13-0962 (BLCK)f• s �
P.O. BOX 1504
78,-.495 CALLE TAMPICO
LA QUINTA, CALIFORNIA.92253 '_ BUILDING & SAFETY DEPARTMENT
CLIBUILDING PERMIT
Application Number:
13-00000962
Property Address:
81540 BAFFIN AVE
APN:
767-200-998-101 -330762-
Application description:
WALL/FENCE
Property Zoning:
LOW DENSITY RESIDENTIAL
Application valuation:
72348
Applicant: Architect or Engineer:
------------------
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,�nd rofessionals Code, and my License is in full force and effect.
License Class: B ! License No.: 915336
f�Q !;///,
� i _ s �
D��✓Contractor:
U OWNER -BUILDER DECLARATION
1 hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county` that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.). -
(_ 1 I, as owner of the property, am exclusively contracting with licensed. contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
( ) I am exempt under Sec. , B.&P.C.for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name: _
Lender's Address:
LQPERMIT
Owner:
JAMES & LINDA LIPPMAN
11766 WILSHIRE BLVD.
15TH FLOOR
LA QUINTA, CA 92247
Contractor:
DBCA INC
P.O. BOX 1482
LA QUINTA, CA 92247
(760)393-5271
Lic. No.: 915336
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760).777-7153
Date: 8/0i/13 -
-----------------------------------7-----------
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
n ,,..,,issued.
�(/�yr•nave and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
�(_.�/�-- Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier TRAVELERS Policy Number YJUB282D7797-12
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 ect to the workers' compensation laws of California,
and agree that, if I should become suc to the workers' compensation provisions of Section
3700 of the Labor Code, 1.6611 ftlr hwi co m y with th r ision'.
Applicant:
l/ aj✓
WARNING: FAILURE TO SECURE ORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose request and for
_ whose benefit work is performed under or pursuant to any permit issued as a iesult of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes.null and void if woik 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 abovVn!'2".
r anon is correct. I agree to comply with all
city and county ordinances and state laws relating to building constr ctio ,and hereby authorize presentatives
of this county to enter upon the above-mentioned property,.for in9pecti :zs
.
Date --2-hi Signature (Applicant or Agent):
i/r�
LQPERMIT
Application Number . . . 13-00000962
Permit . . . . WALL/FENCE PERMIT 2013
Additional desc .
Permit Fee . . 390:39 Plan Check Fee
.00
Issue Date Valuation . . .
. 72348
Expiration Date 1/28/14
Qty Unit Charge Per
Extension
1.00 47.1900 LS MISC WALL, FIRST 100 LF
47.19
24.00 14.3000 EA MISC WALL, ADDL 50 LF
343.20
-----------------------------------------------------------------
Special Notes and Comments
-----------
BLOCK WALL - INSTALL 330 L.F. OF 7FT. 4
IN. HIGH, PROTO II WALL (PER APPROVED
PLAN), 39 L.F. OF 5 FT. 4 IN. HIGH.
"
GARDEN WALL, 10 L.F. OF 6 FT. HIGH
GARDEN WALL, 148 L.F. OF 8 FT. HIGH
GARDEN WALL (ALL GARDEN WALLS ARE TO BE
_
INSTALLED PER APPROVED PROTO II PLANS).
INSTALL 461 L.F. OF 2FT. 8 IN. RETAINING
WALL, 106 L.F. OF 1 FT. 4 IN. RETAINING
WALL, 127 L.F. OF 2 FT. RETAINING WALL,
39 L. -F. OF 3 FT. 4 IN. RETAINING WALL,
39 L.F. OF 3 FT: 4 IN. HIGH RETAINING
WALL (ALL RETAINING WALLS TO BE.BUILT
PER ATTACHED CITY APPROVED ORCO BLOCK
DETAIL), 2010 CALIFORNIA BUILDING
CODES.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473)
1.00
PLAN CHECK, .WALLS
60.06
Fee summary Charged Paid Credited
---------------------------------------------------------
Due
Permit Fee Total 390.39 .00 .00
390.39
Plan Check Total .00 .00 .00
.00
Other Fee Total 61.06 .00 .00
61.06 .
Grarid Total 451.45 .00 .00
451.45
LQPERMIT
F
Bin #
Qty of La Quinta
-Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico 262013
La Quinta, CA 92253 - (760) 777-70 1
QA1, Or
Building Permit Application and Tracking 91JIAI,
Permit #
Project Address:oE
C2 6LD
Owner's Name: h4 poo�P/l�E- -
A. P. Number:
Address: L
Legal Description:
City, ST, Zip:/CS I+AjC Z4,,,S, 2-
Contractor:blscoo�i� Bull-bg-PIS
-7
Telephone: -
Address: go —
Project Description: A4K' W&L- PVU?'V-' T�
City, ST, Zip: 0.1617- rA A)
33 o 4 Cs Aom L, I JAL& 4/
Telephone:
......... .......... . . . . . . . . . . . . . .
A) IVX/ z r 9*1
State Lia #:
City Lic.
Arch., Engr., Designer: 6-A-A,4VE 819CIL 4- /NT�j2pgl2�S
b).• 0
Address:
City., ST, Zip: �yq?0.6 dl -V
z yLleA
Telephone:
E~pair DMT -0-11
144 0
Sq. Ft.: # #�Units:
State Lic. #:
Name of Contact Person: jSro
Telephone 4 of Contact Person: Estimated Value of Project: 17 --7 2
ICANT: DO NOT. WRITE BELOW THIS LINE
N
Submittal
Reqld
Recld TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
'Structural Cales.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance.
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2". Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
C
N
NOTES:
" 15 RUN HORIZONTAL JOINT REINFORCING NOTE:
GENERAL NOTES
1. POST TENSIONED ROD. 6. #4 REINFORCING WITH 6 HOOK 7. END OR CORNER OF WALL MAY START 11. PROTO II WALL. • SEE 8" ROD VARIANCE SPEC AT NOTES
2. END OF WALL. INTO FOOTING BELOW. FILL WITH WITH #4 VERTICAL REBAR, GROUT SOLID 12. 16 MASONRY PIER WITH 4 #4 VERTICAL THROUGH PIER STOP AT FACE OF NO. 5 AT BOTTOM OF WALL SCHEDULE. 1. THE PROTO-II WALL IS DESIGNED FOR WIND AND SEISMIC FORCES AS REQUIRED AND APPROVED
3. RODS AT 12" EITHER SIDE OF A GROUT OR 8 HIGH LIFTS OF MORTAR. THEN SPACE FIRST POST TENSION AND 1 #2 TIE AT TOP OF PIER. PIER AT CONTRACTORS OPTION. 8" VARIANCE APPLIES TO ALL RODS BY THE LOCAL JURISDICTION. SEE SCHEDULES FOR EXPOSURE, WIND FORCES, POST TENSIONED
CONTROL JOINT OR END OF WALL. 6A. POST TENSIONED ROD SPACING PER ROD PER SCHEDULE. REBAR MAY 13. 12 SQUARE MASONRY PIER WITH 16. ALL VERTICAL MASONRY PIER REINFORCING EXCEPT THOSE AT CONTROL JOINTS ROD SPACING, FOOTING SIZES, ETC. CONTRACTOR IS RESPONSIBLE TO VERIFY REQUIREMENTS
IN
4. NOT USED. SCHEDULE BUT NOT TO EXCEED SUBSTITUTE FOR P.T. ROD AT CORNER 1 #5 VERTICAL. SHALL HAVE 6" HOOKS AT BOTTOM AND END OF WALL. WITH BUILDING DEPARTMENT AND OWNER. ALL WORK IS TO BE PERFORMED THE APPROVED SITE PLAN SOILS REPORT AND/OR APPLICABLE CODE REQUIREE ACCORDANCE WITH5. NOT USED. 4'-8" ON EITHER SIDE OF THE OR END OF WALL. 14. LINE OF FOOTING BELOW. FOOTING AT AND EXTEND A MINIMUM OF 8" MENTS.
2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH (LEVEL BACKFILL) ABOVE 1'-4" FOR
CONTROL JOINT OR END OF WALL. 8. NOT USED. PROTO II WALL PER PLANS AND INTO FOOTING. • AT CONTRACTORS OPTION, THE WALL 4' PROTO-II, 2'-0" FOR 6' PROTO-II, AND 2'-8- FOR 8' PROTO-II AS MEASURED FROM LOW
9. NOT USED. SCHEDULES. FOOTING AT PIER SHALL 17. TYPICAL ROD SPACING PER SCHEDULE "S". EXPANSION JOINT MAY OCCUR AT SOIL TO HIGH SOIL. NO SURCHARGES WITHIN 5-0 OF WALL ARE ALLOWED. SEE DETAIL 10.
(1) (6) 10. NOT USED. BE 12 THICK AND 4��WIDER ALL 18. MAXIMUM ROD SPACING FROM CONTROL THE FACE OF THE PIERS AS SPECIFIED 3. FOOTINGS TO BE LEVEL IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP
AROUND THE PIER. JOINT MAY BE 1/2 THE TYPICAL ROD IN GENERAL NOTE 14. SHOULD BE PROPER HEIGHT TO FIT BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND
"S", CONTAIN NO LOOSE EARTH OR FOREIGN MATTER.
SPACING S FOR EXAMPLE, IF 4. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE. PRIOR TO FOUNDATION
(1) TYPICAL ROD SPACING FROM SCHEDULE IS EXCAVATION, CONTRACTOR SHALL VERIFY VIA SOILS REPORT THAT SITE SOILS CONDITIONS MEET OR
(2) (1) 8'-0", MAX ROD SPACING FROM A CONTROL EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 200 PSF/FT STARTING AT THE TOP OF
6A �, JOINT MAY BE 8'/2=48". GRADE(I.E. NO TOP SOILS ARE NEGLECTED FOR PASSIVE) AND A MINIMUM ALLOWABLE BEARING
PRESSURE OF 1000 PSF.
(13) (16) 5. SOIL SHALL BE WELL DRAINED FOR FOOTINGS AND FOUNDATIONS, USE CONCRETE WITH A MIN.
OA END OF WALL B END OF WALL (1) (14) (1) STRENGTH OF 2,500 PSI - TYPE II CEMENT (TYPE V WHERE REQUIRED BY OWNER, SOILS ENGINEER
OR JURISDICTION). CONCRETE SHALL BE A MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.
(15) r -- --� (15) 6. LAP REINFORCING STEEL: LAP = 26" FOR #4 BARS 40" FOR #5 BARS IN MASONRY.
(1) O RETURN CONDITION _ L------- ---------- 32"/39" LAP IN CONCRETE FOR #4 OR #5 BAR RESPECTFULLY.
---------- v - J
7. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. (F'M DESIGN
2) _ _ - - CRITERIA FOR BLOCK IS BASED ON 2000 PSI). BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR'
----------------- r------ ----- TO ROD TENSIONING. STANDARD HEAD AND BED JOINT BLOCKS WITH MORTAR MAY BE USED OR
INTERLOCKING BLOCKS MAY BE USED.
OC END OF WALL " rA 8. MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MAY BE USED AS GROUT IN 8' HIGH LIFTS.
" MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24 HOURS OLD
Oq ALTERNATE CONTROL JOINT SPEC. AT CONVENTIONAL REINF. +, 12 12 PRIOR TO FINAL TENSIONING.
9. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. HEAD JOINTS MAY BE
i, (1 R) (17) _, OMITTED IN FIRST COURSE FOR WEEP HOLES.
TYPICAL CONTROL JOINT SPEC. MASONRY NOTE:
B CONTROL MAKE A CLEAN VERTICAL
AT POST TENSION ROD. JOINT BREAK OF ALL MATERIAL
IN CONTROL JOINT.
SPECIAL WALL CONDITIONS AND OPTIONS
�o
9 1U UATUUHi
(6)
(7)
NOTES:
1. FENCE WALL - DETAIL NOT
SHOWN FOR CLARITY.
2. FINISHED GRADE.
3. NO SLOPING ADJACENT GRADE
ALLOWED.
4. FACE OF FOOTING TO TOP OF
SLOPE.
5. BOTTOM OF SETTING PAD.
6. SEE SCHEDULE FOR WALLS
UP TO 6'-0" HIGH.
7. SEE SCHEDULE FOR WALLS
ABOVE 6'-0" HIGH.
NOTE:
THIS DETAIL DESCRIBES THE
MINIMUM DISTANCE REQUIREMENTS
FOR THE LOWEST FOOTING EDGE
TO FINISHED GRADE.
SCHEDULE
FOR WALLS UP TO 6'-0"
FACE OF FOOTING
TO TOP OF SLOPE.
FACE OF FOOTING
TO TOP OF SLOPE.
MIN. DEPTH OF DIP OR
OR TRENCH FOOTING 13"
MINIMUM DEPTH OF
DIA PIER
12" OR MORE
2'-4"
3'-6"
6" TO 11"
2'-7"
3'-10"
3 TO 5
2'- 1 O
11
4 -0
SCHEDULE
FOR WALLS ABOVE 6'-0" UP TO 9'-4"
FACE OF FOOTING
TO TOP OF SLOPE.
ADDED DEPTH OF DIP OR
OR TRENCH FOOTING 13"
ADDED DEPTH OF
DIA PIER
36" OR MORE
0"
0"
30"
6"
6"
24
9
910
12"
15"
15"
6
18
18
3"
20"
20"
5'-0" TO DAYLIGHT DETAIL FOR FOOTINGS
NOTES:
NO SCALE
1. GROUT SOLID ONLY AT POST -TENSION 7. A MODIFIED 6" THICK PROTO II
ROD CELLS BELOW GRADE. WALL MAY BEGIN WITH A SOLID
2. LOW SOIL. 8" HIGH GROUTED COURSE OF
3. CONCRETE FOOTING. 8" BLOCK. THE SOIL RETAINAGE
4. HIGH SOIL.. MAY THEN INCREASE TO 2'-8".
5. PROTO II FENCE WALL. FOR 8" WIDE WALLS USE A 10" WIDE
6. * V-4" MAX. AT 4" PROTO II. FLANGE, 6" DEEP AT TOP OF FOOTING.
* 2'-0" MAX. AT 6" PROTO II. 8. HEAD JOINTS IN FIRST COURSE
* 2'-8" MAX AT 8" PROTO II. OMITTED FOR WEEP HOLES, SEE
GENERAL NOTE 9.
9. 2" SOIL MIN OVER FOOTING.
ROD SPACING AND FOOTING SELECTION NOTES:
A. FOR ALL EXPOSURE C CONDITIONS WITH FENCE
WALL HEIGHT "F" OF 3'4" OR LESS, ASSUME
MINIMUM WALL HEIGHT OF F+R+1'4". EXAMPLE,
FOR A 3'4"HIEGHT FENCE WALL WITH 2'8"
RETAINING, USE PROTO II FENCE WALL SCHEDULE
HEIGHT "H"= 3'4" + 2'8"+ 1'4"= 7'4".
B. FOR ALL EXPOSURE C CONDITIONS WITH FENCE
WALL HEIGHT "F" GREATER THAN 3'4", ASSUME
,5) MINIMUM WALL HEIGHT OF F+R+8". EXAMPLE, FOR
A 5'4" HEIGHT FENCE WALL WITH 2'8" RETAINING,
USE PROTO II FENCE WALL SCHEDULE HEIGHT "H"=
5'4" + 2'8" + 8" = 8'8".
11)
C. FOR ALL EXPOSURE B CONDITIONS WITH FENCE
WALL HEIGHT "F" OF 6'0" OR LESS, ASSUME
MINIMUM WALL HEIGHT OF F+R+1'4". EXAMPLE,
FOR A 6'0" HIEGHT FENCE WALL WITH 8" RETAINING,
;2) USE PROTO II FENCE WALL SCHEDULE HEIGHT "H"=
6'0" + 8"+ 1'4" 8'0'.
D. FOR ALL EXPOSURE B CONDITIONS WITH FENCE
WALL HEIGHT "F" GREATER THAN 6'0", ASSUME
MINIMUM WALL HEIGHT OF F+R+8". EXAMPLE, FOR
3� A 6'8" HEIGHT FENCE WALL WITH 8" RETAINING, USE
��- PROTO II FENCE WALL SCHEDULE HEIGHT "H" = 6'8"
+ 8" + 8" = 8'0".
DETAIL AT SOIL RETAINAGE
NO SCALE
(1 (15) -
RETURN CONDITION -
(1 - -
x
N
12"
NOTES:
(1) 1.
PROTO II FENCE WALL PER
12. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER DETAIL 8
PRODUCT DATA SHEET.
8' PROTO II
A. PROTO II TENSION ROD SHALL BE
CONTINUOUS
7/16" DIA STRAIGHT, THREADED
FULL CROSS SQUARE (6' MINIMUM LAP).
BOTH ENDS AND SHALL HAVE
POST TENSION
MIN. 12" EMBED INTO MASONRY
POST TENSION
RETAINING WALL WITH PLATE
STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" 'L' HOOK, OR "J"
WASHER.
2.
SOLID GROUTED RETAINING
ROD SPACING
ON CENTER
WALL. DESIGNED BY OTHERS.
14. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON -STUCCOED WALLS AND
INSTALLER TO VERIFY RETAINING
20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE
WALL DESIGNED BY OTHERS WILL
PROTO II FENCE WALL.
SUPPORT THE PROTO II FENCE
2.
WALL ABOVE.
3.
FINISHED GRADE.
4.
2 #3 MIN. IN BOND BEAM - LAP
20" WHERE OCCURS.
5.
BACKFILL SHALL BE NON -
7/116" DIA FULL HEIGHT POST TENSIONED
EXPANSIVE SOILS. SEE
SOILS REPORT.
6.
COUPLER IF PARTIAL HEIGHT ROD IS
TOP FOR NUT ATTACHMENT.
USED IN LIEU OF FULL HEIGHT ROD.
7.
1/4"x1"x2" EMBEDMENT PLATE WITH 1/2"
THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A DEPUTY
NUT ABOVE PLATE AND 1/2" COUPLER
(6)
BELOW PLATE (OR (2) 1/2" NUTS).
(3)
JNOTE:
PROTO II FENCE WALL CAN BE
(5) PLACED AT ANY LOCATION ON THE
(2) TOP OF THE RETAINING WALL
(4)-7.. (FLUSH OR CENTERED) BUT THE
y� i" POST TENSIONED ROD SHALL AT
ALL TIMES BE PLACED BETWEEN
THE 2 REINFORCING BARS AT
(7) THE TOP OF THE RETAINING WALL.
PROTO II WALL CONNECTION TO TOP OF CONVENTIONAL MASONRY
RETAINING WALL
1
Co
2
Go
3
co
4
Go
5
co
6
co
7
Go
8
co
9
(2)
HORIZONTAL JOINT REINFORCING
NO SCALE
NOTES:
1. TOP OF FOOTING.
2. PROTO II WALL - VERTICAL POST
TENSIONED ROD NOT SHOWN FOR
CLARITY.
3. 8" HIGH COURSES ARE SHOWN
IN DETAIL. OTHER BLOCK SIZES
MAY BE USED AS REQUIRED BY
THE FENCE WALL DESIGN.
HORIZONTAL JOINT REINFORCING
(REF. GENERAL NOTE #12)*
1. HORIZONTAL JOINT REINFORCING SHALL
BE PLACED AT THE MORTAR JOINTS #2
& #3 BELOW THE PLATE WASHER AND
2'-0" O.C. THEREAFTER UNTIL THE TOP
OF FOOTING IS REACHED. (e.g. A NOMINAL
6'-0" HIGH WALL WOULD HAVE JOINT
REINFORCING IN A TOTAL OF THREE
COURSES).
NO SCALE
C,
(1 2) 10. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 40,000 PSI.
11. PROM -II HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL
1 (14) - (1-6)_ --- 1 THREADS, DIRECT TENSION INDICATORS ( A DIRECT TENSION INDICATOR (DTI) IS A COMPRESSIBLE
WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE SHALL BE SUPPLIED BY ONLY AN
(15) 7/APPROVED
ILICENSEE
6 DIA WITH /2 ROLL THREADS CONFORMING TO ASTM A615 (FY
RO 60000 SI) AND
j, ________ _ HAVE STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT
- _ DAMAGE TO THE POST TENSION ROD. AREA OF POST TENSION ROD = .1503 SQUARE INCHES.
------------------
k x _ _ _ • _ _ _ _ _ _ _ _ _ _ BEARING PLATES ARE 1/4' THICK (Fr -50 KSI) SEE DETAIL 5 FOR WIDTHS. 1/2- COUPLERS
r �o PER ASTM A563 GRADE A. AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD,
FULLY ENGAGED AS DEFINED AS 1/2" MIN. INTO COUPLER. 1/2' NUTS ARE TO BE GRADE 8, IPER
ASTM A325. 1/2" ALL THREADS PER ASTM A307, GRADE 60. DIRECT TENSION INDICATOR (D -TI -
" COMPRESSIBLE WASHER) IS PER ASTM F959 TESTING PROCEDURES. PLASTIC REBAR SADDLES
O 12 16 12 ARE NON-STRUCTURAL
c9� i
r (5)
16"
MIN.
DIP FOOTING PROFILE
x PLAN
TOP OF FENCE DETAIL
REINFORCING PER NOTE #12.
5. CENTER WEB BELOW.
NO SCALE
NOTES:
3 1. PROTO II WALL.
2. 3" MORTAR COVER AROUND
(1) 2 COUPLER AND/OR POST TENSIONED
ROD FOR CORROSION PROTECTION.
3. 7/16" DIA FULL HEIGHT POST TENSIONED
RODS WITH 3" HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT. NO
VOIDS OR JUNCTION OF POST TENSION
ROD AND REINF. BARS ALLOWED.
PROVIDE CONSOLIDATION OF
CONCRETE VIA VIBRATION, RODDING
OR OTHER APPROPRIATE MEANS.
4. THICKEN FOOTING TO PROVIDE 3" MIN.
COVER AS REQUIRED AROUND
ANCHOR BOLT.
5. SEE SCHEDULE AND OTHER DETAILS.
- G �(3) rr
M U
FOOTING ELEVATION AT POST TENSIONED ROD
NO SCALE
NO SCALE
NOTES:
1. 4" NOMINAL (3 5/8" ACTUAL OR
6" NOMINAL 5 5/8" ACTUAL OR
8" NOMINAL �7 5/8" ACTUAL MASONRY.
2. HORIZONTAL JOINT REINF - SEE NOTE #12.
v(1)v 3. #4 CONTINUOUS AT 4" & 6" PROTO II
'7 #5 CONTINUOUS AT 8" PROTO II,
4. CONCRETE SETTING PAD. NO VOIDS OR
(2) HONEYCOMBING OF CONCRETE AT JUNCTION
_ OF POST TENSION ROD AND REINF. BARS
ALLOWED. PROVIDE CONSOLIDATION OF
_ CONCRETE VIA VIBRATION, RODDING OR
OTHER APPROPRIATE MEANS.
= 5. DASHED LINE INDICATES LINE OF DIP FOOTING
~ OR LINE OF CONT TRENCH FOOTING.
6. DEPTH OF CONTINUOUS TRENCH FOOTING.
o_ c _ (2) 7. * 8" AT 4" AND 6" PROTO IL
N o- _ 7A. FOR 8" WIDE WALLS USE 10" WIDE FLANGE,
Q o 6"DEEP AT TOP OF FOOTING.
N 8. 3" MORTAR COVER AROUND COUPLER
rl� :� AND/OR POST TENSIONED ROD FOR
CORROSION PROTECTION AT FIRST COURSE.
N fr 9. VERTICAL REINFORCING AT TRENCH, AND
U_ (8) (3) DIP FOOTINGS FOR WALLS OVER 6'-0"
co(7A) HIGH. USE #4 x AT THE 6" AS ER
STRAIGHT "J" OR "L" OK �_ REQUIRED OF
\ (11) EACH DIP FOOTING AT DIP FOOTING DESIGN.
i (4) REBAR SPACING IN TRENCH FOOTING FOR
WALLS 6'-8" TO 8'-0" SHALL MATCH
`o �`' \ (5)SPACING OF DIP FOOTINGS. ABOVE 8'-0l"
-H i(10) AND WHERE DIP FOOTING SPACING NOT
(9) AVAILABLE, SPACE VERTS AT 24" O.C. MAX.
10. A CONTRACTOR OPTION IS TO STAB THE #4
VERTICAL REBAR DOWN INTO THE DIP, PIER
"(7) OR CONTINUOUS TRENCH FOOTING AND EXTEND
IT +/-8" INTO THE FIRST COURSE OF BLOCK.
11. 2" SOIL MIN OVER FOOTING.
3 TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH FOOLING
NO SCALE
PROTO II FENCE WALL SCHEDULE -
CALIFORNIA 2010 CSC AND 2009 IBC
EXPLANATION OF WIND LOAD DESIGNATIONS:
ASCE 7-05I = 0.87 (CATEGORY I TABLE 6-1)
qz = 0.00256 x Kz x Kzt x Kd x V2 x I (EQ. 6-15) F = qz x G x Cf x Af (EON 6-28)
Kz = 0.57 EXP B, 0.85 EXP C (TABLE 6-3) G = 0.85 (RIGID STRUCTURE SEC 6.5.8)
Kzt = 1.0 FOR H S 15'-0' (SECTION 6.5.7.1 15) *Cf = 1.3 x 1.1 (FOR S/H = 1 AND B/S 2 10)
Kd = 0.85 (SIMILAR TO SOLID SIGN, TABLE 6-4) As = ASSUME 1 SQUARE FOOT.
V = VELOCITY 3 SECOND WIND GUST
* 1.1 MULTIPLIER USED TO ADJUST FOR OBLIQUE ADJUSTMENT FACTOR PER FIGURE 6-20 FOOTNOTE 3.
WIND
WALL
12. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER DETAIL 8
6' PROTO II
8' PROTO II
AND CONFORM TO ASTM A82 LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE
CONTINUOUS
INC.
FULL CROSS SQUARE (6' MINIMUM LAP).
HEIGHT
POST TENSION
13. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2' COUPLERS AND
POST TENSION
NO SCALE
STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" 'L' HOOK, OR "J"
(480) 774-1701 FAX
www.ctsaz.com
HOOK AT END OF TENSION ROD.
ROD SPACING
ON CENTER
ROD SPACING
ON CENTER
14. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON -STUCCOED WALLS AND
NOTES:
20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE
1.
PROTO II FENCE WALL.
DETAIL 1 FOR ROD SPACING AT CONTROL JOINTS AND WALL ENDS.
2.
3" MORTAR COVER AROUND COUPLER AND/OR
15. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE.
DETAIL 4 FOR
POST TENSIONED ROD FOR CORROSION
16. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OP1110N;
PROTECTION.
SEE DETAIL 6, NOTE NO. 3. AT CONTRACTOR OPTION, VERTICAL REBAR MAY BE STABBED DOWN
3.
7/116" DIA FULL HEIGHT POST TENSIONED
INTO THE DIP, SEE DETAILS 3 AND 4.
RODS WITH 3" HOOKS. ROLL THREADS AT
17. A PROM -II DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN
TOP FOR NUT ATTACHMENT.
THE BEARING PLATE AND NUT W/ THE DTI TABS FACING UP AGAINST THE BOTTOM OF THE NUT.
4.
CONC. FTG. - NO COLD JOINTS PERMITTED.
THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A DEPUTY
5.
TRENCH MAY BE OVER EXCAVATED AS SHOWN-
INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS; METHOD 1;
o LJ
f Co
FILL. W/ COMPACTED FILL OR CONCRETE.
VISUAL INSPECTION OF DIRECT TENSION INDICATOR (DTI), TABS FACING UP AND COLLAPSED
6.
13`0 x S-9" DEEP CIRCULAR PIER FTG. MAY
AGAINST NUT W/ NO LIGHT LEAKAGE BETWEEN THE PROTO-II DTI AND BOTTOM OF NUT. METHOD
~
Q� cn Q
2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55FT/LBS. (DTI MUST STILL BE PLACED
C) w�Q x_ CL m
O � < X M
BE USED IN LIEU OF DIP FTG. SPACING AND
WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). INSPECTfOR
J
SETFTING PAD TO REMAIN THE SAME.
SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK, AND
7.
NO VOIDS OR HONEYCOMBING OF CONC. AT
INTEGRITY OF MORTAR JOINTS. AND PROVIDE A SIGNED REPORT TO ALL APPROPRIATE PARTIES.
8'-0'
JUNCT ON OF POST TENSION ROD AND
MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION.
U.S. PATENTED 7,454,870
REINFORCING BARS ALLOWED. PROVIDE
18.*DESIGNS ILLUSTRATED ON THIS PRODUCT DATA SHEET ARE FOR PROM -II WALLS AND PROTO-II
694'
CONSOLIDATION OF CONCRETE VIA VIBRATION,
RETAINER WALLS UP TO A COMBINED HEIGHT OF 10'-0'. ADDITIONAL SCHEDULES ARE AVAILABLE
14'-0'
RODDING OR OTHER APPROPRIATE MEANS.
FOR PROM -II WALLS UP TO 13'-4' HIGH AND HIGHER 'HYBRID' PROTO-II WALLS.
8.
VERTICAL FOOTING REINFORCING AT WALLS
19. ALL CONVENTIONALLY REINFORCED PILASTERS REQUIRE SPECIAL INSPECTION. SPECIAL INSPECTION
OVER 6'-0" HIGH USE
INCLUDES CONTINUOUS OBSERVATION OF GROUTING ALONG WITH A PRE -GROUT INSPECTION THE
21
#4 xIN CENTER OF
PRE -GROUT INSPECTION INCLUDES VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS.
51-4'
STRAIGHT "J" 624"
DIP OR PIER.
GRADE OF REINFORCEMENT AND OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED,
12'-0'
OR "L" OK
I
FOR CONFORMANCE WITH CONSTRUCTION DOCUMENTS.
9.
THI1S DETAIL SHOWS THE POST TENSION ROD
20. END ZONES FOR WIND DESIGNS ARE EXCLUDED. I.E. Cf = 1.3.
6'-0'
CENTERED IN THE DIP FTG. - HOWEVER THE
24'
POST TENSION ROD SPACING IS INDEPENDENT
.
6 -8
2 -8
OF THE DIP FTG. AND THEY DO NOT NEED TO
NOTES:
10.
LINE UP.
NOT USED IN WALLS 6'-0" AND UNDER.
1. POST TENSION ROD.
11.
VERT. REINF. REQ'D WHEN USING CIRCULAR
2. NUT.
3. COMPRESSED DTI INDICATOR - NO LIGHT PASSES
294'
PIER DETAIL IN LIEU OF "DIP". SEE NOTE
6 BELOW WALL SCHEDULE.
BETWEEN BOTTOM OF NUT AND DTI WHEN
/ \ TOP
12.
A (CONTRACTOR OPTION IS TO STAB THE #4
4. PLA�TENSIONED.
8'-0'
VERTICAL REBAR DOWN INTO THE DIP, PIER
5. COLLAPSIBLE TABS.
3'-4'
OR CONTINUOUS TRENCH FOOTING AND EXTEND
29'
6. MINIMUM TENSION TO BE 6,000 LBS LOAD AND
-
IT +/-8" INTO THE.FIRST COURSE OF BLOCK.
2'-8'
5'4'
30'
CONFIRMED BY ONE OF TWO METHODS PER
*
9'-4'
_
-
NOTE "C" BELOW.
-
32'
` / A. PROTO-II DTI TO BE USED AT EACH TENSION ROD,
* SEE GENERAL NOTE 18.
•
TABS FACING UP AGAINST BOTTOM OF 1/2" NUT
THE BURIED BLOCK MAY BE USED AS PART OF THE TRENCH DEPTH PROVIDED THE SOIL WITHIN
5'-0' OF EACH SIDE OF THE BLOCK IS COMPACTED TO 90 PERCENT. THE OVERALL WALL HEIGHT IS
PROTO-II (5) AND TABS COLLAPSED TO ACHIEVE TENSION.
REGARDLESS OF WHETHER A COURSE IS BURIED.
NO SCALE
B. DTI IS ONE OF TWO APPROVED METHODS OF
TENSIONING. OTHER OPTION OF TENSIONING IS
TORQUE TO 55 FT/LBS USING A CALIBRATED
(3) PLAN VIEW
NOTES:
TORQUE WRENCH D11 MUST STILL BE PLACED
(4) (1) ON ROD IF USING TORQUE WRENCH METHOD.
1.
FILL CAP BLOCK WITH MORTAR.
(2 SEE GENERAL NOTE 17.
)
IMMEDIATELY "FLIP" ONTO ROD.
C. SPECIAL DEPUTY INSPECTOR WILL PERFORM A
2.
CAP BLOCK OF SUFFICIENT SIZE
I VISUAL INSPECTION WHEN USING THE D11 METHOD
TO COVER PLATE AND ROD.
TO CONFIRM THE DTI IS COLLAPSED WITH NO,
3.
STEEL PLATE SIZES:
LIGHT LEAKS BETWEEN THE TABS AND BOTTOM OF
A\. 4" PROTO 11: 1/4" x 3" x 6"
TORQUEDNUT. IF USING WRENCH
DEPUTY INSPECTORWILL CONFIRM WALL S
B. 6" PROTO II: 1/4" x 4 1/2" x 6"
TORQUED TO 55 FT/LBS AND VISUAL INSPECTION
C. 6" SLUMP PROTO 11: 1/4" x 4" x 6"
SECTION OF DTI IS NOT REQUIRED.
D. 8 PROTO II: 1/4" x 6 1/2" x 8"
X D. INSTALLER MUST HAVE SPECIAL DEPUTY
STEEL PLATES TO BE PLACED AT
INSPECTION PERFORMED BY ONE OF THESE TWVO
THE EDGE OF THE CELL SO THAT
METHOD, BY A SPECIAL DEPUTY INSPECTOR.
INSPECTOR TO PROVIDE A COMPLETED REPORT TO
THE PLATE BEARS FULLY ON
LISTED PARTIES.
4
THREE SIDES.
CONTINUOUS HORIZONTAL JOINT
I „ 1 DTI INDICATOR (DIRECT TENSION INDICATOR)
REINFORCING PER NOTE #12.
5. CENTER WEB BELOW.
NO SCALE
NOTES:
3 1. PROTO II WALL.
2. 3" MORTAR COVER AROUND
(1) 2 COUPLER AND/OR POST TENSIONED
ROD FOR CORROSION PROTECTION.
3. 7/16" DIA FULL HEIGHT POST TENSIONED
RODS WITH 3" HOOKS. ROLL THREADS
AT TOP FOR NUT ATTACHMENT. NO
VOIDS OR JUNCTION OF POST TENSION
ROD AND REINF. BARS ALLOWED.
PROVIDE CONSOLIDATION OF
CONCRETE VIA VIBRATION, RODDING
OR OTHER APPROPRIATE MEANS.
4. THICKEN FOOTING TO PROVIDE 3" MIN.
COVER AS REQUIRED AROUND
ANCHOR BOLT.
5. SEE SCHEDULE AND OTHER DETAILS.
- G �(3) rr
M U
FOOTING ELEVATION AT POST TENSIONED ROD
NO SCALE
NO SCALE
NOTES:
1. 4" NOMINAL (3 5/8" ACTUAL OR
6" NOMINAL 5 5/8" ACTUAL OR
8" NOMINAL �7 5/8" ACTUAL MASONRY.
2. HORIZONTAL JOINT REINF - SEE NOTE #12.
v(1)v 3. #4 CONTINUOUS AT 4" & 6" PROTO II
'7 #5 CONTINUOUS AT 8" PROTO II,
4. CONCRETE SETTING PAD. NO VOIDS OR
(2) HONEYCOMBING OF CONCRETE AT JUNCTION
_ OF POST TENSION ROD AND REINF. BARS
ALLOWED. PROVIDE CONSOLIDATION OF
_ CONCRETE VIA VIBRATION, RODDING OR
OTHER APPROPRIATE MEANS.
= 5. DASHED LINE INDICATES LINE OF DIP FOOTING
~ OR LINE OF CONT TRENCH FOOTING.
6. DEPTH OF CONTINUOUS TRENCH FOOTING.
o_ c _ (2) 7. * 8" AT 4" AND 6" PROTO IL
N o- _ 7A. FOR 8" WIDE WALLS USE 10" WIDE FLANGE,
Q o 6"DEEP AT TOP OF FOOTING.
N 8. 3" MORTAR COVER AROUND COUPLER
rl� :� AND/OR POST TENSIONED ROD FOR
CORROSION PROTECTION AT FIRST COURSE.
N fr 9. VERTICAL REINFORCING AT TRENCH, AND
U_ (8) (3) DIP FOOTINGS FOR WALLS OVER 6'-0"
co(7A) HIGH. USE #4 x AT THE 6" AS ER
STRAIGHT "J" OR "L" OK �_ REQUIRED OF
\ (11) EACH DIP FOOTING AT DIP FOOTING DESIGN.
i (4) REBAR SPACING IN TRENCH FOOTING FOR
WALLS 6'-8" TO 8'-0" SHALL MATCH
`o �`' \ (5)SPACING OF DIP FOOTINGS. ABOVE 8'-0l"
-H i(10) AND WHERE DIP FOOTING SPACING NOT
(9) AVAILABLE, SPACE VERTS AT 24" O.C. MAX.
10. A CONTRACTOR OPTION IS TO STAB THE #4
VERTICAL REBAR DOWN INTO THE DIP, PIER
"(7) OR CONTINUOUS TRENCH FOOTING AND EXTEND
IT +/-8" INTO THE FIRST COURSE OF BLOCK.
11. 2" SOIL MIN OVER FOOTING.
3 TYPICAL WALL SECTION AT DIP FOOTING AND TRENCH FOOLING
NO SCALE
PROTO II FENCE WALL SCHEDULE -
CALIFORNIA 2010 CSC AND 2009 IBC
EXPLANATION OF WIND LOAD DESIGNATIONS:
ASCE 7-05I = 0.87 (CATEGORY I TABLE 6-1)
qz = 0.00256 x Kz x Kzt x Kd x V2 x I (EQ. 6-15) F = qz x G x Cf x Af (EON 6-28)
Kz = 0.57 EXP B, 0.85 EXP C (TABLE 6-3) G = 0.85 (RIGID STRUCTURE SEC 6.5.8)
Kzt = 1.0 FOR H S 15'-0' (SECTION 6.5.7.1 15) *Cf = 1.3 x 1.1 (FOR S/H = 1 AND B/S 2 10)
Kd = 0.85 (SIMILAR TO SOLID SIGN, TABLE 6-4) As = ASSUME 1 SQUARE FOOT.
V = VELOCITY 3 SECOND WIND GUST
* 1.1 MULTIPLIER USED TO ADJUST FOR OBLIQUE ADJUSTMENT FACTOR PER FIGURE 6-20 FOOTNOTE 3.
CITY OF
BUILDING S,4.1 _i:)T.
A
FOR NS N
DAT 0//��_Mktc�
NOTES:
1. FOOTING DESIGN ALLOWABLES: 1000 PSF BEARING, 200 PSF/FT LATERAL.
2. MAXIMUM HEIGHT FOR 4' PROTO II = 6'4': MAX. HEIGHT FOR 6' PROTO II = 10'-0'. MAX. HEIGHT FOR 8'
PROTO II = 13'-4' COMBINATION WALLS MAY BE USED.
3. MAXIMUM DIP FOOTING SPACING = 16'-0': MINIMUM SPACING = 3'-40. TOLERANCE IS 12"t BUT THE NUMBER OF
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL.
4. POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING.
5. POST TENSION ROD SPACING TOLERANCE IS t8' BUT THE NUMBER OF RODS FOR A GIVEN LENGTH
REMAIN THE SAME.
6. 13'0 x 3'-9' DEEP CIRCULAR PIER FOOTING WITH 1 #4 VERT, MAY BE USED IN LIEU OF DIP f
SPACING AND SETTING PAD TO REMAIN THE SAME.
WIND
WALL
4' PROTO II
6' PROTO II
8' PROTO II
DIP/PIER
CONTINUOUS
INC.
FORCE
HEIGHT
POST TENSION
POST TENSION
POST TENSION
FOOTING
TRENCH FOOTING
(480) 774-1701 FAX
www.ctsaz.com
ROD SPACING
ON CENTER
ROD SPACING
ON CENTER
ROD SPACING
ON CENTER
ON CENTER
SPACING, SEE
DEPTH **
SEE DETAIL 3
w EXP..1 131113 M
�
OF AONI
J
DETAIL 4 FOR
FOR SECTION
W Q
U U
z
LTJ O
DIP FOOTING
I
Ui
O
PROFILE, SEE
Jw
J J
�V)
�O �z
v)
>_Z
o LJ
f Co
�Ld
U
1 Ld U
DETAIL 3 FOR
Cr) �M �1 N
o
Z w
O war�rn w >
O
~
Q� cn Q
L.L_j
..�
UUZO)v O
C) w�Q x_ CL m
O � < X M
U
SECTION
J
OQ
00 cn
z
14.1 PSF
3'-4'
8'-0'
8'-0'
8'-0'
16'-0'
17'
U.S. PATENTED 7,454,870
85 MPH
4'-0'
694'
8'-0'
8'4'
14'-0'
19'
DRAWN:
ExP C
44
694884
8 -0
12' -On
21
51-4'
4'-0'
8'4'
8'-0'
12'-0'
23'
6'4'
31-4'
6'-0'
6'-0'
11'"6'
24'
.
6 -8
2 -8
6-0
69-Ow91-40
26'
79-4'
-
294'
4'4'
714'
27'
8'-0'
-
2'-0'
3'-4'
61-4'
29'
8'4'
-
11-4'
2'-8'
5'4'
30'
*
9'-4'
_
-
2'-0'
-
32'
* SEE GENERAL NOTE 18.
** TRENCH FOOTING DEPTH ADJUSTMENT (AT CONTRACTOR'S OPTION) :
AT THE CONTRACTOR'S OPTION, UP TO ONE COURSE OF MASONRY MAY BE BURIED BELOW GRADE.
THE BURIED BLOCK MAY BE USED AS PART OF THE TRENCH DEPTH PROVIDED THE SOIL WITHIN
5'-0' OF EACH SIDE OF THE BLOCK IS COMPACTED TO 90 PERCENT. THE OVERALL WALL HEIGHT IS
DEFINED AS SHOWN IN DETAIL 3, FROM THE TOP OF THE FOOTING TO THE TOP OF THE WALL
REGARDLESS OF WHETHER A COURSE IS BURIED.
CITY OF
BUILDING S,4.1 _i:)T.
A
FOR NS N
DAT 0//��_Mktc�
NOTES:
1. FOOTING DESIGN ALLOWABLES: 1000 PSF BEARING, 200 PSF/FT LATERAL.
2. MAXIMUM HEIGHT FOR 4' PROTO II = 6'4': MAX. HEIGHT FOR 6' PROTO II = 10'-0'. MAX. HEIGHT FOR 8'
PROTO II = 13'-4' COMBINATION WALLS MAY BE USED.
3. MAXIMUM DIP FOOTING SPACING = 16'-0': MINIMUM SPACING = 3'-40. TOLERANCE IS 12"t BUT THE NUMBER OF
DIP FOOTINGS MUST REMAIN THE SAME FOR A GIVEN LENGTH OF WALL.
4. POST TENSION ROD IS INDEPENDENT OF DIP OR PIER SPACING.
5. POST TENSION ROD SPACING TOLERANCE IS t8' BUT THE NUMBER OF RODS FOR A GIVEN LENGTH
REMAIN THE SAME.
6. 13'0 x 3'-9' DEEP CIRCULAR PIER FOOTING WITH 1 #4 VERT, MAY BE USED IN LIEU OF DIP f
SPACING AND SETTING PAD TO REMAIN THE SAME.
r -
2
CARUSO
TU RLEY
SCOTT
INC.
consulting
structural
engineers
1215 W. Rio Salado Pkwy
Suite 200
Tempe, Arizona 85281
(480) 774-1700
(480) 774-1701 FAX
www.ctsaz.com
F�pF SS/
q�
Q KI
S 4 55 z
w EXP..1 131113 M
�
OF AONI
J
J
Q Co
W Q
U U
z
LTJ O
LL_ 0
I
Ui
O
Jw
J J
�V)
�O �z
v)
>_Z
o LJ
f Co
�Ld
U
1 Ld U
O �� w o
o�o�� p a
Cr) �M �1 N
o
Z w
O war�rn w >
O
~
Q� cn Q
L.L_j
..�
UUZO)v O
C) w�Q x_ CL m
O � < X M
U
• w
= J
J
OQ
00 cn
z
LJ
zm
CQ
U.S. PATENTED 5,794,921 t° Z
U.S. PATENTED 6,431,797 " >-
U.S. PATENTED 6,632,048 <
U.S. PATENTED 7,188,453
U.S. PATENTED 7,454,870
U.S. PATENTED 7,461,487
TRACKING NUMBERS:
08-115-6100
08-115-6200
10-115-6900
11-115-7400
JOB NUMBER:
DRAWN:
ENGINEER:
CHECKED:
SCALE:
AS NOTED
DATE: