BLCK (09-0351)53796 Avenida Madero
09-0351
P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
---09.-_00000351-
Property Address:
-- 5-3796 AVENIDA MADERO
APN:
774-143-003-22 -000000-
Application description:
WALL/FENCE
Property Zoning: .
COVE RESIDENTIAL
Application valuation:
1750
Applicant:
c&ty/ 4 4 Q"
Architect or Engineer:
, tk 0
LICENSED CONTRACTOR'S DECLARATION
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
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 License is in full force and effect.
License Clas C29 License No.: 804168
Date: /tractor: -
OWNER-BUILDE E RATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_) 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.).
1 1 1 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:
HUNTER
53796 AVENIDA MADERO
LA QUINTA, CA 92253
Contractor:
AA MASONRY
77530 DELAWARE PL
PALM DESERT, CA 92211
(760)360-7388
Lic. No.: 804168
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 4/21/09
-----------------------------------------------
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier ENDURANCE INSUR Policy Number DKRM12003885
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
37700 of the Labor Code, I shall forthwit ly with those pr isions.
ate:- %r /Qf9p cant:
WARNING: FAILURE TO SECURE WORKERS' OMPENSATION C VERAGE IS U WFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FI PTO HUNDRED THOUSAND
DOLLARS 1$100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1 . Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this unt to enter upon the above-mentioned property for inspec . n rposes.
ate: //$ -nnmure (Applicant or Agent):
Application Number . . . . . 09-00000351
Permit . .
. WALL/FENCE PERMIT
Additional desc .
.
Permit Fee . . .
. 41.00 Plan Check Fee
.00
Issue Date . . .
. Valuation . . .
. 1750
Expiration Date .
. 10/18/09
Qty Unit Charge Per
Extension
BASE FEE
-15.00
13.00 2.0000 HND BLDG 501-2,000
26.00
----------------------------------------------------------------------------
Special Notes and
Comments
70 L.F.714" COMBO
WALL 16" REATAINING &
6- GARDEN, PROTO II SYSTEM, PER PLANNING
APPROVAL
---------•-------------------------------------------------------------------
Other Fees . . .
. . . . . . BLDG STDS ADMIN (SB1473)
1.00
Fee summary
-----------------
Charged Paid Credited
----------------------------------------
Due
Permit Fee Total
41.00 .00 .00
41.00
Plan Check Total
.00 .00 .00
.00
Other Fee Total
1.00 .00 .00
1.00
Grand Total
42.00 .00 .00
42.00
LQPERMIT
APPROVED I§Y-PLAN.NING DEPARTMENT
-*
BY e- —DATE J01/02
EXHIBIT
CASE NO. imzff flotiuL.-
70 L.
?-ceck 10A
Bin #
City of La Quinti
Building a Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit # I
q'
Project Address:
er's Name:
;Address:
53 -
A. P. Number:
Legal Description:
, ST, Zip:
Contractor:
Telephone:
Address: S'3O
Project Description: -70
City, ST, Zip:
e -s C, 49a.1
Telephone: 1107
State Lie. # : 0 "City. #:
Arch., Engr., Designer:
t t
180 4
Address:
City, ST, Zip:
Telephone:
State Lic. #:
Name of Contact Person:
Construction Type: Occupancy:
Project type (circle one): New Add'n Alter Repair Demo
Sq. Ft.:
# Stories:
# Units:
Telephone # of Contact Person:
P
s
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Ree'd-
TRACKING PERMIT FEES
Plan Sets
Plan Check submitted
c
Item Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2i° 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:-
3n1 Review, ready for correctionsfissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P,P,
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
i
NOTES" NOTE: GENERAL NOTES
1. POST TENSIONED ROD. 6. #4 REINFORCING WITH 6" HOOK 7. END OR CORNER OF WALL MAY START 11. 6 PROTO II WALL -TYP. U.N.O. 15. RUN HORIZONTAL JOINT REINFORCING • SEE 8" ROD `VARIANCE SPEC AT NOTES PROTO 11 FENCE WALL SCHEDULE ON
2. END OF WALL. INTO FOOLING BELOW. FILL WITH WITH #4 VERTICAL REBAR, GROUT SOLID 12. 16"MASONRY PIER WITH 2 #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. PER GENERAL NOTE 8. THEN SPACE AND 1 #2 TIE AT TOP OF PIER. -SOLID PIER AT CONTRACTORS OPTION. 8" VARIANCE APPLIES TO ALL RODS BY THE LOCAL JURISDICTION. SEE SCHEDULES FOR EXPOSURE, WIND FORCES, POST TENSIONED CAUFORNIA-2007 CBC/08 IBC
CONTROL JOINT OR END OF WALL. 6A. POST TENSIONED ROD SPACING PER FIRST POST TENSION ROD PER SCHEDULE GROUT TOP COURSE. 16. ALL CONVENTIONAL VERTICAL MASONRY EXCEPT THOSE AT CONTROL JOINTS ROD SPACING, FOOTING SIZES, ETC. CONTRACTOR IS RESPONSIBLE TO VERIFY REQUIREMENTS
4. POST TENSIONED ROD WITH PLATE SCHEDULE BUT NOT TO EXCEED REBAR MAY SUBSTITUTE FOR P.T. ROD 13. 24 MASONRY PIER WITH 1#4 VERTICAL PIER REINFORCING SHALL HAVE 6 HOOKS AND END OF WALL. WITH BUILDING DEPARTMENT AND OWNER. ALL WORK IS TO BE PERFORMED IN ACCORDANCE WITH EXPLANATION OF WIND LOAD DESIGNATIONS:
„ „ w THE APPROVED SITE PLAN SOILS REPORT AND/OR APPLICABLE CODE REQUIREMENTS.
SIZED TO FIT A BLOCK. -PER 4-8 ON EITHER SIDE OF THE AT CORNER OR END OF WALL. SEE EACH CORNER AND 1#2 TIE AT TOP PIER. AT BOTTOM AND EXTEND A MINIMUM ASCE. 7-05 I = 0.87 (CATEGORY I TABLE 6-1
DETAIL 5. CONTROL JOINT OR END OF WALL DETAIL 5 FOR PLATE SIZES. 14. LINE OF FOOTING BELOW. FOOTING AT OF 8 INTO FOOTING. • AT CONTRACTORS OPTION, THE WALL 2. THESE DESIGNS ARE NOT TO BE USED FOR RETAINING EARTH (LEVEL BACKFILL) ABOVE V-4" FOR 2
EXPANSION 'JOINT MAY OCCUR AT 4 PROTO-II, 2' -On FOR 6 PROTO-11, AND 2'-8 FOR 8 PROTO-II AS MEASURED FROM LOWqy _ 0.00256 x Kz x Kzt x Kd x V x I (EQ. 6-15) F = qz x G x Cf x Af (EQN 6-27
5. MAN GATE AND ATTACHMENT BY 8. DIP FOOTING TO BE LOCATED BELOW PROTO II WALL PER PLANS AND ._ » 'Ki 0.57 , EXP B, 0.85 EXP, C (TABLE 6-3) G 0.85 (RIGID STRUCTURE SEC 6.5.8)
• - T ER HALL THE FACE OF THE PIERS AS SPECIFIED SOIL TO HIGH SOIL. NO SURCHARGES WITHIN 5 0 OF WALL ARE ALLOWED. SEE DETAIL 10. Kzt 1.0 FOR H & 15'-0* (SECTION 6.5.7.1 #5) *Cf = 1.3 x 1.1 (FOR S/H = 1 AND 8/S 2 10) ^
OTHERS. MAX WIDTH =4-0 Ap BLOCK. SCHEDULES. FOOTING PI S IN GENERAL, NOTE 14. 3. FOOTINGS TO BE LEVEL IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP KJ = 0.85 (SIMILAR TO SOLID SIGN, TABLE 6-4) Af = 1 SQUARE FOOT.
MAX WEIGHT =60 POUNDS. 9. 6 WALL AS OCCURS. BE 12 THICK AND 4 WIDER ALL ry
• AT CONTRACTORS. OPTION, POST SHOULD BE PROPER HEIGHT. TO FIT BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND V =VELOCITY 3 SECOND WIND GUST
(1) (6 10. GROUT ONLY CELLS WITH VERTICAL AROUND THE PIER. TENSIONEDRODS MAY BE USED 1N CONTAIN NO LOOSE EARTH OR FORGEIGN MATTER.
CONVENTIONAL REINFORCING AND TIES LIEU OF CONVENTIONAL REINFORCING. 4. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO PLACEMENT OF CONCRETE. PRIOR TO FOUNDATION * 1.1 MULTIPLIER USED TO ADJUST FOR OBLIQUE ADJUSTMENT FACTOR PER FIGURE 6-20 FOOTNOTE 3.
SOLID. (1) EXCAVATION, CONTRACTOR SHALL VERIFY VIA SOILS REPORT THAT SITE SOILS CONDITIONS MEET OR
(13} {16)(10} EXCEED AN ALLOWABLE' PASSIVE BEARING PRESSURE OF 200 PSF/FT STARTING AT THE TOP OF
GRADE(I.E. NO TOP SOILS ARE NEGLECTED FOR PASSIVE) AND A MINIMUM ALLOWABLE BEARING
------ A_______ PRESSURE OF 1000 PSF.
6A i i 5. SOIL SHALL BE WELL DRAINED FOR FOOTINGS AND FOUNDATIONS, USE CONCRETE WITH A MIN.
.41 Jq (2) (1 (14)11"
(1STRENGTH OF 2,500 PSI - TYPE II CEMENT (TYPE V WHERE REQUIRED BY OWNER, SOILS ENGINEER
(6) (6) END OF WALL (4 (15) I (15) OR JURISDICTION). CONCRETE SHALL BE A MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING.
ORETURN CONDITION - "__________ ___, ______ _ ________ 6. LAP REINFORCING STEEL: LAP = 26 FOR #4 BARS 32 FOR #5 BARS IN MASONRY.
24" LAP IN CONCRETE FOR #4 OR #5 BAR.
7. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. (FIM DESIGN
----------------- r------ - -
6A 6A OM41177777rl
CRITERIA FOR BLOCK IS BASED ON 2000 PSI). BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR
(1
TO ROD .TENSIONING. STANDARD HEAD AND BED JOINT BLOCKS WITH MORTAR MAY BE USED OR
Y BE USED.
O END OF WALL 11) O i i N (11) 8. MRINTETARCS ALL BE TTYPEKING BLOCKS AS, 2000 P51 MIN. MORTAR MAY BE USED AS GROUT IN 8" HIGH LIFTS.
O CONTROL JOINT SPEC. (1
A : ' ; 12" L -------24'------J! 12" MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24 HOURS OLD
PRIOR TO FINAL TENSIONING.
(3} (11) (3) 2) 1 9. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. HEAD JOINTS MAY BE
(6) (12)
7 OMITTED IN FIRST COURSE FOR WEEP HOLES.
(16) (1O) 10. REINFORCING REBAR SHALL CONFORM TO ASTM A615; Fy = 40,000 PSI. `
O END OF WALL 12" SOLID GROUTED CELL FULL (14) ____ _ _ 11. PROTO-II HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL
HEIGHT PER GENERAL NOTE 8. (1 (15 (1 E I (1) (15) THREADS, DIRECT TENSION INDICATORS ( A DIRECT TENSION INDICATOR (DTI) IS A COMPRESSIBLE
12" 12" (4 1 1 WASHER) AND PLASTIC SADDLES. ALL OF THIS HARDWARE SHALL BE SUPPLIED BY ONLY AN
O RETURN CONDITION - _ __-_______ .._____ 'ry ` I_ _____________ APPROVED PROTO-11 LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SHALL BE
r----- - -- B 7/16 DIAMETER WITH 1/2 ROLL THREADS CONFORMING TO ASTM A615 (FY = 6000 PSI) AND
MASONRY NOTE: -------------'
CONTROL MAKE A CLEAN VERTICAL " - (1 ___- -
- - ______ HAVE STEEL CHEMISTRY SO THAT BENDING AND THREADING CAN BE ACCOMPLISHED WITHOUT
JOINT BREAK OF ALL MATERIAL ----- ----- 1 64 1 I co DAMAGE TO THE POST TENSION ROD. AREA OF POST TENSION ROD = .1503 SQUARE INCHES.
IN CONTROL JOINT `---- - - U I I BEARING PLATES ARE 1/4" THICK (Fy=50 KSI) SEE DETAIL 5 FOR WIDTHS. 1/2" COUPLERS
PER ASTM A563 GRADE A, AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD,
g CONTROL JOINT SPEC. (9 (8}- (5) O „ w ■ FULLY ENGAGED AS DEFINED AS 1/2" MIN. INTO COUPLER. 1/2" NUTS ARE TO BE GRADE 8, PER
O 12 16 1 ASTM A325. 1 2" ALL THREADS PER ASTM A307 GRADE 60. DIRECT TENSION INDICATOR-
• INLINE .PILASTER OR / '
Op MAN GATE AT 6 -8 HIGH (MAX) MASONRY PIER 12" I COMPRESSIBLE WASHER) IS PER ASTM F959 TESTING PROCEDURES. PLASTIC REBAR SADDLES
FREE STANDING PILASTER I ARE NON-STRUCTURAL
1 SPECIAL WALL CONDITIONS AND OPTIONS 12. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER DETAIL 8
NO SCALE AND CONFORM TO ASTM A82 LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE
FULL CROSS SQUARE (6" MINIMUM LAP)
CARUSO
TU RLEY
SCOTT
INC"
consulting
structural
engineers
1215 W. Rio Salado Pkwy
Suite 200
Tempe, Arizona 85281
(480)774-1700
(480) 774-1 0 AX
R ES
tNs l
13. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND S 4055 m
(g STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" "L" HOOK, OR "J" EXP. 12/31/09
NOTES: NOTES:
1. PROTO I[LNCE WALL HOOK AT END OF TENSION ROD.
1. PROM II FENCE WALL PER 3 2. 3" MORTAR COVER AROUND COUPLER AND/OR 14. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36 O.C. IN ALL NON -STUCCOED WALLS AND ST /CT Q
NOTES: PRODUCT DATA SHEET. (1) I POST TENSIONED ROD FOR CORROSION 20 ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE
1. FENCE WALL -DETAIL NOT A. PROM 11 TENSION ROD SHALL BE PROTECTION. DETAIL 1 FOR ROD SPACING AT CONTROL JOINTS AND WALL ENDS. .6
SHOWN FOR CLARITY. (1) 7/16 DIA STRAIGHT, THREADED 3. 7/16" DIA FULL HEIGHT POST TENSIONED 15. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE.
2. FINISHED GRADE. BOTH ENDS AND SHALL HAVE 1 RODS WITH 3" HOOKED AND NUTTED END. 16. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION;
MIN. 12" EMBED INTO MASONRY i ROLL TH,EADS AT TOP FOR NUT ATTACHMENT. SEE DETAIL 6, NOTE NO. 3. AT CONTRACTOR OPTION, VERTICAL REBAR MAY BE STABBED DOWN
3. NO SLOPING ADJACENT GRADE 11
ALLOWED. RETAINING WALL WITH PLATE II 4. CONC. - NO COLD JOINTS PERMITTED. INTO THE DIP, SEE DETAILS 3 AND 4.
WASHER AND NUT. II 5. TRENCH MAY BE OVER EXCAVATED AS SHOWN- 17. A PROTO-II DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN
4. FACE OF FOOTING TO TOP OF 11 THE BEARING PLATE AND NUT W/ THE DTI "TABS" FACING UP AGAINST THE BOTTOM OF THE NUT.
(3) (4) 2. SOLID GROUTED RETAINING FILL W/ COMPACTED FILL OR CONCRETE.
01 10 SLOPE. F- WALL - DESIGNED BY OTHERS. 6. 13" DIA x 3'-6 DEEP CIRCULAR PIER FTG. THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A PROM -II
(1) 5. BOTTOM OF SETTING PAD. (2) II MAY BE USED IN LIEU OF DIP FTG. SPACING APPROVED INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS;
INSTALLER TO VERIFY RETAINING METHOD 1• VISUAL INSPECTION OF DIRECT TENSION INDICATOR DTI TABS FACING UP AND
{2) 6. SEE SCHEDULE FOR WALLS W15 103 WALL DESIGNED BY OTHERS WILL ?I AND SETTING PAD TO REMAIN THE SAME. (DTI),
UP TO 6 -0 HIGHLO
. o 7. NO VOIDS OR HONEYCOMBING OF CONC. AT COLLAPSED AGAINST NUT W/ NO LIGHT LEAKAGE BETWEEN THE PROM -II DTI AND BOTTOM OF NUT
%o SUPPORT THE PROTO II FENCE I JUNCTION OF POST TENSION ROD AND METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55FT/LBS. (DTI MUST STILL BE LTi 0
7. SEE SCHEDULE FOR WALLS a. z 0® p
ABOVE 6'-0" HIGH. w a WALL ABOVE. REINFORCING BARS ALLOWED. PROVIDE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). ;` J
2 N N 3. FINISHED GRADE. CONSOUDA11ON OF CONCRETE VIA VIBRATION, INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK,
4. 213 MIN. IN BOND BEAM LAP (7) (3) RODDING,ISHOVEL TAMPING OR OTHER AND INTEGRITY OF MORTAR JOINTS. AND PROVIDE A SIGNED REPORT TO ALL APPROPRIATE PARTIES. Q J W
NOTE: I z 20 WHERE OCCURS. `a (8)(11) (10) APPROPRIATE MEANS. MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. Q W Q
THIS DETAIL DESCRIBES THE J 5. BACKFILL SHALL BE NON -EXPANSIVE I B. VERTICALiFOTING REINFORCING AT WALLS 18.*DESIGNS ILLUSTRATED ON THIS PRODUCT DATA SHEET ARE FOR PROTO-11 WALLS AND PROM -II
MINIMUM DISTANCE REQUIREMENTS 3 SOILS. SEE SOILS REPORT. a or (12 3'-0" 01 OVER 6'=00 HIGH USE RETAINER WALLS UP To A COMBINED HEIGHT OF 10'-0". ADDITIONAL SCHEDULES ARE AVAILABLE 0 --1
-- FOR THE LOWEST FOOTING EDGE 0 6. COUPLER IF PARTIAL HEIGHT ROD IS x IN CENTER OF FOR PROM -11 WALLS UP TO 13'-4* HIGH AND HIGHER "HYBRID" PROM -II WALLS. LLQ W pe Q U
W-0" MINIMUM TO FINISHED GRADE. `` USED IN LIEU OF FULL HEIGHT ROD. ; STRAIGHT "J 6" 24• DIP. 19. ALL CONVENTIONALLY REINFORCED PILASTERS REQUIRE SPECIAL INSPECTION. SPECIAL INSPECTION I Q U X W
Z U OR 1 OK INCLUDES CONTINUOUS OBSERVATION OF GROUTING ALONG WITH A PRE -GROUT INSPECTION THE Z Z bi
TO DAYLIGHT _ 0 7. (2 2 DIAMETER WASHERS WITH " 9. THIS DET4ILGSHOWS THE POST TENSION ROD PRE -GROUT INSPECTION INCLUDES VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS, O
a 1,2 NUT ABOVE WASHERS AND 1/2 L1J W z '
o v , CENTEREE _IN THE DIP FTG. - HOWEVER THE GRADE OF REINFORCEMENT AND OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED, LL.
1- , # -; r
COUPLER BELOW WASHERS (OR TWO , 4
o ■ {) POST TENSION ROD SPACING IS,.INDEPENDENT FOR CONFORMANCE`WITH ONSTRUC110N DOCUMENTS. - _ •-- ,:;- .-- ems.,-.. ..- _. , ,... r. .; ., , .-: _ _; r. £
1/2 NUTS). ( i OF THE DIP FTG. AND THEY DO NOT NEED TO 20. END ZONES FOR WIND DESIGNS ARE EXCLUDED. I.E. Cf = 1.3. _
6
O
SCHEDULE FOR WALLS UP TO 6'-0"
ALL
4" PROTO 11
'6" PROTO 11
8" PROTO II
DIP/PIER,`
CONTINUOUS
b9ff.
- 0-
1. POST TENSION ROD.
6
IGHT
POST TENSION
POST TENSION
POST TENSION
FOOTING
TRENCH FOOTING
3 TO 5 2'--1 0 4 -0
18"8
ASNOTED
ROD SPACING
ROD SPACING
ROD SPACING
ON CENTER
DEPTH **
OF 1
ON CENTER
ON CENTER
ON CENTER
SPACING, SEE
SEE DETAIL 3
DETAIL 4 FOR
FOR SECTION
DIP FOOTING
PROFILE, SEE
FExP'u
DETAIL 3 FOR
SECTION
w,»,.
-4
8 -0
8 -0
, w,ww
8 -0
16 -0
17'-0"
6'-8"
8'-0"
8'-0"
14'-0"
18"
%aw
4'-0w
6,-0w
8,-0w12'-0w21w,w,w,w
-4
3 -4
6 -0
8 -0
,ww
12 -0
22-0"
-
41-8"
6'-0"
11'-0"
24"
694'
30-4"
404"
9'-4"
26"
7'-4"-
2'4w
4,-0w
704w
27w
80-0"
-
20-0*
30-4"
60-4"
29"
8'-8"
-
1'-4"
2'-8"
5'-6"
30"
* 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.
CARUSO
TU RLEY
SCOTT
INC"
consulting
structural
engineers
1215 W. Rio Salado Pkwy
Suite 200
Tempe, Arizona 85281
(480)774-1700
(480) 774-1 0 AX
R ES
tNs l
13. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND S 4055 m
(g STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. MIN. OF 3" "L" HOOK, OR "J" EXP. 12/31/09
NOTES: NOTES:
1. PROTO I[LNCE WALL HOOK AT END OF TENSION ROD.
1. PROM II FENCE WALL PER 3 2. 3" MORTAR COVER AROUND COUPLER AND/OR 14. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36 O.C. IN ALL NON -STUCCOED WALLS AND ST /CT Q
NOTES: PRODUCT DATA SHEET. (1) I POST TENSIONED ROD FOR CORROSION 20 ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. SEE
1. FENCE WALL -DETAIL NOT A. PROM 11 TENSION ROD SHALL BE PROTECTION. DETAIL 1 FOR ROD SPACING AT CONTROL JOINTS AND WALL ENDS. .6
SHOWN FOR CLARITY. (1) 7/16 DIA STRAIGHT, THREADED 3. 7/16" DIA FULL HEIGHT POST TENSIONED 15. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE.
2. FINISHED GRADE. BOTH ENDS AND SHALL HAVE 1 RODS WITH 3" HOOKED AND NUTTED END. 16. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION;
MIN. 12" EMBED INTO MASONRY i ROLL TH,EADS AT TOP FOR NUT ATTACHMENT. SEE DETAIL 6, NOTE NO. 3. AT CONTRACTOR OPTION, VERTICAL REBAR MAY BE STABBED DOWN
3. NO SLOPING ADJACENT GRADE 11
ALLOWED. RETAINING WALL WITH PLATE II 4. CONC. - NO COLD JOINTS PERMITTED. INTO THE DIP, SEE DETAILS 3 AND 4.
WASHER AND NUT. II 5. TRENCH MAY BE OVER EXCAVATED AS SHOWN- 17. A PROTO-II DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN
4. FACE OF FOOTING TO TOP OF 11 THE BEARING PLATE AND NUT W/ THE DTI "TABS" FACING UP AGAINST THE BOTTOM OF THE NUT.
(3) (4) 2. SOLID GROUTED RETAINING FILL W/ COMPACTED FILL OR CONCRETE.
01 10 SLOPE. F- WALL - DESIGNED BY OTHERS. 6. 13" DIA x 3'-6 DEEP CIRCULAR PIER FTG. THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A PROM -II
(1) 5. BOTTOM OF SETTING PAD. (2) II MAY BE USED IN LIEU OF DIP FTG. SPACING APPROVED INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS;
INSTALLER TO VERIFY RETAINING METHOD 1• VISUAL INSPECTION OF DIRECT TENSION INDICATOR DTI TABS FACING UP AND
{2) 6. SEE SCHEDULE FOR WALLS W15 103 WALL DESIGNED BY OTHERS WILL ?I AND SETTING PAD TO REMAIN THE SAME. (DTI),
UP TO 6 -0 HIGHLO
. o 7. NO VOIDS OR HONEYCOMBING OF CONC. AT COLLAPSED AGAINST NUT W/ NO LIGHT LEAKAGE BETWEEN THE PROM -II DTI AND BOTTOM OF NUT
%o SUPPORT THE PROTO II FENCE I JUNCTION OF POST TENSION ROD AND METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55FT/LBS. (DTI MUST STILL BE LTi 0
7. SEE SCHEDULE FOR WALLS a. z 0® p
ABOVE 6'-0" HIGH. w a WALL ABOVE. REINFORCING BARS ALLOWED. PROVIDE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). ;` J
2 N N 3. FINISHED GRADE. CONSOUDA11ON OF CONCRETE VIA VIBRATION, INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK,
4. 213 MIN. IN BOND BEAM LAP (7) (3) RODDING,ISHOVEL TAMPING OR OTHER AND INTEGRITY OF MORTAR JOINTS. AND PROVIDE A SIGNED REPORT TO ALL APPROPRIATE PARTIES. Q J W
NOTE: I z 20 WHERE OCCURS. `a (8)(11) (10) APPROPRIATE MEANS. MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. Q W Q
THIS DETAIL DESCRIBES THE J 5. BACKFILL SHALL BE NON -EXPANSIVE I B. VERTICALiFOTING REINFORCING AT WALLS 18.*DESIGNS ILLUSTRATED ON THIS PRODUCT DATA SHEET ARE FOR PROTO-11 WALLS AND PROM -II
MINIMUM DISTANCE REQUIREMENTS 3 SOILS. SEE SOILS REPORT. a or (12 3'-0" 01 OVER 6'=00 HIGH USE RETAINER WALLS UP To A COMBINED HEIGHT OF 10'-0". ADDITIONAL SCHEDULES ARE AVAILABLE 0 --1
-- FOR THE LOWEST FOOTING EDGE 0 6. COUPLER IF PARTIAL HEIGHT ROD IS x IN CENTER OF FOR PROM -11 WALLS UP TO 13'-4* HIGH AND HIGHER "HYBRID" PROM -II WALLS. LLQ W pe Q U
W-0" MINIMUM TO FINISHED GRADE. `` USED IN LIEU OF FULL HEIGHT ROD. ; STRAIGHT "J 6" 24• DIP. 19. ALL CONVENTIONALLY REINFORCED PILASTERS REQUIRE SPECIAL INSPECTION. SPECIAL INSPECTION I Q U X W
Z U OR 1 OK INCLUDES CONTINUOUS OBSERVATION OF GROUTING ALONG WITH A PRE -GROUT INSPECTION THE Z Z bi
TO DAYLIGHT _ 0 7. (2 2 DIAMETER WASHERS WITH " 9. THIS DET4ILGSHOWS THE POST TENSION ROD PRE -GROUT INSPECTION INCLUDES VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS, O
a 1,2 NUT ABOVE WASHERS AND 1/2 L1J W z '
o v , CENTEREE _IN THE DIP FTG. - HOWEVER THE GRADE OF REINFORCEMENT AND OVERALL WORKMANSHIP AND QUALITY OF MATERIALS BEING USED, LL.
1- , # -; r
COUPLER BELOW WASHERS (OR TWO , 4
o ■ {) POST TENSION ROD SPACING IS,.INDEPENDENT FOR CONFORMANCE`WITH ONSTRUC110N DOCUMENTS. - _ •-- ,:;- .-- ems.,-.. ..- _. , ,... r. .; ., , .-: _ _; r. £
1/2 NUTS). ( i OF THE DIP FTG. AND THEY DO NOT NEED TO 20. END ZONES FOR WIND DESIGNS ARE EXCLUDED. I.E. Cf = 1.3. _
6
O
SCHEDULE FOR WALLS UP TO 6'-0"
ADDED DEPTH OF DIP
OR TRENCH FOOTING
OR ADDED DEPTH OF
13" DIA PIER
0"
g
O
(3) NOTE
PROTO II FENCE WALL CAN BE
LINE UP.
\ , 5 1 . NOT USED IN WALLS 6'-0` AND UNDER.
, ,
i O
w 12. A CONTRACTOR OPTION IS TO STAB THE #4
16
MIN. VERTICAL`REBAR DOWN INTO THE DIP.
b9ff.
- 0-
1. POST TENSION ROD.
6
O
~
0
ty
O O N
- _1
D.• O O
CL ' N W
4er
9
FACE OF FOOTING MIN. DEPTH OF DIP OR MINIMUM DEPTH OF
„
TO TOP OF SLOPE. OR TRENCH FOOTING 13 DIA PIER
„ 2'-4" 3 -6
12 OR MORE
6 TO 11 29-7w 31-1
3 TO 5 2'--1 0 4 -0
PLAULU Al ANT LUVA I LUN UN I Mt 2. NUT. M
TOP OF THE RETAINING WALL ' 3 COMPRESSED DII INDICATOR - NO LIGHT PASSES d -
(7)
SCHEDULE FOR WALLS ABOVE 6'-W UP TO 9'-4
FACE OF FOOTING
TO TOP OF SLOPE.
ADDED DEPTH OF DIP
OR TRENCH FOOTING
OR ADDED DEPTH OF
13" DIA PIER
36" OR MORE
0"
0"
30
6
6
24
9
9
12
15
15"
60
18"8
ASNOTED
3"
20
20
(FLUSH OR CENTERED) BUT THE / ` BETWEEN BOTTOM OF NUT AND DTI WHEN Z
`• (5) POST TENSIONED ROD SHALL. AT
PROPERLY TENSIONED.
(2) ALL TIMES BE PLACED BETWEEN 4 TOP PLATE.
(4) DIP FOO
THE 2 REINFORCING BARS AT TING PROFILE 5. COLLAPSIBLE TABS.
A. PROTO-II Dll TO BE USED AT EACH TENSION ROD,
THE TOP OF THE RETAINING WALL NO SCALE TABS FACING UP AGAINST BOTTOM OF 1/2" NUT
(} ` AND TABS COLLAPSED TO ACHIEVE TENSION.
7 B. DTI IS ONE OF TWO APPROVED METHODS OF
(2} NOTES: I TENSIONING. OTHER OPTION OF TENSIONING IS
(1)
OX (1) 1. FILL CAP BLOCK WITH MORTAR. PROTO-II (5) TORQUE TO 55 FT/LBS USING A CALIBRATED -
IMMEDIATELY FLIP ONTO ROD. TORQUE WRENCH D11 MUST STILL BE PLACED v) G to of
ON ROD IF USING TORQUE WRENCH METHOD. L _j Ld
2. CAP BLOCK OF SUFFICIENT SIZE SEE GENERAL NOTE t7. a Q
PROTO II WALL CONNECTION TO TOP OF CONVENTIONAL MASONRY t': (3) TO COVER PLATE AND ROD. (3) PLAN C. APPROVED SPECIAL DEPUTY INSPECTOR WILL LLJ O N
.::, PERFORM A VISUAL INSPECTION MEN USING THE >- z
3. STEEL PLATE SIZES:
5'-0" TO DAYLIGHT DETAIL FOR FOOTINGS RETAINING WALL A. 4" PROTO II: 1/4" x 3" x 6" (4) W DTI METHOD TO CONFIRM THE DI1 IS COLLAPSED 0 Z o
9 B. 6" PROTO 11: 1/4" x 4 1 2" x 6" (2) WITH NO LIGHT LEAKS BETWEEN THE TABS AND . o
NO SCALE NO SCALE 11 (4) w 4 " BOTTOM OF NUT. IF USING TORQUED WRENCH
C. 6 SLUMP PROTO II: 1/4 x x 6 N
11METHOD, DEPUTY INSPECTOR WILL CONFIRM WALL w
n D. 8w PROM 11: 1/4* x 6 1/2' x 8» IS TORQUED TO 55 FT/LBS AND VISUAL INSPEC71ON _j
MOTES: 11 (4) STEEL PLATES TO BE PLACED AT OF 011 IS NOT REQUIRED. Q w o
1. NOT USED. ; THE EDGE OF THE CELL SO THAT D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION oN o p a
THE PLATE BEARS FULLY ON PERFORMED BY ONE OF THESE TWO METHOD, BY rn , I 0 o
2 LOW SOIL a AN APPROVED SPECIAL DEPUTY INSPECTOR. I z '1'
3. CONCRETE TRENCH FOOTING. NOTES: ii THREE SIDES. SECTION INSPECTOR 10 PROVIDE A COMPLETED REPORT In 0 ov rn o
4. CONTINUOUS HORIZONTAL JOINT Q or -
4. HIGH SOIL, BACKFILL SHALL BE WELL n X LISTED PARTIES.' 0<'d I 0-
1. TOP OF FOOTING. REINFORCING PER NOTE #12. -
DRAINED AND NON EXPANSIVE. _ V)
00 2. PROM II WALL - VERTICAL POST II 5. CENTER OR END WEB BELOW. 1 LLJ o Q
5. PROTO II FENCE WALL 1 n owe-- a
6. * 1'-4` MAX. AT 4" PROTO IL TENSIONED ROD NOT SHOWN FOR DIRECT TENSION INDICATOR DTI LL owa X m
* 2'-0" MAX. AT 6" PROTO IL • {2) CLARITY. (5) 2 NO SCALE O . ~ a- - 00
3. 8 HIGH COURSES ARE SHOWN
* 2'-8" MAX AT 8" PROTO II. 2 IN DETAIL OTHER BLOCK SIZES _ ~ Q
7. A MODIFIED 6" THICK PROTO II WALL MAY --- ,
MAY BE USED AS REQUIRED BY -1 ( NOTES: z
BEGIN WITH A SOLID 8" HIGH GROUTED 'o0 0 1
11 COURSE OF 8" BLOCK. (SEE GENERAL NOTE 3 THE FENCE WALL DESIGN. _-- OJ - 1) 1. 4" NOMINAL 3 5/80 ACTUAL OR z m
' II 6 NOMINAL 5 5/8 ACTUAL OR a
" 8). THE SOIL RETAINAGE MAY THEN INCREASE » »
w 4 II 5 TO 2'-8". FOR 8" WIDE WALLS USE A 10" 'ao PLAN (2) S NOMINAL 7, 5/8 ACTUAL MASONRY. ,0 z
O O 2. HORIZONTAL JOINT REINF - SEE GEN. NOTE #12 0
WIDE FLANGE, 6" DEEP AT TOP OF FOOTING. 4 X 3. #4 CONTINUOUS AT 4" & 6" PROTO 11 U.S.PATENTED 4,726,567 >_
ROD SPACING SHOULD BE BASED ON #5 CONTINUOUS AT 8" PROM IL U.S.PATENTED 5,794,921 a
li RETAINED HEIGHT OF 6" BLOCK AND NOTES %0 5 TOP OF FENCE DETAIL 4. CONCRETE SETTING PAD. NO VOIDS OR AND PATENT PENDING
HONEYCOMBING OF CONCRETE AT JUNCTION
NO SCALE
it A -C BELOW. 5
11 8. NO MORTAR AT HEAD JOINTS FOR OF POST TENSION ROD AND REINF. BARS
• ALLOWED. PROVIDE CONSOLIDATION OF DRAINAGE AT RETAINED AREAS. ao 6 NOTES: (2) CONCRETE VIA 'VIBRATION, RODDING,
(8)(7) II ROD SPACING AND FOOLING SELECTION NOTES 3 1. PROTO it WALL. " SHOVEL TAMPING OR OTHER APPROPRIATE
MEANS.
or I (2) A. FOR ALL RETAINING WALLS WITH 4'-8" OR co 2. 3" MORTAR COVER AROUND " 5. DASHED LINE INDICATES LINE OF DIP F0011NG
1 LESS FENCE ABOVE - ASSUME A MIMIMUM 7 (1) 2 COUPLER AND/OR POST TENSIONED R LINE OF OPTIONAL TRENCH FOOTING.
11 FENCE HEIGHT "F" OF 5'-4". AROD FOR CORROSION PROTECTION. 6. NOT USED.
1 HORIZONTAL JOINT REINFORCING 3. 7 16" DIA FULL HEIGHT POST TENSIONED • • •
I (H MIN = 5-4"+-R-). ' / " 7. 8 AT 4 AND 6 PROTO II.
LL wGENERAL NOTE #12). »
B. FOR ALL RETAINING WALLS WITH 5'-e TO 8 n RODS WITH 3 HOOKS. ROLL THREADS (8) 7A. FOR 8 WIDE WALLS USE 10 WIDE FLANGE,
6'-0" FENCE ABOVE - ASSUME A MINIMUM 1HORIZONTAL JOINT REINFORCING SHALL 11 AT TOP,FOR NUT ATTACHMENT. NO (3) 6" DEEP AT TOP OF FOOTING.
FENCE HEIGHT "F" OF W-8". BE PLACED AT THE MORTAR JOINTS #2 11 VOIDS OR JUNCTION OF POST TENSION € (7A) 8. 3" MORTAR COVER AROUND COUPLER
& #3 BELOW THE PLATE WASHER AND
(3) n
(H MIN = 6 -8w+wRw O ). gn ROD AND REINF. BARS ALLOWED. AND/OR POST TENSIONED ROD FOR
2'-0* O.C. THEREAFTER UNTIL THE TOP a PROVIDE CONSOLIDATION OF ► CORROSION PROTECTION AT FIRST COURSE.
C. FOR ALL RETAINING WALLS WITH 6'-4" TO L
OF FOOTING IS REACHED. (e.g. A NOMINAL CONCRETE VIA VIBRATION RODDING (4) 9. VERTICAL REINFORCING AT DIP
6'-8" FENCE ABOVE - ASSUME A MINIMUM 6'-0" HIGH WALL WOULD HAVE JOINT 2 n " POOLINGS FOR WALLS OVER 6'-0" NOTES:
FENCE HEIGHT "F" OF 7'-4". O SHOVEL TAMPING OR "OTHER 1 (11)
NOTES: - -
■ ■ „ REINFORCING IN A TOTAL OF THREE APPROPRIATE MEANS. i I -(5) HIGH. USE #4 x AT THE 6w [ASR 1. FOOTING DESIGN ALLONABLES: 1000 PSF BEARING, 200 PSF/FT LATERAL, SEISMIC SOIL PROFILE TYPE D.
H MIN -.7 4+ R w ) I w... 4. APPROPRIATE ME TO PROVIDE MIN. I 2. MAXIMUM HEIGHT FOR 4` PROTO II = 6'-8"• MAX. HEIGHT FOR 6" PROTO II = 10'-0" MAX. HEIGHT FOR 8"
( )• COURSES). -H I ■ w ■ ■ ,.-( ,
-35 PSF/FT ACTIVE PRESSURE D. FOR ALL RETAINING WALLS WITH 8'-0" OR (1) 1 I J OR L OK REQUIRED OF PROTO 11 = 13'-4" COMBINATION WALLS MAY BE USED.
-NO PASSIVE RESISTANCE NEGLECTED GREATER ABOVE ASSUME FENCE HEIGHT = "H" COVER AS REQUIRED AROUND i EACH DIP FOOTING ABOVE 8'-0', SPACE
ANCHOR BOLT 1 (10) vERTs AT 24" O.C. MAX. 3. MAXIMUM DIP FOOTING SPACING = 16'-0": MINIMUM SPACING = 3'-4".TOLERANCE IS 120t BUT THE NUMBER OF
-SEISMIC SURCHARGE NOT APPLIED TOTAL HEIGHT OF WALL IS FENCE HEIGHT PLUS
w w w v " } 5. SEE SCHEDULE AND OTHER DETAILS. (9) 10. A CONTRACTOR. OPTION IS TO STAB THE #4 DIP FOOTINGS MUST REMAIN THE SAME FOR A G I VEN LENGTH OF WALL.
-USE TRENCH FOOTING ONLY AT THIS RETAINED HEIGHT (H MIN = 4 + F + R ). 3) (7) VERTICAL REBAR DOWN INTO THE DIIP, 4. POST TENSION ROD IS INDEPENDENT OF DIP SPACING.
DETAIL E. NO SURCHARGES, PARKING, STRUCTURES,
ETC. WITHIN 5'-0" OF RETAINING WALLS. (4) -H (7A) 11. NUT AT END OF HOOK - TYPICAL 5. POST TENSION ROD SPACING TOLERANCE IS t8" BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST
REMAIN THE SAME. POST TENSIONED RODS AT CONTROL JOINTS COUNT FOR TOTAL NUMBER OF RODS FOR WALL
10 DETAIL AT MINOR SOIL RETAINAGE HORIZONTAL JOINT REINFORCING FOOTING ELEVATION AT POST TENSIONED ROD TYPICAL WALL SECTION AT DIP FOOTING LENGTH BETWEEN CONTROL JOINTS.
NO SCALE 8 NO SCALE NO SCALE 3 NO SCALE 6. 13" DIA x 3'-8" DEEP CIRCULAR PIER FOOTING WITH 1 #4 VERT, MAY BE USED IN LIEU OF DIP FOOTING
SPACING AND SETTING PAD TO REMAIN THE SAME.
TRACKING NUMBERS:
03-115-906
03-115-909A
04-115-5127A
07-115-5438
08-115-5704
08-115-5742
JOB NUMBER:
08-115-5917
DRAWN:
ENGINEER:
JCF
JAD
ID
LE
AB
ASNOTED
DATE:
4/28/08
SHEET:
OF 1
INSPECTIONS
JCM Inspections
+ 39725 Garand Lane Suite F
Palm Desert, CA 92211
Phone: 760-345-5554 - Fax: 760-772-3895 INSPECTIONS
INSPECTION REPORT Date: L4-3Q—(:F1%
Project Nam
- ProjectNo:
Project Address:
City:
Client:
4J n
Sub -Contractor:
General Contractor:
Architect: Structural Engineer::
9 18C
Title 24
Other:
Unresolved Items:
✓❑`None
See Below
Description of Work Inspected: r c— 1 r r' N r o -'6 A. 0. r t.
y
r r <1 n 1 .n /! • . , \ r- - t e n n. f n C n ^['! X- . •+ .., C*iJ
n IV, .t-`
_
f S r ' 4. ems.... r n n +- G .` w\P d
C1
I hereby certify that I have inspected all of the above work, unless otherwise noted, and to the best of my ability I have found this work to comply with the approved
plans, specifications _applicable building laws. Final report issued at project completion.
Inspector: Jack C. Millin
ICC C,e ifi a iifon No: 0842216
Contractor's Representative:
Copy 1 JCM Inspections Copy 2 Project Superintendent Copy 3 Governing Agency Page ( of