S.T.M. A=615-60 for #6 bars and
larger.
Welded wire fabric to be A.S.T.M. A-185,
9" min. lap 1-1/2 spaces,
2. Splicing of bars shall have lapping of 30 dia. or 2'-0" min.
in all continuous concrete reinforcement.
Masonry reinforcement shall have lapping of 40 dia. or 21-
0". This is in allcases unless otherwise noted.
3• All reinforcing bars shall be accurately and securely placed
before pouring concrete; or grouting masonry.
4• Concrete protection for reinforcement shall be at least
equal to the .diameter of the bars. Cover shall be as
follows: (unless otherwise noted)
A. Poured against earth...
.........................3..
B. Poured against form below grade.......... 11
C. Slabs on grade (from to of slab). .......2
D. Columns ...............
1
and beams to main bars..................211
/SLnllla7,cNGIMEER/NG
DATE
CONT. NO.
BY L-4CHK'D
STRUCTURAL STEEL
1. Fabrication and erection of structural steel shall be in
accordance with "specification for the design, fabrication
and erection of structural steel for buildings"; AISC
current edition. Steel to conform to ASTM A-36; Pipe
Columns shall conform to ASTM A53, Grade B.
2. All welding shall be performed by certified welders, using
the Electric Department. 'Continuous inspection required for
all field welding.
3. All steel exposed to weather shall be hot -dip Galvanized
after fabrication, or other approved weather proofing
method.
4. Where finish is attached to structural steel provide 1/2"
bolt holes at 4'-0" O.C. for attachment of hailers.
architectural drawings for finishes (Nelson studs 1/2 x S3n
CPL - may be used to replace bolts).
MASONRY
1. Concrete block shall beof sizes shown on architectural
drawings and/or called for in specs. and conform to A.S.T.M.
C-90, grade "N" lightweight units with max. linear shrinkage
Of 0.06%.
2. All vertical reinforcing in masonry walls not retaining
earth shall be located in the center of the wall, retaining
walls are to be as shown in detail.
3. All cells with steel are to be solid grouted, (except
retaining wall when all cells are to be solid grouted).
W
u
14
OR
M
u
SHEAR WALL SCHEDULE
1988 UBC
O1/2" Dry.o11 w/ Sd eockr nog: O 7"o/e
do fieldedges
(table 47—I UBC)
O5/8" Dryw dl w/ 6d cooler nage O 7"o/c edge+ •
do field (table 47-1 UBC)
O4 1/2" DrYwdl w/ 5d cooler nose 0 4 -o/c edge •
@ Geld (table 47-1 UBC) •
O5/8 Drywall w/ 6d cooler nolle 0 419/c edges
do field (table 47-1 UBC)
O1/2" Blocked Drywall w/ 5d cooler nalle O 4" c/e •
ed9a.k fkdd (table 47-1)
O3/B" Bleaiced Drywall w/ Gd cooler nob 0 4" o/c •
049" do field (table 47-1)
7/e" Stucco ever backed loth w/16 gauge Stq*. •
O 6"b/c at top do bottom Plate= edge+ and field •
of Sher Wall(ICBO REPORT No.11M )
O7/e" Stucco over Paper backed lath wft 16 gauge
shear wall and on field. (ICBO report No. 1623.
MAR.89/1316 SEPT.89) •
10 3/8" APA STRUCT p SHEATHING with 8d nage at 6 "0/C
at edgy and 12" 0/C at field (table 25k UBC •
11 3/8, APA STRUCT p SHEATNING with Od nuts of 4 "0/C
at edge+ and 12" O/C at field (table 25k UBC). NOTE 6 •
12 3/8" APA STRUCT p SHEATHING with 8d nole at 3 "O/C
at ed9ee end 12" 0/C .at field (table 25k UBC). NOTE 6 •
13 3/8" APA STRUCT p SHHEATHING with Od nage at 2 "0/C
at edges and 12" O/C at field (table 25k UM NOTE 6
NOTE 5 h 6
O1/2" APA STRUCT I SHEATHING with lOd nage at .2" 0/C
at e49" and 12" 0/C at field (table 25k UBC).
NOTE 5 do 6
1107m-
I-
OTES:L ALL EDGES OF PLYWOOD SHEAR PANELS MUST BE BLOCKED W/ 2X
SOLID BLOCKING.
2 " DESIGNATES SILL NAILING h ANCHOR BOLT
SPACING W/ SHEAR PANEL APPLIED BOTH SIDES
3. WALL SECTIONS HAVING A HDCHT TO WIDTH OF 1-1/2 TO 1 SHALL
BE BLOCKED.
4. ARCHITECT SHOULD SPECIFY MM AND TYPE OF LATH TO BE USED TO
MEET ICSO REPORT REOUIREMBM
5. PROVIDE JX STUDS AT TOP & BOTTOM PLATE k BOUNDARY MEMEIE&
NAILING SHALL BE STAGGERED. ALT Ug 2-2X PL TOP h BOTTOM
6. WHERE PLYWOOD IS APPLIED TO BOTH FACES OF WALL AND NAIL
SPACING O LESS THAN
TO FALL OE' 0/C, PANEL JOINTS SHALL BE O"SETT
N DffFERENT FRAMNO MEMBERS OR FRAMING SHALL BE 3X
NOMINAL W/ NAILING STAGGERED ON EACH SIDE
7. ALL INTERIOR WALLS TO BE SECURED WITH SNOT PNS
PER MFR SPECIFICATIONS UNLESS NOTED OTHPRYMST
USE RAMSET•f 3348 AT 38" 0/C AT SHEAR WALLS
AND 48" O/C AT NON—SHEARER WALLS
8. ALL PLYWOOD APA RATED SHEATHING EXPOSURE 1. PS1-83
9. MAX.BOLT LOAD PER 1998 UBC SEC.25108.
Root 1/2" APA RATED SHEATHING EXP 1 PS} -83 24 oe with 8d
at 6" 0/C boundary and edges, and I2" 0/C at fcdd. PI 24/0
Floor•. 5/8" APA RATED SiURD-•i—FLOOR pp 1. PS, -83 16ce with
IOd at 6" O/C bgmdvy and ed ge+ and 10" at field R 32A6
PLYWOOD SHEAR LOAD VALUE FOR PANEL BOTH SIDES
IS L5 TIMES UBC ALLOWABLE FOR ONE SIDE
FS1302
27—FED-90
MAX LOAD
A& SPACING
SILL PLATE
NAIL SPACING
50 PLF
100 PLF
1/2" O
1/2" O
72" 0/C
72" 0/C
ISO O 18" O/C
16D O 16" O/C
50 PLF
100 PLF
1/2" O
1/2" O
72' O/C
72" 0/C
is- AC
16D O 18" O16D
72 PLF 125 PLF
1,12" O
/2" O
72" O/C
72" 0/C
ISO O 18" O/C
16D O 12" 0/C
72 PLF
125 PLF
1/2" O
1/7,O
72" 0/C
64" 0/C
16D O 1B' O/C
16D O 8" O/C
150 PLF
1;"2" O
64" 0/C
p
16D O V. .
175 PLF
350 PLF
1,2" O
1/2" O
'72" 0/C
SB" O/C
16D•0 18" O/C
16D O B. O/C
180 PLF
380 PLF
1/2-
1,2 O
5r OC
24" /
1tID O 8" O/C
16D O 4" 0/C
325 pLF
650 PLF
1/2" O
1/2" O
24" 0/C
6" 0/C
16D O 4" O/C
16D 0 2" 0/C
264 PLF
396 PLF
1/2" O
1/2" 0
32" O/C
24" O/C
16D O 8" O/C
16D O 3" O/C
384 PLF
578 PLF
1/2" O
1/2" O
24" 0/C
18" 0/C
16D • 4" 0/C
-2"
161) 0 0/C
490 PLF
735 PLF
1/2" 0 •16" 0/C
5/8" O 8" 0/C
1W 0 2" 0/C
16D 0 2" 0/C TWO ROWS
636 ptF
1/2"•O 8" 0/C
16D O 2' 0/C TWO ROWS
870 PLF
1/2" O '8" 0/C
16D • '3' 0/C TWO ROWS
7. ALL INTERIOR WALLS TO BE SECURED WITH SNOT PNS
PER MFR SPECIFICATIONS UNLESS NOTED OTHPRYMST
USE RAMSET•f 3348 AT 38" 0/C AT SHEAR WALLS
AND 48" O/C AT NON—SHEARER WALLS
8. ALL PLYWOOD APA RATED SHEATHING EXPOSURE 1. PS1-83
9. MAX.BOLT LOAD PER 1998 UBC SEC.25108.
Root 1/2" APA RATED SHEATHING EXP 1 PS} -83 24 oe with 8d
at 6" 0/C boundary and edges, and I2" 0/C at fcdd. PI 24/0
Floor•. 5/8" APA RATED SiURD-•i—FLOOR pp 1. PS, -83 16ce with
IOd at 6" O/C bgmdvy and ed ge+ and 10" at field R 32A6
PLYWOOD SHEAR LOAD VALUE FOR PANEL BOTH SIDES
IS L5 TIMES UBC ALLOWABLE FOR ONE SIDE
ISLAND ENGINEERING
DATE ';?2, `7 - ( 0
CONT. NO. qoi i30
BY 5J n CHWO
SHEET NO. tv
G fes"' L ✓1T -'(
J`1 Z -f
7 r
_ 4T'oV--til'-
ob fL A t4i
yz"
moi'/Z
i1 f 61n
10/z
T I
Beam Mark >>>
CENTER SPAN
ft
W -DL
#/ft
W -LL
#/ft
Wp-DL
#/ft
Wp-LL
#/ft
X -Left
ft
X -Right
ft
P-1 DL
lbs
P-1 LL
lbs
X-1
ft
P-2 DL
lbs
P-2 LL
lbs
X-2
ft
P-3 DL
lbs
P-3 LL
lbs
X-3
ft
CANT. SPAN
ft
Wp-DLL
#/ft,
Wp-LL
#/ft
X -Left
ft
X -Right
ft
P-1 DL
lbs
P-1 LL
lbs
X-1
ft
P-2 DL
lbs'
P-2 LL
lbs
X-2
ft
> Fb
psi
> Fv
psi
.> E
psi
> L.D.F.
0
> BEAM WIDTH
in
> BEAM DEPTH
in
POS. -MOM. in -k
NEG. MOM. in -k
PROJECT :90.1301 PAGE
SUBJECT PLAN .1
LA QUINTA S.F.
DATE :3-5-90 BY : SJS
M B E R
------------------------------------
B E A M
D E
S I G N
1.00
2.00
3.00
4.00 5.00
8.00
17:50
6.00
7.00 8.00
360
54
261_
306
108
280
48
203
238
84
0
0
0.
0
0
0
0
0
0.
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0.
0
0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0
0'
0
0
0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0
0
0
0
0
0.0
0.0
0.0
0.0
0.0
0.00
0.00
0.00
.0.00
0.00
0
0
0
0
0
0
0
0
0
0
0.00
0.00
0.00
0.00
0:00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0'
0
0
0
0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0
0.
0
0
0
0.0
0.0
0.0
0.0
0.0
1,500
1;350
1,500
11500
1,500
95
8.5
95
95
95
,1.8E+06
1.6E+06
1.8E+06
1.8E+06
1.8E+06
1.00
1.00
1.00
1.00
1.00
3.5
5.5
3.5
3..5
3.5
9.53
6.15
5.35
7.21
4.59
61.4
46.9
25.1
40.0
18.4
0.01
0.0
.0.0
0.0
0.0
PAGE : ' U
PROJECT :90.1301
SUBJECT :PLAN 1.
LA QUINTA S.F.
DATE.:3-5-90. BY SJS
REACTIONS
Left DL
LL
Right DL
LL
lbs
lbs
lbs
lbs
1,440
1,120
1,440
1,120
473
420
473
420
783
609
783
609
1,071
833
1,071.
833
432
336
432
336
-
STRESSES
Cf- Depth
1.000
1.000
1.000
1.000
1.000
Fb: Allow
psi
1,500
1,350
1,500
1,500
1,500
Fb: Actual
psi
1,159
1,350
1,500
1,320
1,500
Fv: Allow
psi
95.0
85.0
95.0
95.0.
95.0
Fv: Actual
psi
92.23
37.24
94.91
93.79•
64.86
DEFLECTIONS
- -
- - - -
CENTER SPAN
----------I--------I--------I--------I-------
> X -Dist.
ft
4.0
8.8
3.0
3.5
4.0
DL Defl
in
0.073
0.667
0.095
0.084
0.196
L / Defl.
1,316
315
761
999
490
LL Defl
in
0:057
0.593
0.074
0.065
0.153
L / Defl.
1,692
354
979
1,284
629
L/Tot Defl.
740
.167
428
562
275
CANT. SPAN
> X -Dist.
ft
0.00
.0.00
0.00
0.00
0.00
DL Defl.
in
0.000.
0.000
0.000
0.000
0.000
LL Defl.
in
0.000
0.000
0.•000..
0.000
0.000
ISLAND ENGINEERING DATE -'2_2 '45-90
CONT. NO. '
d
dyNIU7
7' O It
OT Lnc P_ s
J o C
EA A of yEirtAR- 0AIke=> Fi nt-'
I S L A N D E N G I N E E R I N° G JOB NO: 90.1301
DATE: 3-5-90
PLAN 1 PAGE: `Z .
LA QUINTA S.F.
LONGITUDINAL & TANSVERSE
Wind (70MPH/Exp.C) _ (1.3)(1..2)(1)(13)
Wind: _ (20 psf)( 16 - 6 ) _
Seismic: Roof = (18 psf)( 41 ) _
Wall = (14 psf) (18-4 ) ( 2 ) _
_ (10 psf) (8-4• ) ( 2 ) _
Floor= ( 0 psf) ( 0 )
...Controlling Lateral Force:
20.28 psf
202.8 plf for Wind Loads.
738.0
392.0
80.0
0.0
1210.0 x(0.1840 ) = 222.6 plf
222.6 plf
LONGITUDINAL & TANSVERSE AT GARAGE.'
Wind (70MPH/Exp.C) _ (1.3)(1.2)(1)(13) 20.28 psf
Wind: _ (20 psf)( 16 - 6 ) _
Seismic: Roof = (18 psf)( 20 ) _
Wall = (14 psf) (18-4 . ) ( 2 ) _
_ (10 psf) (8-4 ) ( 0 ) _
Floor= ( 0 psf)( 0 ) _
...Controlling Lateral Force:
202.8 plf for Wind Loads.
360.0
392.0
0.0
0.0
752.0 x(0.1840 ) = 138.4 plf
202.8 plf
I S L-A
N D E N G I N E E R I N G
JOB NO.
90.1301
DATE:
3-6-90
PLAN 1
PAGE: l
LA QUINTA
S.F.
(l
Wall @
RIGHT SIDE"
L= 12
J
= .12 ft.
LOAD =(
.223 lbs/ft)( 40 ft/2+
0 )_ 4460.00
lbs.
SHEAR
= LOAD/L =.4460..o lbs / 12 ft.
= 371.7
lbs/ft
** USE
11
OWall
@
RIGHT SIDE OF GARAGE:
L=10+7
= 17 ft.
.LOAD =(
203 lbs/ft)( 20 ft/2+•
0 )_ 2030.00
lbs.
SHEAR
= LOAD/L = 2030.0 lbs / 17 ft.
= 119.4
lbs/ft
** USE
<V
(3 1
Wall @
LEFT SIDE:
L=12+5+6+6+16
= 45 ft.
LOAD =(
223 lbs/ft)( 40 ft/2+
0 )= 4460.00
lbs.
SHEAR =•LOAD/L 4460.0 lbs / 45 ft.
_ 99.1
lbs/ft
=
** USE
<8
OWall
@
REAR SIDE:
L=3+5.5
= 8.5 ft.
LOAD =(
223 lbs/ft)( 40 ft/2+
0 )= 4460.00
lbs.
SHEAR =
LOAD/L = 4460.0 lbs./ 8.5 ft.
= 524.7
lbs/ft
* * USE
OWall
@
BACK OF GARAGE:
L=11+2.5+2.5
= 16 ft.
LOAD =(
203 lbs/ft)( 61 ft/2+
0 )_ 6191.50
lbs.
..SHEAR=
LOAD/L = 6191.5 lbs / 16 ft.
lbs/ft
** USE
<1'2
/"
(6)
Wall @
FRONT OF GARAGE:
L=2.75+2.75
= 5.5 ft.
LOAD =(
203 lbs/ft)( 20 ft/2+
0 )= 2030.00
lbs.
SHEAR =
LOAD/L = 2030.0 lbs / 5.5 ft.
= 369.1
lbs/ft
* * USE
I S L A N D E N
G I N E E R I N G
JOB NO.
90.1301
DATE*
3-1-90
PLAN 1
PAGE:
LA QUINTA S.F.
EXAMPLE: WALL
4 .
UPLIFT:L (Wall)=
3:00 ft.; Wall Ht.,
= 8.00
ft.
LOAD =
1575.0 lbs.; O.T.M.
= 12600.0
ft -lbs.
R.M. =
0.0 ft -lbs; NET M
= 12600.0
ft -lbs
TENSION IN HOLDOWN / 1.33
= 3157.9
lbs.
NOTE: LOADING IS
VERY CONSERVATIVE NO R.M.
IS USED:
ALL HD TO
HAVE 4X4 POST OR 2-2X STUDS W/ BOLTS MIN.
WALL V #/FT W FT
4
LD HT FT OTM
TENSION
USE
525 3.00
5 '387 2.50
1575 8 12600
3158
HPAHD22 .
6 369 2.75
968 8 7740
1015 8
2328
HPAHD22
8118
2220
HPAHD22
I S L A N D E N G I N E E R I N G JOB NO. 90.1301
DATE: 3-6-90
PLAN 1 PAGE: I 0 (
LA QUINTA S.F.
FOUNDATION ANALYSIS.
ASSUMED SOIL BEARING PRESSURE = 1000 psf
TO BE VARIFIED BY SOILS REPORT & BUILDING DEPARTMENT
PRIOR TO CONSTRUCTION
1. Continuous Footing Design:
Roof : ( 32 ) ( 41/2 ) _
Wall : ( 14 )
( 8
Floor : ( 0 ) ( 0 ) _
Width Required=( 768 )/(
656 plf
112
0
768 plf
1000 - 25 ) = 0.79
* Use 12 in. wide x 12 in. deep cont. ftg.
* Use 12 in. wide x 12 in. deep cont. ftg.
2. Point Loaded Footing:
P max = SB*S*W/144
Pmax = 3333 lbs.
Pmax = 3333 lbs.
3. Pads needed:
Pad 1: P = R(L )_
Area =
*** Use pad
1000 lbs. from #2
1000 )/( 1000 -
1.01 sq. ft. ...._
18 " sq. x 18 " deep.
10 )
1.01. ft.
I S L A N. P 9 N 9 JOB NO 90.1301
PATE: 3-6-!-90
PAGE:
PLAN 1
Ol Wall @ RIGHT.SIDg L-- 12 = 12 ft.
LOAD lbs/ft)(.- 49 ft/2+ 0 4460.00 lbs.
SHEAR LOAD/L 4460.0 lbs 12 ft. = 371.7 lbs/ft
........ ...
O
U
Wall @ RIGHT SIDE OF GARAGE: L=1647° _ -ft*
LOAD 203 lbs/ft)( 20 ft/2+ 0 2030.0-0 lbs.
SHEAR LOAD/L 2030.0 lbs ir? ft. t±9.4.lbs/ft
T
USE
O Wall @ LEFT SIDE: L=
---16 -4T ft.
LOAD 223 lbs/ft)( 40 ft/2+ 0 4460.00 lbs.
S
W
L
L=
4
s
-4
-T
ft.
4 'j
60.00 lb
SHEAR LOAD/L 4460,0 lbs 4-T ft, -9S=. lbs/ft
USE. 10
O Wall @ REARSID -. =3+5.5 8 8
.5 ft'.
LOAD 223 lbs/ft)( .40 ft/2+ 0 4460.00 lbs.
SHEAR = LOAD/L = 4460.0 lbs 8.5 ft. = 524.7 lbs/ft
USE 13
Wall @ BACK OF GARAGE: L=11+2.5+2.5 = 16 ft.
LOAD 203 lbs/ft)( 61 ft/2t 0 6191.50 lbs.,
SHEAR = LO.AD/L 6191.5 lbs 16 ft. = 387.0 lbs/ft
USE 12
Wall @ FRONT Of GARAGE: L=2..75+21.75 = 5.5 ft,
LOAD 203 lbs/ft)( 20 ft/2+FE 3030.00 lbs.
I
SHEAR = LOAD/L 2030.0 lbs 5.5 369.1 lbs/ft
cl_- Ql
USE, 11 No. 37149
Exp. Date 6.30-92
civiv
F CA0i
I
ESIDENTIAL COMMERCIAL S FLOOR TRUSSES
85-435. MIDDLETON STREET, THERMAL CALIFORNIA 92274
OFFICE: (619) 397-4122 • FAX: (619) 397-4724
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START LAYOUT &
GO 24" O.C.
SPATES FABRICATORS INC.
85-435 B MIDDLETON ST.
THERMAL, CA 92274
(619) 397-4122 FAX: (619) 397-4724
Scale: none
GE
JOB: TOD DEVLOPMENT
LOC: LA OUINTA
DESIGNER: SAL QUINONES
t ^
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START LAYOUT &
GO 24" O.C.
SPATES FABRICATORS INC.
85-435 B MIDDLETON ST.
THERMAL, CA 92274
(619) 397-4122 FAX: (619) 397-4724
Scale: none
GE
JOB: TOD DEVLOPMENT
LOC: LA OUINTA
DESIGNER: SAL QUINONES
i0P CHORD 2X6 FIR -LARCH i2
30T CHORD 2X4 FIR-U+ACH i2
WEBS 2X4 HEM -FIR STAND.
CONVENTIONAL. FRAMING IS NOT THE RESPONSIBILITY OF ThE TRUSS
iL)ESIGNER PLATE MAW)FACTURER NOR TRUSS FABRICATOR. PERSONS
ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL
PROFESSIONAL ENGINEER REGARDING CONVENTIONAL FRAMING.
01 HIP DESIGNED 70 SUPPORT 6-00-00 JACKS WITH NO WEBS.
CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH
REOUIREMENTS OF I_C.B.O. RESEARCH REPORT 02949.
ALL PLATES ARE TO BE CENTERED ON THE JOINT, LEFT TO RIGHT AND
TOP TO BOTTOM, EXCEPT WHEN LOCATEO $Y CIRCLE UR DIMENSION.
SEE DRAWING 130 FOR 'PLATE LOCATIONS ON TYPICAL JOINTS.'
PLATE MUNI7OR USED.
COt`MCTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS
TABLE 6.18.
TC X -LOC L -R: 0.29 6.80 10.75 14.70 21.21
0
ESC X -LOC L -R 0.29 7.28 14.22 21.21
C
Ni
USE THIS DESIGN FOR COFW3 HIP TRUSSES @24' O.C. EXTEND TOP
_M
CHORD TO HIP RAFTER AND SUPPORT EVERY FOUR FEET. LATERALLY
•
BRACE FLAT TOP CHORD WITM 2X4 03 OR BETTER HEN -FIR @24' 0.C_
m
%GTH 2-15D NAILS AND 2X4 DIAGONAL BRACE PER BMT -76 FIGURE 6(B)o
SUPPORT HIP RAFTER WITH CRIPPLE EVERY TWO TRUSSES (68')
(D
SEON-- 67415 FURNISH A COPY
0
SINGLE CUT WEB i-2 E?M. 1. A
0 0 0 o c= Q
..DE Q r£ vacet arc.
*IHPORTANT*X g+su tpr a Far
0
CONTRACTORS WARNING
0
THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT
0
ADDITIONAL LOADS AT SPECIFIC LOCATIONS.
~'
PARTICULAR CARE IS ADVISED OURING INSTALLATION
o fl o C=3
TO ENSURE THAT THIS TR4)SS IS ERECTED PROPERLY.
asa aasoami* as:rtw _ . t
?M cewa ow , smRrmswi WMAL Puma-
TOP C4DRO SHALL BE LATERALLY BRACED WITH PROPERLY CONNECTED
TC DL 14 _ PSF ORkT; 0795 80700001
PURLINS SPACED AT A MAXIMUM OF 24' O.C.
AM s•w..snsEs .soar zo wa vitt . STEM +sorr sono staow3em: acts,a vmsa
ss+oia sefrar: rEtu R as s &Us.: &TJM A. Vow „?ir coos oasi ee tanmrsi aw"
S
5X1O 5XIO
C04 -MA
fire. &30-93
8-0-0_15-6-0
8-0-0
i
21-5-0
OVER 2 SUPPORTS
•
R-1694 W- 3.50'
P-169616 k- 3_50'
PLT. TYP.-ALPINE
SEON-- 67415 FURNISH A COPY
OF THIS DESIGN TO ERECTION CONTRACTOR
FEY 15.3.4 SCALE ¢ 0.375U
0 0 0 o c= Q
..DE Q r£ vacet arc.
*IHPORTANT*X g+su tpr a Far
=osm %masse Eam3m c"v
ARNING an moi . vwxv colo
OES EGV CRIT: UBC REF R795--77090
16.0 04/10/90
Q o o Q
eff"m3od Fats OWN secarcnsve to an 6g nomas
Onaw.-Sm lz v -w O man& ww T•
TC LL PSF DAZE
o fl o C=3
UM n ow a a m WIJLWN m now Im ,am 131asaErr rr
.ars cow -WAS stwow tsras• er W1. - ALPVC
asa aasoami* as:rtw _ . t
?M cewa ow , smRrmswi WMAL Puma-
TC DL 14 _ PSF ORkT; 0795 80700001
0 0 0 0
0 0 0 0
AM s•w..snsEs .soar zo wa vitt . STEM +sorr sono staow3em: acts,a vmsa
ss+oia sefrar: rEtu R as s &Us.: &TJM A. Vow „?ir coos oasi ee tanmrsi aw"
CA
BC DL 5. O PSF Cl -ENG
o ALpY o
antes
assir aos ret:"_m ao+u rat s'" wca` con oo IMTE www Toww w •rTnovz VL.raso wwx+ms.
sswr: etr®c nrlrce AM a• aawrL aaM vowousE oar. tones pvlu,+arsy ago iFLte@.ao,eiacas
".
® '
TOf . LD . 35-,o PSF 0/A LEN `• 21-5-0
1 PI TCH ': 4. 7/ 12
n TRt 0
4caaoa srasoema ' oowon rar: .eP►noat o.o.esoa6 -w
as fd »: a_el maw; m oo:;usE ms
S
oUR .FAC . .25
raps w a W7 . oEs si ¢ t PrE smosowt saAosa MINER.
- T
SETBACK 8' 0' TYPE CIPS--
e a o o a o
nacos aarE smrr' .os - searlrmrL MEEM
soars no. FM roar comova cov,
s
(I
v
JOB' 249 18 SPA SAL 300 REVEL. THIS QW. PR
TOP CHORD '.'2X6: FIR -LARCH 12
BOT CHORD '2X4 FIR -LARCH 42
WEBS 2X4 HEM -FIR STAND.
CONNECTOR PLATES KjST BE INSTALLED IN ACCORDANCE WITH
REOUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949.
ALL PLATES APE TO BE CENTERED ON THE JOINT. LEFT TO RIGHT AND
TOP TO BOTTOM. EXCEPT bh-IEN LOCATED BY CIRCLE OR DIMENSION.
SEE DRAWING 130 FOR 'PLATE LOCATIONS ON TYPICAL JOINTS.'
5X4
TC X -LOC L -R: 0.29 10.75 21.21
BC X -LOC L -R: 0.29 10.75 21.21
SINGLE CUT WEB =-BC: 1
{t1} BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD.
PLATE MONITOR USED.
CONNECTOR NATES DESIGNED FOR GREEN L('4 ER PER WS
TABLE 8.1B.
UQSS
J
I
1079-0 1 iO-9-o
1-5-0 OVER. 2 SUPPORTS
R-8.394 6i- 3.5U
PLT_ TYP.—ALPItE SEON-- 87415 FURNISH A COPY OF THIS
o o a o 0 o XAIWORTANT**Rat ow wpoems RANI
`~ fl o mm - ai prr aE+nntor' r io<`
1 QJ o v o o t Es uo ie ssstsE A0 t 4D iea za iii:6tiir y
a` a'ei E';'1omtUtr sinowo assai'__ei jai.'• iveE •. V iais aes a ,:
S C G C O glum: !E ] 4i1CtfED - sstM hiY6C . . . • low OiCa7i
ilE16t_•_ gEOrGs
1 0 At ij .Com- aaRY _!T s tlS J1 FK1 . Me tomik t/falw im91
met tfsmc.taors +a . vav♦ ees aroma s ori_ tp+t waoa
rtQ111t..R4iJf l i a;6 F tB
' • T - L 17,' 6LtO iG'10i v
C= Q o C=3 lain MAIE asu anc •as r r er ti tlsam ImExIn m
J. ' n —Ts ._arc.ry•'_..vY.o^.?r'..^. .•.^,- : c^ -^?"S,— s.'•e.f. .. _ '-' . "'.`r.rrr oo_^••+.vs...:
1-6-0
Na CQl3 i5
* fsp. C►30.93
v
R-8391 N- 3.50' 1
TION CONTRACTOR REV 15.3.4 SCALE - 0.2500 'i
DESIGN CRIT: ' UBC REF. R795--77031
mA ELL 16.0 PSF PATE 84/10190 ;l
aai► -- ;; TC OL 1.4-0 PSF ORWG CAUL 80100002
BC DL (U) 5.O P5n CA -ENG
Tot- LO. 35-0 PSF OiA. LEN. 21-6-0 a.
Dun.FAc. 1 25. PITCH 4.7/i2
SPACING 24:0' TYPE C0 !?V-_ `
TOP CHORD. 2X5 FIR -LARCH #1
BOT CHORD 2X4 FIR -LARCH #1
WEBS 2X4 HEM -FIR STA.. EXCEPT AS SHOWN
:W1 -2X5 NEN-FIR STUD RC -15
CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH
REQUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949.
ALL PLATES ARE TO THETO RIGHT
TOP TO BOTTOM. EXCEEPPTCED WHENRLOCATEDD BYJOINTCIRCLELORTDIMENSION.AND
SEE DRAINING 130 FOR 'PLATE LOCATIONS ON TYPICAL JOINTS.'
PLATE MONITOR USED.
1-5
R-1521: V- 3.50'
vj
TC X -LOC L -Ft 0-.29 10.63-20-50 30.17 40.71
BC X -LOC L-A- 0.29 7.60 14.05 20.50 26.95 33.40 40.71
SINGLE CUT WEB J -BC: 1.4.7
PROVIDE FOR HORIZONTAL MOVEMENT AT ONE SUPPORT.! A - c!
Expected aovement = 314"
(i)) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD.
ALL TOP CHORD SPLICES OCCURRING BETWEEN
PANEL POINTS ARE TO BE LOCATED AT APPROXIMATELY
114 OF PA14EL LENGTH FROM PANEL POINT (WITHIN 12-1 AND
SHOULD NOT OCCUR IN PANELS NEXT TO A PANEL POINT SPLICE.
CONNECTOR PLATES D£SIGtEO FOR GREEN LUMBER PER NGS
TABLE 8.1B.
SS2ec1al handling care sbould be taken during shipping and erection
a trusses. See "warning" note below_
dote: Expected vertical dead load deflection = .62". Expected vertical
lire load deflection = .52", (L/939).
20-6-0 120-6-0
20-6-0_1 z
1-0-0 AVER 2
. •
5x6
75
PLT. TYP.—ALPINE SEAN-- 871S5 FURNISH A COPY QF THIS OESIGN TO ERECTIG
Raw a apeme a aan .
0 o *IMPORT ANT * A smL mw w vec,sw ARM I NG " Miatsc tr citsM acm
i O O C7 D aErt},WI f= ,IES 9emic"39m . A en f.ms=w m sm"w".sm 'W►-7 splum mm "Uss'$
A7 O O p ,"t P u4 a n ix17E q BWL9 SE Trate: so LTfID6-nmi .. am
p a O O itM 11 ;'\ 1t RAW
WWI. ALrm i5 .i'OR Iffii 1<8 7LL R:
C=2 0 o Q ,.a "'>.,srw; ao cma c wr s aau rw aracaLs . uatgc an+E rme
Q LPI o m ` +s W. mm "a 90m a. s am cow go" w uc+a+aiT wade
agar ' o mm Tarts n spar swan me amcmam .am ; mar lAilm Eo_n,mm_pELimr
O - o saiQ.-aFs 4ins rs iaE a MMU VMMM oWWW 94M. saWi CJ4 6 t9n! 1Qi:B Ll @ mea[ai
o RU JrJ ' o Wftn amus ' as' aaaus m _pa ramr. m rm' iaeE *rae
mow ism rim rEUMOM swarm t CWR:
a O O •"O "O v :, hw - ,mms PLAW nsri ass - IKnaw ae esEOc u ,ao+ sae .am cm6><Luou r ...
3X12
as 110431145
Eso.64&93 A
R-14154 w- 3.50'
TRACTOR FEV 15.3.4 SCALE - 0.1875
DESIGN CRIT: UBG fsAEF 8795--7685 '
TC LL 16.0 PSFATE 04/09/90 :t
TC OL I4.0 PSFPKG 019590099040 9C OL (U) `5- 0 PSFA ENd MCA
- `{
TOT.LO. 35_0 PSF 0/A _LEN. 41-0-0
OUR.FAC. 1:25 PITCH .4.7/12 FF
{,
SPACING 24.0'. TrPE. COMN-- '
•FTOP CHORU '2X6 FIR -LARCH #2
`'BDT.CHORD 2X4 FIR -LARCH #2
WEBS 2X4 HEM -FIR STAB .
L CONNECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH
• REOUIREMENTS OF I.C.B.O. RESEARCH REPORT #2949.
CL -
ALL PLATES ARE TO BE CENTERED -UK THE JOINT. LEFT TO RIGHT Akg
TOP TO BOTTOM. EXCEPT WHEN LOCATED BY CIRCLE OR DIMENSION.
SEE DRAWING 130 FOR 'PLATE LOCATIONS ON TYPICAL JOINTS.'
PLATE MONITOR USED.
T
2-5-11.
I
TC X -LOC L -Ft 029 13.40 14.50 23.17 0
OC X -LOC L -R: 0.29 6.77 13.23 14.50 23.17 D
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SINGLE CUT WEB 3 -BC: 6 : 2 EGGS: 1. A. 8 v
(U) BOTTOM CHOM CHECKED FOR 10 PSF LIVE LOAD. m
a
(A)1X4 #3 HEM -FIR OR BETTER CONTINUOUS LATERAL BRACING TO m
BE EQUALLY SPACED. ATTACH WITH (2)--Bd NAILS.. BRACING 0
MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS 30 A v
SUITABLE SUPPORT BY ERECTION CONTRACTOR. 0 i
O
COW4ECTOR PLATES DESIGNED FOR GREEN LUMBER PER NDS O
TABLE 8-1B. w
5X4 fl
3X-7
i
2X4
14-6-0 8-19-8
13-3-0 10--2-8
23-5-8 OVER 2 SUPPORTS
Ry-80I's w- 3.50"
PLT. TYP.-ALPINE SEQW- 87417 FURNISH A COPY OF THIS [DESIGN TQ ERECTION CONTRACTOR
ft"m owa u m wigs or- .mmm emom mcT+c to*
tv o a o v-= o X* IMPORTANT** aaai.m ae mmmosmu nm.. -mm WARNING z nm& -m-.. swtw.jm
a o a o amarnor mm me=. vtcv tirtaa... ate .wr smaw s -baa : asotsc, ao +aas e
cm 0 0 0 o064 OR mn MUM M aa o VOM MM A '=WWWAiM soavrifr AM ;;sem
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TRUSS oia :.sua?!as saw .mu- saes a.aE . saens a< e w _ : _ate
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p-8036 id- 3.50'
Na cau
Ex.7.630A3 f
REV 15.3_4 SCALE = 0.2500
DESIGN CA IT: USC .
AEF A795--77092
TC LL 16.0 PSF"
TC DL 14.0 PSF
BC OL (U) 5.0 PSF
TOT . LO . 35-0 PSF
DATE 04/ 10/90
OAWG 0795 90300003
CA -ENG
O!A LEN. 23-5-8
DUR.FAC. 1.25
SPACING 24.0"
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TOP CHORD 2x4 02 FIR LARCH
80T CHORD 2x4 #2 FID LARCH
No wane or knots should occur in the plate contact area.
It is the responsibility of the fabricator to review this
draping prior to cutting of lumber to verify cl`oc'all data,
including dimeosicos and loads, conform to the fabricator's
truss layout and the architectural plans/specifications.
All plates are to be centered on the joint, left to right
and cop to bottom, except when located by circle or dimension.
See drawing 120 for "plate locations on '?picol joints."
2 " 2 " 24"
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BEARING LEDGERS - C0I![CTIO -~-
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PLATETYPE
PARTIAL FRAMING PLAN
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BEARING LEDGERS C0NN CII0',-
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pm c p m mnmeam maRao ON CONTRACTOR
BRACING WOOD TRUSSES:
COMMENTARY AND RECOMMENDATIONS
®TRUSS PLATE INSTITUTE, INC., 1976
INTRODUCTION
Inrecognition of the inherent safety of a properly braced rel
rynem, the apparent lack of knowledge of now, whan, and where to
ll
cuadequate bracing, and public in tha interest of ,afety. the Two
Plate Institute, Inc., in wbation with its Component Manufacturers
ou
Cncil meat a ,n.p, hes nd—ken the promotion of these ncom
mendniom.
Substantial mn
ncenbed stud, and deliberative rew eviby the TPI
Technical Advisory m
Comittee (comprising a membership of the chief
uctural engines of m mN,e, plate manufacturing commmn, repro.
sentatives of the engineers
community. and independent mnsuldng
engineers) have been de nind to con eftcl,. Conwlulion with the TPI
Component Manulmurert Cmncil fur resulted in binging,,actiol
Reld handling end vection problems into a mance from. Inclusion of
the tarma n nulmd tion, for onsite handling and section
proo,d r is ore direct result of the consulratiom. It is Planned to
nude furans and enlarge umn these ;enu;ive ecommendati.w.
whin the re
mmdarlm br
to, mhng m einad —.in .
technlcally wurd, of is not intended that they be nmmidsad the only
method ter bracing a roof system. Neither should these rammmenmda
tion be interpreted as wpoiior to Ol , standard that would necessarily
be proferred in lien of an aMitect,. or engines s design lot bracing for
a mrticu4r ref sritem.
Thee recommendations for bracing wood twoes Originate from the
colleaiw t,onlmcer of leading technical wwnna in the wood bun
industry. Wt must. due to the pawn cal nsponsibifitin involved. be
,emoted only I a guide for the use of a gu,rfied Wilding designs.
Wilds, or erection contract,. Thus. the Two Plate Institute expressly
disclaims any responsibility for damages arising Iran the use, appliu.
tion, or reliance on the nuommendations and information contained
heroin bV Wilding designers or by arm ion contractors.
pp pw
!M, I`_
'r 2
i R
Figure I(bl
It is lesommerdad that diagonal bracing (minimum 2 -inch thick
final lumbttl be installed at appro.imately a 45 as
angle Io ,he
W-1 prem. Diagonal bracing should bo attached to ,le oppe,iI`. side
of the some member raDuiring lateral bracing.
This bracing may bo cm intermittent at the building
designer, , option: however. i, ommended met intermittent twang
ma
e.ceed 20 feet, Is, twice the horiton,al run of IN diagonal bracing.
4
The ground braces should be located directly in fine with all rum of
too chord con,inuous lateral bracing. Otherwise. IN top cho,d of the
first Irum un bard sidewari and allow the croon t0 mill. This milt,
h— dight. put' 1eia emdous strain o all conectiom of the
bracing wnem. i.e., the waight of the truces would then be added to
any wind force w construction load wch as bundles el plywood Or ,mf
shingles tending to tip the troves -
At: wiling of bracing tfould be done m that if tiro busses should
rand t0 buckle a tip. the mils will be loused late,ally. cot her
withor,wal.
Itis not recommended to mil'u r, to the and of the building to
bran the first two. These sobs un break old or pull out, thus allowing
a'01.1 collapse.
A' twnel are sat in place, the builder or election contractor mutt
apply sufficient,
bracing [o held the iwsun plumb, in
alignment and in ufeFmdilion until the permanent bracing, seeking,
.nota acan
n be installed. Temporo,, bracing should br cot less
than 2.4 dimension lumber and should be as "n
practical for
handling. The uoa of short space pieces of luneer between adjacent
buoe' i' no, racommaned, unless used temmrarit, in p.polvion la
immediate installation of longe, continuous b,uirg (8 test m
length). Temporary bracing lumber should be nailed lin thtwo double
headed 16d nails n every intersuikm with tho braced member.
Pro=bty of group' of woas. on In. ground. into aructorally
braced unit, which are then lobed in . place to as omblim is an
acceptable alternate to the oft at -tone method.
E.act spacing bewnen twsso should be maintained as bracing is
imiallad to avid the hatardom practice of removing bracing to adjust
floating at snuthi g is ,colied. This act of "adjusting spacing" can
=nes ch
,ruto topple if a keV connection is remed at the wrong
Two bracing mum be applied to three planes of reference in the
rent I"— to insure stability: 1. Top chord (0 -,hi g) ppm. 2. web
number plane u vmical plans perpendicular ;o busier, and 3. bottom
chord (coiling) plana.
1. TOO Chord Piano. Mom important to the builder or section
contractor is bracing in the plana Of the top Chad. Two top Chords era
mreptibla to latera buckling before the, are brand a sheathed. 11 n
Nowner carefully wood tweet are designed and fabricated, all this
s at stake in the final erection and bracing of a rel a floor W,lem. II
It this critical nage of const
wctton that many of the rally
ugnificant design aoum,iom are either lullilled or ignored. II ignored,
the comaoumces may result in ."so! of the nructure, which at
ben is. wOsb list Ion of time and manias and which at wan could
reran in a con of fit..
The Two Plate I,ntitute "Design Spudicafion, for Light Metal
Plate Connected wood Twsaeti • are recommended for IN design of
individual wood twos, .s structural components only.
Lateral bracing, as may bem
ruirll eby design to reduce buckling
length of individual ban members. is . con of the woo,, truss design
and is he onlr bracing 1.1 will be specified on the ; s deign
drawings. LeteraI bracing is o be wpplied in ;he si a speciliad and
installed al the Hien specilied On the truss design drawings b, the
Wilder or section contractor. The Wilding designer
t1sp
that the ecified lateral bracing is nomly man
stllled d lhat
this bracing is wllicienny anchored or restrained by diagonal bracing to
prevent in movement.
Special design ru,iremem , such as wind bracing, meal bracing,
sanuni, bracing, dlaoMagm', shear walls, or other toed vamfer elements
and lhm, con the wood tst be considered
sepatataly b, me Wildirq designer. He marusses mil
denrmin. sit.. location.
and m teed of c m for diagonaloloo
d. bring as ad w
;hese forces. Diagonal oroams bating is recommended in the plane
formed by the lop chords, in the plane formed by the bottom chorda
and perpendicular to the true web members, or needed for the overall
stability of the entire structure. Trust bracing and connection detail'
mould be shown on the building designers haming plan at pen of the
design drawings. Bracing materials are not usually furnished as part of
the wood truss package, and sh uW be provided by IN Wilder or
erestion contractor.
The Wilder Or erection conbn:[or is resmmible for proper wood
n handling end for Proper 1mm 1 bracing. Re must assure that
the wood Iwnes are not 1lwctu1a11y damaged during erection and that
they are maintained in alignment before, during, and alter installation,
TommrarV Ol erection bracing may follow. but not neceoarilr be
limited to, the Wilding designers homing plan, I; is recommended that
erection bracing be applied Is each nun is placed in pouvor.
2
Figura Ile)
pm+
chi. e
Figura llwl
STAGE TWO: Durmg Two Erection the Guilder or erection contractor
take adu..,o Or ,iom [o assure mat ,he wood [woe, are not
orally damaged. Proper rigging, including the Ise of spreads core
andcmult iple pickup men, where reWire0, i, Mry to prevent
damage during handling, tentative recommendation, are presented in
,he Appendi. sterno.
I, nhmnant to brace ,he tinra
t two at ,he end of the
Wilding etuTly. mAll other tisanes are seed to he first bun. mus me
emended that continuous lateral bracing M installed within 6
inches of the ridge line or cmnr lin, and at appro.i i1sla l 8 feet to 16
fat intervals between the edge cane of doped w , a miter him of
Ila, a and the ea n. For double member ;r this spacing
wtwaen lateral, may Mus in nasto 12 fat to Isern last. oiagowls.
located between the lateral bracing anal at at ap,o,immely 45 degree
angle. form the triangles requires for nubility in In, plane OI the top
chord. NOTE: Long ,pans or heavy toed, may rmui,e closer spacing
between lama bracing and closer intewab be,—n diaga n.N.
Figure 3(al illustrate, temporary bracing in the plane of the top
chord for gable trusses.
It pooibte, the continuous lateral bracing for the top chord mould
be placed on the tnderfide OI the IDD chord m That i; will cot baa ;O
bo removed of the plywood decking is apmrod. The Our— are then held
secural, nen during the deskm9 process.
It is usually immm nafa, the builder or erection mtw to
install bracing in the plane of the top cnord for flat rml'or Iloa
vuuses. The use of a similar bracing patio—, recommended for all flat
aes. Pe Zia' a[ " m,,,,W to bracing a, the end of list
vussn., mown in Figu a 7m1.
7. Web Member Plane. It it also necesnry to install temmrary
Mating in ;he plane of the web members. The bracing is mmlly
TRUSS PLATE INSTITUTE
583 D'Onofrio Drive, Suite 200
Madison, WI 53719
The deign of wtod trumes in accordance with TPI dniph eitarla
1. Two members are initially straight, uniform in am alelion.
and uniform in oeign properties.
2. Twaso are plane anw.u.1 mmpommul. i,omlad —ally.
braced to preenment
vt lateral move, and pealel to each mho
at the design spacing.
3. Truss members are pinned at joinn for determination of a,la1
force only,
4. There is confnuit, of chord rr enters at join,, fa dsemina,
von of moment It,—.
5. Comweolon members are laterally ren wined at specific lora,
lions or ml -11.
6. Superimmmad dead w live lead, set vaniuvv. wind loads n
soptied rtorma to the piano Of the top chord. and coneentond
bads are applied al •-in,.
7. In addition to the lalersl bracing specified by ted trvo dnipK,
the building designer will —it, sufficient bracing n rid"
angles to the plane of the wetrop member it to hold inner, tmber in
the position amused for it in design.
8. The WiWing designer Ina, the two dodgm) will rotity
sulfidembracing and connection, to wilhnand latent loading
pf he corn nwcwn
The them,, of bracing it to ,only sufficient support at right ugly
to the plane of the two to hold every tr n mender in ted position
named for it in design. This thea,, mot be applied at three siagn.
STAGE ONE: During Building Design and Truss Design individml ben
embers are checked for buckling, and lateral bracing is specified Z
rmuired for each um member. The building designer must opecily
boor this lateral bracing is[o be anchored pr restrairrad W ,.vont
lateral --mem, should .II Into member,, m brand, cosi to" it *
together a shown in Figure I Ib). This ma, ba amomplis by:
1. Anchorage to wild end walls (Figur I [cit.
2. Diagonal bracing in the plane of web Islamism (Figure 1(d)).
3. Other team a1 determined by the building designer.
3
Figura 241
4wq era.
cru
11f
Ij
nn
4 'mwwo-w.wawrm
Figure 2(b)
bncirg W,tem depend, to a great e.tent on now m ti ted find low is
braced.
One satisfactory mnhod is for the firm two top chord to be braW
to a make driven into the ground and ..rely endw d. The ground
Mace itself mould be suPW'Z .s mown in Figura x Ol it is apt w
buckle. Additional ground braces, in the opposite direction, inside ted
building are elm recommended,
ancati
ed at the same loon' specified on the sm
chitanl man for
pecrmment bracing, and may became pen of the penis ant bracing. It
is mended that diagoM bracing W added .t each orb member
reouinmg confirms lateral bracing. If mna s p.elti d. it i.
recomnunded Inal it be placed .1 no grant her 16 feet innmla
along the Irian length for rel [rune and 8 fat im—N fee floc
I'M.
It is not gomn,lly necessary for dispona bracing l0 run co to
oudy for the lull length of the building but it is r.mmmended that ted
spacing between sen of diagonal bracing not —pad 20 tat. a twin
the ho,, ontal run of the di.gonal Macing. Rove of 2,6 prong -backs
—1be used to bras I1m1 buten whir. di.gorw bracing is
impractical. Figura apt illunotn diagonal bracing in the plane of the
web members: Figure a(b) illustrate the latera m_mmcos
t that y
otter if lateral bracing is used without diagonal bracing.
3. Be.— Chord Ware. In Older to hold proper specing on flu
bottomchord, temmrat,, bracing is recommended in the plana o1 ft*
bottom chow. Continuous lateral bracing at no gram Dun 6 feat to
10 fat on centers along the two length is recormhsded fall length o1
the Wilding, nailed to the top of the bottom chord. Diagonal bracing
I
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PREPARED, UNDER THESUPERVISION F
RE.PAR. ED ISI N O
PA
OULES,SSOC1 TE I
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AREVISIONS.
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tion nstnta ncontractor rees that an accordance. e theneraliYacce tedontrcs c
`
J175 PANORAM R.aIm D Desert,'CACA 922 045
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NAUT RfZED CHANGES &USTheengrneer preparing
Pract c construction contractor i11 be required s ie.oIe and complete re sPonsib ht for
REGISTERED RED ClVIL ENGINEER NO
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LAND PLANNERSCI CIVIL ENGINEER O
_
IJ _G__a P L
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these ia S Wt1t be r for, orabt forr, unauthorized
O SP
job ic n t ns during the o rsePf ccnaruetion of the project, including safety 11 persons,
d Pro1PertY that re ui eent shall be made to aPP1 contmuous1eOrsabIe anv:a d not be to _
_
DATE: a
_ 6 9 3 d 569 , -
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r4a cnstructionc xtrat endtn emntfYnd ho d'
rm i w rkinhitoctorfurthera ees e a , _
APPR VED BY
SCALE. 5HOWN
BENCHMARK.
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LO
tCI 1 45t
S,AS
OF 1 HET
i n wPPr0 ed bt e rearerof thesePans
and must be
.-
alharmless from an and1I 1 abt tY,r aI or aale ed 'm crection w t the
n profes,, on
:
DES. BY.
DWN: BY
,1OD 00 ASSIMEDATTOPOF
Adess
P' NTACARMEL T^rrtrCg
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nceof isin from the sole ne 1r enceofde$I n
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work nahis Pr Ject exce tmgIzah ht a ;
CHECKED B
AT SW COR
FIRE -HYDRANT
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1.A
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PROJECT NO.;
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O'
MARTINEZ ANDNODAL
F
TiD F.B.
JAYDA
1 89
20WO
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,
,
Address 52-795 Ray tiftez
Address
Owner
HaM A. Tad
P.O. BOX 1504 N o . OT440
78-105 CALLE ESTADO
LA QUINTA, CALIFORNIA 92253
malting I
Address 4Q1C E+
City I Zip ITel.
Contractor
Address
City IZip I Tel.:
State Lic.
City
& Classif.
Lic. #
I
Arch., Engr.,
Designer
Address
Tel.
City
Zip
State
Lic. #
LICENSED CONTRACTOR'S DECLARATION.
I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section
70 130) of Division 3 of the Business and Professions Code, and my license is in full force and
effect.
_SIGNATURE DATE
OWNER -BUILDER DECLARATION'
I hereby affirm that 1 am exempt from the Contractor's License Law for the following
reason: (Sec. 703.1.5,Business and Professions Code: Any city or county which requires a
permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also
requires the applicant for such permit to file a signed statement that he is licensed pursuant to
the provisions of the Contractor's License Law, Chapter 9 (commencing. with Section 7000) of
Division 3 of the Business and Professions Code, or that. he 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, Buisness and
Professions Code: The Contractor's License Law does not apply to an owner of property who.
builds or improves thereon and who does such work himself or through his own employees,
provided that such 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 did not build or improve for the purpose of sale.)
O I, as owner of the property, am exclusively contracting with licensed contractors to con-
struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law
does not apply to an owner of property who builds or improves thereon, and who contracts for
such projects with a contractor(s) licensed pursuant to the Contractor's License Law.)
❑ 1 am exempt under Sec. B. 8 P.C. for this reason
1
Date
WORKERS' COMPENSATION DECLARATION
I hereby affirm that I have a certificate of'consent to self -insure, or a certificate of
Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.)
Policy No.Company
0 Copy is filed with the city. 0 Certified copy is hereby furnished.
CERTIFICATE OF EXEMPTION FROM
WORKERS' COMPENSATION INSURANCE
(This section need not be completed if the permit is for one hundred dollars ($100) valuation
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..
Date Owner
NOTICE TO APPLICANT. If, alter making this Certificate of Exemption you should become
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith
comply with such provisions or this permit shall be deemed revoked.
CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the
work for which this permit is issued. (Sec. 3097, Civil Code.)
Lender's Name
Lender's Address
This is a building permit when properly filled out, signed and validated, and is subject to
expiration if work thereunder is suspended for 180 days..
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 slate laws relating to building
construction, and hereby authorize representatives -of this city to enter the above-.
mentioned property for inspection purposes.
Signature of applicant Date
Mailing Address
City, State, Zip
JILDING: TYPE CONST. OCC: GRP.
P. Number.
Legal Description
Project Description
2 -feet X 100 -foot D retaining va I
Sq. Ft.
Size
No. No. Dw.
Stories Units
New ❑ Add O
Alter ❑ Repair ❑ Demolition ❑
Estimated Valuation
SIS500
PERMIT
AMOUNT
Plan Chk. Dep.
Plan Chk. Bal.
Const.
Mech.
Electrical
Plumbing
S.M.I.
-*14
Grading
Driveway Enc.
Infrastructure
TOTAL
$453.14 ,
REMARKS w: rrr.R4j5i i.aa W%Ks'1 Al--'AI—.Oirl ' C" 4
ZONE: BY:
Minimum Setback Distances:
Front Setback from Center Line
Rear Setback from Rear Prop. Line
Side Street Setback from Center Line
Side Setback from Property Line
FINAL DATE—INSPECTOR t ±
Issued by: Date 3%2913f ermit
Validated by:
Validation:
CONSTRUCTION ESTIMATE
NO. ELECTRICAL FEES
NO. PLUMBING FEES
1ST FL. SO. FT. ® $
UNITS
A.C. UNIT
2ND FL. SO. FT. @
SLAB GRADE
YARD SPKLR SYSTEM
BONDING
MOBILEHOME SVC.
BAR SINK
POR. SO. FT. ®
STORAGE TANK
FORMS
GAR. SO. FT. ®
POWER OUTLET
ROOF DRAINS
DUCT WORK
DRAINAGE PIPING
CAR P. SO. FT.
GAS (ROUGH)
METER LOOP
WALL SO. FT.
DRINKING FOUNTAIN.
SO FT ®
REINF. STEEL
URINAL
ESTIMATED CONSTRUCTION VALUATION $
WATER PIPING
NOTE: Not to be used as property tax valuation
FLOOR DRAIN
MECHANICAL FEES
SERVICE
WATER SOFTENER
VENT SYSTEM FAN EVAP.COOL HOOD
SIGN
WASHER(AUTO)(DISH)
APPLIANCE DRYER
WATER SYSTEM
GARBAGE DISPOSAL
FURNACE UNIT WALL FLOOR SUSPENDED
$
LAUNDRY TRAY
AIR HANDLING UNIT CFM
LUMBER GR.
KITCHEN SINK
ABSORPTION SYSTEM B.T.U.
TEMP USE PERMIT SVC
WATER CLOSET'
COMPRESSOR HP
POLE, TEMIPERM
LAVATORY
HEATING SYSTEM FORCED GRAVITY
AMPERES SERV ENT
SHOWER
BOILER. B.T.U.
SO. FT. ® c
BATH TUB
SO. FT. ® c
WATER HEATER
MAX. HEATER OUTPUT, B.T.U.
SO. FT. RESID ® 11/4 c
SEWAGE DISPOSAL
SO.FT.GAR ® V4c
HOUSE SEWER
GAS PIPING
PERMIT FEE
PERMIT FEE
PERMIT FEE
DBL
TOTAL FEES
MICRO FEE
MECH.FEE PL.CK.FEE
CONST. FEE ELECT. FEE
SMI FEE PLUMB. FEE
STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR,
SETBACK
GROUND PLUMBING
UNDERGROUND
A.C. UNIT
COLL. AREA
SLAB GRADE
ROUGH PLUMB.
BONDING
HEATING (ROUGH)
STORAGE TANK
FORMS
SEWER OR SEPTIC TANK
ROUGH WIRING.
DUCT WORK
ROCKSTORAGE
FOUND. REINF.
GAS (ROUGH)
METER LOOP
HEATING (FINAL)
OTHER APPJEOUIP.
REINF. STEEL
GAS (FINAL)
TEMP. POLE
GROUT
WATER HEATER
SERVICE
FINAL INSP.
BOND BEAM
WATER SYSTEM
$
GRADING
cu. yd.
-Plus-x$-=$
LUMBER GR.
FINAL INSP.
FRAMING
FINAL INSP.
ROOFING
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REMARKS:
VENTILATION
FIRE ZONE ROOFING
FIREPLACE
SPARK ARRESTOR
GAR. FIREWALL
LATHING
MESH
INSULATION/SOUND
FINISH GRADING
FINAL INSPECTION
CERT. OCC.
FENCE FINAL
INSPECTOR'S SIGNATURES/INITIALS
GARDEN WALL FINAL