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BWFE2015-023878-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T,iht^F44" COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/8/2015 Application Number: BWFE2015-0238 Owner: Property Address: 53365 HUMBOLDT BLVD EQUESTRIAN LIFE APN: 767700014 53 SOARI NG BIRD CT' 00 Application Description: MADISON / EQUESTRIAN LIFE / EXTERIOR/INTERIOR WALLS/COMBO LAS VEGAS, NV 89135 e�E Property Zoning: Application Valuation: $15,000.00 C C7 Om T Applicant: Contractor: (- z QQ QUINN ENTERPRISES INC QUINN ENTERPRISES INCo o 17992 COWAN 17992 COWAN $ v ciI IRVINE, CA 92614 IRVINE, CA 92614 A C (714)785-3885 Llc. No.: 725864 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 Professions Code, and my License is in full force and ellec�l License Class: B License No.: 7258.4'x. Date:-- Contra Contra r: OWNER -BUILD DECLARATION I hereby affirm under penalty of perjury that I m 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 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law -does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). - (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( ) I am exempt under Sec. ' B.&P.C. for this reason 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 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 f tork for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Secti 700 of the Labor Code, for the performance of the work for which this permit is iss d. My workers' compensation insurance carrier and policy number are: Carrier:- Policy Number: I certify that in the performance of the work for which this permit is issued, shall not employ any person in any \anner so as to become subject to the workers' compensation laws of California, and gree that, if I should become subject to the workers' compensation provisions of S coon 3700 of the Labor Code, I shall forthwith comply with those provisions. C j Date: 1 7 Applica t: WARNING: FAILURE TO SECURE WORKERS' COPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMIN L PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,00 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 Building Official 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 at the above information is correct. I agree to comply with all city and county ordinancENand state laws relating to building construction, and hereby authorize representatives o t is city to enter upon the mentioned.property for inspection purposes. Date: 7 " r� Signature (Applicant or Ag�t) - DESCRIPTION- FINANCIAL INFORMATION ACCOUNT: QTY AMOUNT PAID . PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for BUILDING STANDARDS ADMINISTRATION'BSA $1.00 $0.00 DESCRIPTION = ACCOUNT QTY AMOUNT PAID PAID DATE WALL/FENCE - EA ADDITIONAL 50 LF 101-0000-42404 0 $101.50 $0.00 PAID BY, 'METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT - PAID PAID DATE WALL/FENCE - FIRST 100 LF 101-0000-42404 0 $47.86 $0.00 PAID BY METHOD RECEIPT # CHECK # • CLTD BY DESCRIPTION, ACCOUNT QTY AMOUNT PAID PAID DATE WALL/FENCE - FIRST 100 LF PC 101-0000-42600 0 $60.91 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid forFENCE OR FREESTANDING WALL- $210.27 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE. RET WALL <=12 - EA ADD 50 LF 101-0000-42404 0 $14.50 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RET WALL <=12 - FIRST 100 LF 101-0000-42404 0 $47.86 $0.00 PAID BY METHOD : RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RET WALL <=12 - FIRST 100 LF PC 101-0000-42600 0 $60.91 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid forRETAINING WALL- $123.27 $0.00 TOTALS:00 Description: MADISON / EQUESTRIAN LIFE / EXTERIOR/INTERIOR WALLS/COMBO Type: WALL/FENCE Subtype: Status: UNDER REVIEW. Applied: 7/8/2015 SKH Approved: Parcel No: 767700014 Site Address: 53365 HUMBOLDT BLVD LA QUINTA,CA 92253 Subdivision: TR 33076-2 Block: Lot: 62 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $15,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 118LF OF 6' GARDEN 18" RETAINING( INSIDE NORTH PL/FRONT YARD) AND 288LF OF 6' GARDEN WALL (INSIDE SOUTH PL) AND 21LF OF W -EQUIPMENT WALLS (NORHT AND SOUTH SIDE YARDS) [PROTO II SPECIFICATIONS] PRECISION CONCRETE BLOCK SHALL BE COVERED WITH STUCCO, PAINT, OR TEXTURED COATING WHERE VISIBLE FROM OUTSIDE THE PROPERTY. 2013 CALIFORNIA BUILDING CODES. ADDITIONAL SITES CHRONOLOGY CONDITIONS Printed: Wednesday, July 08, 2015 2:07:53 PM 1 of 3 SYSTEMS Printed: Wednesday, July 08, 2015 2:07:53 PM 2of3 r7SYSTEMS INSPECTIONS SEQID INSPECTION TYPE CLTD DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY FINAL" BLD BY WALL/FENCE - EA 101-0000-42404 0 $101.50 $0.00 ADDITIONAL 50 LF WALL/FENCE - FIRST 101-0000-42404 0 $47.86 $O.OQ 100 LF WALL/FENCE - FIRST 101-0000-42600 0 $60.91 $0.00 100 LF PC Total Paid for FENCE OR FREESTANDING WALL $210.27 $0.00 RET WALL <=12 - EA 101-0000-42404 0 $14.50 $0.00 ADD 50 LF RET WALL <=12 -FIRST 101-0000-42404 0 $47.86 $0.00 100 LF RET WALL <=12 - FIRST 101-0000-42600 0 $60.91 $0.00 100 LF PC Total Paid for RETAINING WALL $123.27 $0.00 TOTALS:0- Printed: Wednesday, July 08, 2015 2:07:53 PM 2of3 r7SYSTEMS INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED DATE RESULT REMARKS. NOTES BOND BEAM BLD FINAL" BLD FOOTINGS BLD Printed: Wednesday, July 08, 2015 2:07:53 PM 2of3 r7SYSTEMS Bin # City of La Quinta - Building 81• Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012. Building Permit Application and Tracking Sheet Permit # !Project Address: 5rn 1 f Owner's Name: _ \AQLS G Ll A. P. Number: Address: S3 S:-1Gn R -I W CS 1& Q� GT Legal Description: 1JQW -i o (M City, ST, Zip: Contractor. T VYl hone• Telephone: Address: 'S p 1y /` nRjL y Project Description: ��_ y� City, ST, Zip: FAL-cN {iYjotr2 Cil - 9-,1-776 Q1� \(L kjs/ Telephone-.74�iS-3 l 9 � State Lic. # : -% City Lic. #; i (19 13 Arch., Engr., Designer: M� ,CQ 5V1 ave Address: - vU CEJ City, ST, Zip: -ALOl0 2Z0 G Telephone:7l- > Constructi n TY P e: Occupancy: Q 5 State Lic. # Project type (circle r le ne )• e Add'n Alter Repairat r Demo iQ,q.. a-- \Name of Contact Person: MC�f= Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # i Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2ad 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 1 1 I 6 t 6' (T-4' TO W-41 PROTO II EXPOSURE C TRENCH FOOTING - NO RETAINING CAP BLOCK= PER SHEET C FOR SIDEYARD RETURN w WALLS WHERE DRAINAGE x } SWALE OCCURS, INSTALL 1 DRAINAGE BLOCK AT SWALE AT GRADE. I _ FINISHED O.: S . /Z • w S 4055,, d. TF OF CAL1F� THESE DRAWINGS/CALCULATI DESIGN CRITERIA (PER 2013 CBC) 1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF MIN. Z. ALLOWABLE SOIL PASSIVE PRESSURE = 150 PCF MIN. 3. SEE SHEET B AND SHEET C PRIOR TO START OF CONSTRUCTION. 6" SEE SHEET C FOR BEARING PLATE SIZE. PROTO 11 ROD EMBEDDED INTO FOOTING AS SHOWN. POST TENSION (PT) RODS TO OCCUR WITHIN t 8" OF CONVENTIONAL REINFORCING. j ONLY GROUT CELLS WITH CONVENTIONAL 11 REINFORCING WITHIN CONVENTIONAL CMU HEIGHT. (� PROTO II FENCE WALL HORIZONTAL JOINT REINFORCING TOP 2 COURSES BELOW PLATE AND AT 24" O.C. BELOW GROUT CELLS SOLID 3" ABOVE VERTICAL fl REINFORCING I� VERTICAL REINF, 'X' BARS 1 #4 CONTINUOUS IN 8" DEEP SOLID GROUTE9 • BOND BEAM.. ;SETBACK PER MR i OR I �; R�lm V�_, TRENCH DEPTH AT TOP OF 2:1 SLOPE SETBACK -FACE FENCE WALL SCHEDULE AT LEVEL SOIL OF FOOTING TO TRENCH FOOTING H MAX DESIGN WIND EXP MPH 6" CONY. CMU HEIGHT CENTERED 'X' REBAR 6" PROTO II HEIGHT PT ROD SPACING 'D' MIN. 12" C AT 100_ 2'=0" #4 AT 40" O.C' `n . #4 CONT, .0NUILDING & SAFETY DEPT 7'-4" C AT 110- Q_ N CONTINUOS CONS INTA, CA �- w a o ......... ........._ ... C AT 120..._ y SEALED ON $ 5'-0" TO JOB ,N, BER DATE B 9.155 8�>�14 CONT. C AT 100 12`-.0" #4 AT 32" O.0 6'-07 6'-0" 2'-5" 8'-0" C AT 110 ENGR -. -- --. JAC CAT120 .$ " ._SCOTT _ PACKAGE SHEET INC • s^.�<. C AT 100 _._. 2''-8"_. #4 AT 24" O.0 : 6'-,0" 6'-0» 2'�7" 8'-8" CAT 110 -- -- __ -- C AT 120 -- -- -- -- -- C AT 100 3'<-g^ #4 AT 24" O.0 6 Q„< .: 6 _0” 2*_•t0, 9'-4" C AT 110 -- - -- -- - C AT 120 __ -- -- -- -- CAP BLOCK= PER SHEET C FOR SIDEYARD RETURN w WALLS WHERE DRAINAGE x } SWALE OCCURS, INSTALL 1 DRAINAGE BLOCK AT SWALE AT GRADE. I _ FINISHED O.: S . /Z • w S 4055,, d. TF OF CAL1F� THESE DRAWINGS/CALCULATI DESIGN CRITERIA (PER 2013 CBC) 1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF MIN. Z. ALLOWABLE SOIL PASSIVE PRESSURE = 150 PCF MIN. 3. SEE SHEET B AND SHEET C PRIOR TO START OF CONSTRUCTION. 6" SEE SHEET C FOR BEARING PLATE SIZE. PROTO 11 ROD EMBEDDED INTO FOOTING AS SHOWN. POST TENSION (PT) RODS TO OCCUR WITHIN t 8" OF CONVENTIONAL REINFORCING. j ONLY GROUT CELLS WITH CONVENTIONAL 11 REINFORCING WITHIN CONVENTIONAL CMU HEIGHT. (� PROTO II FENCE WALL HORIZONTAL JOINT REINFORCING TOP 2 COURSES BELOW PLATE AND AT 24" O.C. BELOW GROUT CELLS SOLID 3" ABOVE VERTICAL fl REINFORCING I� VERTICAL REINF, 'X' BARS 1 #4 CONTINUOUS IN 8" DEEP SOLID GROUTE9 • BOND BEAM.. ;SETBACK PER MR i OR I �; R�lm V�_, TRENCH DEPTH AT TOP OF 2:1 SLOPE SETBACK -FACE ADDED DEPTH OF OF FOOTING TO TRENCH FOOTING TOP OF SLOPE 36" 0" 30" 3". 12" 12" 3" 17" I ,. � 2 _Lo c� N I " - -I 1 Uj w J o . _ MAX Z r Q W o _ Eo. Q : CIZ_Y OF LA QUINTA NF,V y . n `n . #4 CONT, .0NUILDING & SAFETY DEPT o = o \ AND BOTT ° M;. ilk p SOV' : TO- II S:.. NDARD Q_ N CONTINUOS CONS INTA, CA �- w a o TRENCH F OTING CON T(�UC: t TN y SEALED ON $ 5'-0" TO JOB ,N, BER DATE B 9.155 8�>�14 CONT. DAYLIGHT MIN, - -utA DRAWN m rn n C e 14-115-8964 TMH CARUSO g s->"`a3m"s PROTO-II TM WALL SYSTEMS �,a�ai= DATE ENGR TURLEY ems' WWW.PROT02.COM 08.19.2014. JAC Fl, .$ " ._SCOTT e@�@i@ 41800 CASCADES COURT TEMECULA. CA 92591 ATTN: GARY OTTo PACKAGE SHEET INC • s^.�<. PH® (951) 694-3793 — goryollo®proloii.com (MAY ONLY BE INSTALLED BY APMVEO AND CERDCCD INSTALLERS) S2.1 WWW-C(SOZ.com IE 4'• 6'.. AIA 8• THICK POST-TENSIONEO MASONRY WALLS ARE CONSIDEREO PRELIMINARY -NOT FOR CONSTRUCTIDN OR RECOROING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED 1jITH, WRITTEN SIGNATURE. * GEAERAL STRUCTURAL NOTES 1. SOIL SHALL BE FIRM AND COMPACTED PRIOR TO'PLACEMENT OF CONCRETE. PRIOR TO FOUNDATION EXCAVATION, USER SHALL VERIFY THAT SITE SOILS CONDITIONS MEET OR EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 150 PSF/FT (SOIL .CLASS 4 OR BETTER AS DEFINED BY THE CBC) STARTING AT THE TOP OF GRADE(I.E. NO TOP SOILS ARE NEGLECTED FOR PASSIVE) AND A MINIMUM ALLOWABLE BEARING PRESSURE OF 1000 PSF. 2. FOOTINGS TO BE LEVEL. IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP SHOULD BE PROPER HEIGHT TO FIT BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER. 3. SEE SHEET A FOR EXPOSURE, WIND SPEED, POST TENSIONED ROD SPACING, FOOTING SIZES, ETC. USER IS RESPONSIBLE TO VERIFY REQUIREMENTS WITH BUILDING DEPARTMENT' AND OWNER. ALL WORK IS TO BE PERFORMED IN ACCORDANCE WITH THE APPROVED SITE PLAN AND APPLICABLE CODE OR JURISDICTION REQUIREMENTS. 4. SOIL BELOW FOUNDATIONS SHALL BE WELL DRAINED AND NON -EXPANSIVE. USE CONCRETE WITH A MIN. STRENGTH OF 2,500 PSI - TYPE 11 CEMENT (TYPE V WHERE REQUIRED BY OWNER, SOILS ENGINEER OR JURISDICTION). CONCRETE SHALL BE A MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT. 5. LAP REINFORCING STEEL: LAP = 24" FOR #4 BARS IN MASONRY AND 32" FOR #4 BARS IN CONCRETE. 6. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. (F -M DESIGN CRITERIA FOR BLOCK IS BASED ON 2000 PSI). BLOCK SHALL BEA MIN OF 7 DAYS OLD PRIOR TO ROD TENSIONING. STANDARD HEAD AND BED JOINT BLOCKS WITH MORTAR MAY BE USED OR INTERLOCKING BLOCKS MAY BE USED. BLOCKS SHALL BE LAID IN RUNNING BOND. 7. MORTAR SHALL BE TYPE S, 2000 PSI MIN. MORTAR MUST BE A MIN. Of 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24 HOURS OLD PRIOR TO FINAL TENSIONING. GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530 MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER PLACEMENT. 8. FIRST MASONRY COURSE -MAY BE SET IN FRESH CONCRETE FOOTING. 9. REINFORCING REBAR SHALL CONFORM TO ASTM A641; Fy = 60,000 PSI. ,I O. PROTO-11 HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL 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 APPROVED PROTO-11 LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SHALL BE 7/16" DIAMETER WITH 1/2" ROLL THREADS CONFORMING TO ASTM A641 (FY = 60000 PSI) AND 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. BEARING PLATES ARE 1/4" THICK (Fy=50 KSI) SEE SHEET C FOR DIMENSIONS. 1/2" COUPLERS PER ASTM A563 GRADE A, AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD, FULLY ENGAGED IS DEFINED AS 1/2" MIN. INTO COUPLER. 1/2" NUTS ARE TO BE GRADE 8, PER ASTM A325. 1/2" ALL THREADS PER ASTM A307, GRADE 60. DIRECT TENSION INDICATOR (DTI - COMPRESSIBLE WASHER) IS MANUFACTURED PER ASTM F959. PLASTIC REBAR SADDLES ARE NON-STRUCTURAL. 11. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER SHEET A AND CONFORM TO ASTM A82 LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE FULL CROSS SQUARE (6" MINIMUM LAP). 12. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. RODS SHALL HAVE A MIN. OF 3" V HOOK, WITH 1/2•• NUT AT END OF TENSION ROD WHERE EMBEDDED IN FOOTING. 13. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON -STUCCOED WALLS AND 20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. POST TENSION ROD SHALL OCCUR WITHIN 12" OF END OF WALL AND 12" EACH SIDE OF CONTROL JOINT. 14. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE. NO BOND BEAM BLOCK MAY BE USED AT PLATE/TENSION LOCATION. 15. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR' OPTION. 16. A PROTO-11 DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT EVERY TENSION ROD BETWEEN THE BEARING PLATE AND NUT WITH THE OTI "TABS" FACING UP AGAINST THE BOTTOM OF'THE NUT. THE SPECIAL DEPUTY INSPECTION. REQUIRED AT TIME OF FINAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS; METHOD 1; VISUAL INSPECTION OF DIRECT TENSION INDICATOR (DTI), TABS FACING UP AND COLLAPSED AGAINST NUT WITH NO LIGHT LEAKAGE BETWEEN THE PROTO-11 DTI AND BOTTOM OF NUT. METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55 FT -LBS. (DTI MUST STILL BE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK, AND INTEGRITY OF MORTAR JOINTS, AND PROVIDE A SIGNED REPORT TO ALL REQUIRED PARTIES. PROTO 11 MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. 17. POST TENSION ROD SPACING TOLERANCE IS t8" BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE SAME. 18. SEISMIC DESIGN CRITERIA: Ss=2.0, SI=0.749 SOIL CLASS=D (ASSUMED), RISK CATEGORY 1. 19. ALL CONVENTIONALLY REINFORCED MASONRY DESIGNS ARE BASED ON FULL STRESSES AND REQUIRE INSPECTION. FOUNDATION INSPECTION PRIOR TO PLACEMENT OF CONCRETE INCLUDES: FOOTING STEEL LOCATION AND GRADE, AND SIZE/DEPTH OF FOUNDATION AND CLEANLINESS Of :F NOA.TION. F MASONRY APRE-GROUT INSPECTION SHALL BE PERFORMED. THE PRE -GROUT INSPECTION INCLUDES: VERIFICATION f THE CATION OF STRUCTURAL ELEMENTS, GRADE OF NFf1RCEMktdT ANR""0 AND QUALITY F MA AL ON .: SED FOR CONFORMANCE WITH CONSTRUCTION DOC MEI ►� AptSIT �{LA SPECIAL SPEC 0 S QUIREp BY JURISDICTION Q� ARD / 14-115-91b5 ACKING � RAWN -15-:96 BUIL/n�DING &A 6A ,NCR 08,19.2014 JAC P SHEET S2.1 FOR COfi�# THI V� Off.GC_' SEALED ON. S 40 5' rn OATE Lum a CARUSO8 s;Zo?ms �� PROT i WWW PR0{ T0022$C0M TRUGT.�P TURLEY sT •. \Qs 9JE r1 SCOTT ;r INC. k Or J 6g M e 41800 CASCADES COURT iEMECULA,.CA 92591• A.M. GARY OTTO PH# 694-3793 Fp(;?. OF CA�� www.ctsoz.com € � I. (951) — garyollo6protoii.com (WAY TINT. DE INSTALLED BY APPRDYED AND.CER TFIED. INSTALLERS) / 14-115-91b5 ACKING � RAWN -15-:96 TMH 6A ,NCR 08,19.2014 JAC PACKAGE SHEET S2.1 B THESE ORAVANGS/CALCULATIONS ARE CONSIDERED PRELIMINARY -NOT FOR r CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFFIXED VATH WRITTEN SIGNATURE. 3aIllVN015 N311RA Hlu103XUIV SI 1V3S 5.080338 30 03NIJN3 IMUOMS 3H1 SS31Nf1 ONI180038 So N 0 al J ION- A I ad 038301SNOD MV 'I A J % sa aano5rn .03no2N3i'-ISod OW .0 CNr B .0 (SN37rn1VISrn0NI 031JUM OM/ 03AOSddv A8 Q711rIkl$ 3y Ai!4 AV") All., c c�. •� YY ' ' 30 3003 3H1 IV 033V1d 38 01 S31Vld 1331S W07'20S)�'MMM 1.9x„4x•4/l:ll OlOad dnnis „9 '0 N9%Z/l 4x„4/1:I1 0108d „9 '3 V wolaJL'001WJ06 - ULC -469 (IS6) 0110 N11V ��"�� 83 n :S3ZIS 31V1d 13315 'it 133HS. 3OVH9V AM t65Z6 V0 'V1f133W31 1af109 S30V0SVD 0081> ;��o�o � ? .L Loos x�,Iiln I. 3 '8 a OOH 'inN 83AOO A13131MOD '008 O1NO ,d(13„ btOZ 61.20 w0�'ZOJ OLId'MMM 'M0138 .3„ * .9. 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ON13H03N138 1NIOf IVINOZ180H snonNI1NO3 '6 '008 ONV 31Vid 83AO3 Ol RIS 103wns 30 N3018 dV3 '8 '8VAOA Hi1M 31V1d ONV OOH 'inN 83AOO A13131MOD '008 O1NO ,d(13„ A131VIOYMl 'NVI80w H11M N3018 dV3 1113 1 'M0138 .3„ * .9. S31ON 83d SOOHAN OMl 30 3NO A8 03MUN00 ONV OVOI S8l 000'9 38 01 NOISN31 YvAININ '9 . 'S8V1 3181SdV1100 'S 31V1d d01 9NIHV38 4 '(110) 801VOlONI NOISN31 133810 T 1f1N 'Z '008 NOISN31 1SOd l 1 N A ,W .S; IIVM 11 0108d :10 d01 Va0 3S3H1 lbws,' m �Q 11 3 E' s• ) I 6" (T-0 TO 9'-4') PROTO II EXPOSURE C TRENCH FOOTING - MINOR RETAINAGE E. X FENCE WALL SCHEDULE AT LEVEL SOIL BLOCK PER - a� 'H' MAX .. DESIGN WIND EXP MPH 6" CONY. CMU HEIGHT CENTERED 'X' REBAR 6" PROTO II HEIGHT PT ROD SPACING 'D' MIN. �w Z C AT 100 2'-0"' #4 AT 32" O.C. 5-4" 81-0'` SURCHARGE - SEE 7'-4" C AT 110 SHEET ='= w 0 FOR MORE INFO. C AT .120 Q= a fi$a<�6 o 'r V) . www.c tsaz.corn C AT 100 2'-0'.' #4 AT 32" O.C. 6'=0'' 6'-0" 2'-10` 8'-0" C AT 110 -- -- -- -- -- C AT 120 - -- -- -- -- C AT 106 2'_8" #4 AT 24" O.C. 6'-0" 6'-0" 2`-11"` 8'-8" C AT 110 C AT 120 -- -- -- -- -- C AT 100 #4 AT 16" O.C. 6`_6" 9'-4" C AT 110 -- -- -- -- -- C AT 120 -- E. X CAP BLOCK PER - a� GROUT CELLS SOLID 3" ABOVE a~ SHEET C NOTE: o� FINISHED GRADE 4:1- �w Z w MAX SLOPE. NO FOR SIDEYARD RETURN WALLS = SURCHARGE - SEE 4J 0 o SHEET B, NOTE 20 w 0 FOR MORE INFO. = U Q= a fi$a<�6 o 'r V) . www.c tsaz.corn w 4'::6',..Mq Irl. ft DOSE -trust ip uASOMRr NAl S THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY -NOT FOR CONSTRUCTION : UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFnxEO WITH WRITTEN SIGNATURE. 1Z N E. 3/4" OPEN GRADED_! GRAVEL BACKFILL GEOFABRIC WRAP 4" DIA. SCHEDUI-40 PERFORATED PVC iPE WITH 1% MIN.. GRA TO h9'PRO�' .0 ET 12" DESIGN CRITERIA (PER 2013 CBC): 1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF MIN. 2. ALLOWABLE SOIL PASSIVE PRESSURE = 150 PCF MIN. 3. ACTIVE PRESSURE = 30 PCF MAX 4. SEE SHEET B AND SHEET C PRIOR TO START OF CONSTRUCTION. SEE SHEET C FOR BEARING PLATE SIZE. PROTO II ROD EMBEDDED INTO FOOTING AS SHOWN. POST TENSION (PT) RODS TO OCCUR WITHIN t 8" OF CONVENTIONAL REINFORCING. ONLY GROUT CELLS WITH CONVENTIONAL REINFORCING WITHIN CONVENTIONAL CMU HEIGHT, PROTO II FENCE WALL. HORIZONTAL JOINT REINFORCING TOP X AT 24" O.C. BELOW a� GROUT CELLS SOLID 3" ABOVE a~ �Z NOTE: o� o� 1 #4 CONTINUOUS IN 8" DEEP �w Z I w IF AVAILABLE FOR FURTHER INFO. VERTICAL REINF. 'X' BARS FOR SIDEYARD RETURN WALLS w o rn WHERE DRAINAGE SWALE OCCURS, 2"0 WEEP HOLES AT INSTALL DRAINAGE BLOCK AT 0 U SWALE AT GRADE. L\1 U @��8� 41800 GA>SCAQCS��AiRT�7TXT C7T C$t!ix,. ATTN GARY 0110 PACKAGE SHEET 3/4" OPEN GRADED_! GRAVEL BACKFILL GEOFABRIC WRAP 4" DIA. SCHEDUI-40 PERFORATED PVC iPE WITH 1% MIN.. GRA TO h9'PRO�' .0 ET 12" DESIGN CRITERIA (PER 2013 CBC): 1. ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF MIN. 2. ALLOWABLE SOIL PASSIVE PRESSURE = 150 PCF MIN. 3. ACTIVE PRESSURE = 30 PCF MAX 4. SEE SHEET B AND SHEET C PRIOR TO START OF CONSTRUCTION. SEE SHEET C FOR BEARING PLATE SIZE. PROTO II ROD EMBEDDED INTO FOOTING AS SHOWN. POST TENSION (PT) RODS TO OCCUR WITHIN t 8" OF CONVENTIONAL REINFORCING. ONLY GROUT CELLS WITH CONVENTIONAL REINFORCING WITHIN CONVENTIONAL CMU HEIGHT, PROTO II FENCE WALL. HORIZONTAL JOINT REINFORCING TOP 2 COURSES BELOW PLATE AND AT 24" O.C. BELOW 1 GROUT CELLS SOLID 3" ABOVE MAX ZN RETAINED HEIGHT NOTE: 3' DRAINAGE SHOWN ARE MINIMUM 1 #4 CONTINUOUS IN 8" DEEP REOUIREMENTS. SEE SOILS REPORT SOLID GROUTED BOND BEAM. IF AVAILABLE FOR FURTHER INFO. VERTICAL REINF. 'X' BARS FOR SIDEYARD RETURN WALLS w o rn WHERE DRAINAGE SWALE OCCURS, 2"0 WEEP HOLES AT INSTALL DRAINAGE BLOCK AT 6'-0" O.C. AS ALTERNATE SWALE AT GRADE. TO PERFORATED PIPE ,. z SETBACK - FACE OF FOOTING - TO TOP OF. SLOPE ADDED DEPTH OF TRENCH FOOTING V- 1 MAX ZN ---12" ui o Li 3' 0 W \- CONTINUOUS w0U #4 CONT. TOP 8 19 14 CONT / / AND BOTTOM. F77-0 4 `moo -- ADDED DEPTH OF FOOTING AT TOP OF 2:1 SLOPE SETBACK - FACE OF FOOTING - TO TOP OF. SLOPE ADDED DEPTH OF TRENCH FOOTING 36` 2" 30" 4" ---12" 13^. 3' 18" 1AN - �� Q U'A' QUI , CADARD o: E spa rr aL;l � i SAF ' DEPT. JQB Nt MABER �• ' o �. SEALED ON " \- CONTINUOUS 5'a-0 TQ Cl NCRE1iE yf i � PUS rl 9155 m S.40 5 z 8 19 14 CONT / / TR 4 G, # DRAWN TRENCH FOOTI G f10, �+? 1 115-89 4 TMH w o rn CARUSOR'' 8 e2> P Q�3� , ATE.. ENGR M. , W W: F 2 $1J 2Q� JAC ST Q �. A'UCTV� ��' TURLEY SCOTT' ,. @��8� 41800 GA>SCAQCS��AiRT�7TXT C7T C$t!ix,. ATTN GARY 0110 PACKAGE SHEET 9TH �F OF CAV INC. fi$a<�6 PH# (951}'651-3193 gcx:yollo�iii*olds. /� I~Ar al,ir. (tC w,'AlUp Gr ap,RovFo'l ao CCa"Mt S3.1 A . www.c tsaz.corn �� ,; » .. 4'::6',..Mq Irl. ft DOSE -trust ip uASOMRr NAl S THESE DRAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY -NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S SEAL IS AFnxEO WITH WRITTEN SIGNATURE. I w GENERAL STRUCTURAL NOTES 1. SOIL SHALL BE FIRM AND. COMPACTED PRIOR TO'PLACEMENT OF CONCRETE. PRIOR TO FOUNDATION EXCAVATION, USER SHALL VERIFY THAT SITE SOILS CONDITIONS MEET OR EXCEED AN ALLOWABLE PASSIVE BEARING PRESSURE OF 150 PSF/FT (SOIL TYPES SW, SP, GW, OR GP) STARTING AT THE TOP OF GRADE(I.E. NO TOP SOILS ARE NEGLECTED FOR PASSIVE) AND A MINIMUM ALLOWABLE BEARING PRESSURE OF 1000 PSF. 2. FOOTINGS TO BE LEVEL. IF GROUND SLOPES THE FOOTING SHALL BE STEPPED. EACH STEP SHOULD BE PROPER HEIGHT TO FIT BLOCK TYPE USED. ALL EXCAVATIONS SHOULD BE CLEAN AND CONTAIN NO LOOSE EARTH OR FOREIGN MATTER. 3. SEE SHEET A FOR EXPOSURE, WIND SPEED, POST TENSIONED ROD SPACING, FOOTING SIZES, ETC. USER IS RESPONSIBLE TO VERIFY REQUIREMENTS WITH BUILDING DEPARTMENT AND OWNER. ALL WORK IS TO BE PERFORMED IN. ACCORDANCE WITH THE APPROVED SITE PLAN AND APPLICABLE CODE OR JURISDICTION REQUIREMENTS. 4. SOIL BELOW FOUNDATIONS SHALL BE WELL DRAINED AND NON -EXPANSIVE. USE CONCRETE WITH A MIN, STRENGTH OF 2,500 PSI — TYPE 11 CEMENT (TYPE V WERE REQUIRED BY OWNER, SOILS ENGINEER OR JURISDICTION). CONCRETE SHALL BE A MIN. OF 48 HOURS OLD PRIOR TO FINAL TENSIONING. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT. 5. LAP REINFORCING STEEL: • LAP = 24" FOR #4 BARS IN MASONRY AND 32" FOR #4 BARS IN CONCRETE. 6. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C-90 AND BE 2,000 PSI MIN. (F -M DESIGN CRITERIA FOR BLOCK IS BASED ON 2000 PSI), BLOCK SHALL BE A MIN OF 7 DAYS OLD PRIOR TO ROD TENSIONING, STANDARD HEAD AND BED JOINT BLOCKS WITH MORTAR MAY BE' USED OR INTERLOCKING BLOCKS MAY BE USED. BLOCKING TO BE' LAID IN RUNNING BOND. 7. MORTAR SHALL BE TYPE S. 2000 PSI MIN. MORTAR MUST BE A MIN. OF 4 HOURS OLD PRIOR TO INITIAL TENSIONING AND 24 HOURS OLD PRIOR TO FINAL TENSIONING. GROUT SHALL BE 2000 PSI PER THE LATEST EDITION OF ACI 530. MECHANICALLY VIBRATE GROUT IMMEDIATELY AFTER PLACEMENT. 8. FIRST MASONRY COURSE MAY BE SET IN FRESH CONCRETE FOOTING. 9. REINFORCING REBAR SHALL CONFORM TO ASTM A641; Fy = 60,000 PSI. 10. PROTO-1I HARDWARE IS DEFINED AS: TENSION RODS, BEARING PLATES, COUPLERS, NUTS, ALL 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 APPROVED PROTO-11 LICENSEE TO THE CERTIFIED INSTALLER. POST TENSION RODS SHALL BE 1/16" DIAMETER WITH 1/2" ROLL THREADS CONFORMING TO ASTM A641 (FY = 60000 PSI) AND 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. BEARING PLATES ARE 1/4" THICK (Fy=50 KSI) SEE SHEET C FOR DIMENSIONS. 1/2" COUPLERS PER ASTM A563 GRADE A. AND THE COUPLER MUST FULLY ENGAGE THE UPPER AND LOWER ROD, FULLY ENGAGED IS DEFINED AS 1/2" MIN. INTO COUPLER. 1/2" NUTS ARE TO BE GRADE 8, PER ASTM A325. 1/2" ALL THREADS PER ASTM A307, GRADE 60. DIRECT TENSION INDICATOR (DTI - COMPRESSIBLE WASHER) IS MANUFACTURED PER ASTM F959. PLASTIC REBAR SADDLES ARE NON-STRUCTURAL. 11. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE DIAMETER WIRE AND PLACED PER SHEET A AND CONFORM TO ASTM A82 LADDER TYPE, 9 GAGE DIAMETER. LAP JOINT REINFORCING ONE FULL CROSS SQUARE (6" MINIMUM LAP). 12. IN LIEU OF FULL HEIGHT RODS, CONTRACTOR MAY USE SHORTER RODS, 1/2" COUPLERS AND STRAIGHT RODS THREADED BOTH ENDS FOR ADDITIONAL LIFTS. RODS SHALL HAVE A MIN. OF 3" 'L' HOOK, WITH 1/2" NUT AT END OF TENSION ROD WHERE EMBEDDED IN FOOTING. 13. VERTICAL CONTROL JOINTS TO BE PLACED AT MAX. 36' O.C. IN ALL NON—STUCCOED WALLS AND 20' ON CENTER IN STUCCOED WALLS WITH CLEAN VERTICAL BREAK OF ALL MATERIALS. POST TENSION ROD SHALL OCCUR WITHIN 12" OF END OF WALL AND 12" EACH SIDE OF CONTROL JOINT. 14. NO COUPLERS MAY OCCUR DIRECTLY BELOW AND IN CONTACT WITH THE BEARING PLATE. NO BOND BEAM BLOCK MAY BE USED AT PLATE/TENSION LOCATION. 15. TENSION RODS MAY BE STABBED INTO WET CONCRETE OR TIED IN PLACE AT CONTRACTOR OPTION. 16. A. PROTO—II DTI (COMPRESSIBLE WASHER) SHALL BE INSTALLED AT .EVERY TENSION ROD BETWEEN THE BEARING PLATE AND NUT WITH THE DTI "TABS" FACING UP AGAINST THE BOTTOM OF THE NUT. THE SPECIAL DEPUTY INSPECTION REQUIRED AT TIME OF FINAL TENSIONING BY A DEPUTY INSPECTOR SHALL VERIFY FINAL TENSIONING TO 6,000 POUNDS BY 1 OF 2 METHODS; METHOD 1; VISUAL INSPECTION OF DIRECT TENSION INDICATOR (DTI), TABS FACING UP AND COLLAPSED AGAINST NUT WITH NO LIGHT LEAKAGE BETWEEN THE PROTO-11 DTI AND BOTTOM OF NUT. METHOD 2: USE OF A CALIBRATED TORQUE WRENCH TORQUED TO 55 FT—LBS. (DTI MUST STILL BE PLACED WITH METHOD 2. NO VISUAL INSPECTION OF DTI REQUIRED WHEN USING METHOD 2). INSPECTOR SHALL OBSERVE THE USE OF THREAD LUBRICANT, THE POSITION OF PLATE ON BLOCK, AND INTEGRITY OF MORTAR JOINTS, AND PROVIDE A SIGNED REPORT TO ALL REQUIRED PARTIES. PROTO it MASONRY DESIGN IS BASED ON THIS SPECIAL INSPECTION. 17. POST TENSION ROD SPACING TOLERANCE IS t8" BUT THE NUMBER OF RODS FOR A GIVEN LENGTH OF WALL MUST REMAIN THE SAME. 18. ALL CONVENTIONALLY REINFORCED MASONRY DESIGNS ARE BASED ON FULL' STRESSES AND REQUIRE INSPECTION. FOUNDATION INSPECTION PRIOR TO PLACEMENT Of CONCRETE INCLUDES: FOOTING STEEL LOCATION AND GRADE, AND SIZE/DEPTH OF FOUNDATION AND CLEANLINESS OF FOUNDATION. FOR MASONRY A PRE—GROUT INSPECTION SHALL BE PERFORMED. THE PRE—GROUT INSPECTION INCLUDES: VERIFICATION OF THE LOCATION OF STRUCTURAL ELEMENTS, GRADE OF REINFORCEMENT AND OVERALL WORKMANSHIP AND QUALITY OP MATERIALS BEING USED FOR CONFORMANCE WITH CONSTRUCTION DOCUMENTS. ADDITIONAL SPECIAL INSPECTIONS AS REQUIRED BY JURISDICTION, 19. SEISMIC DESIGN CRITERIA: s=2.0, ;:S RETAINING WALLS. PER CB $ECTI. ` 1803. 49 SOIL CLASS=O (ASSUMED), RISK CATEGORY I. NO DYNAMIC LOAD APPLIED TO '5.12(1) 20. NO SURCHARGES :WITHIN 6 "` .WAIL ARE ALLOWED. SURCHARGES INCLUDE, BUT ARE NOT LIMITED T0, HOUSE'EOUNDATIONS DRIVEWAYVENC .FENCE LLS 6 0' Of FACE OF WALL AND SOIL BACKFILL OVER 4:1 SLOPE. PROTO II STANDARD IAAAA• 1 � s IS AFFIXEDITHTH WRITTEN SIGNATURE 0 1ES ,i Lr %F . '. FY j• SO Bui!__7ii ", c J.2 2 SEALED ON AF 1 w. S 40 5 m 01014 E° ;0i 8 CARUSO g mos „TURLEYVV,PALLN. PROTO re �tlC? R� �P � -SCOTT j w@0@o@ [Tm.wnu 41800 CASCADES ! TaLY OF CALIF INC fig. §6e� ATTNf•.OTTOq PHI (951) 694-3o>K ' www•CISOZ.com a wu A Fnd oo .. (NAY ONLY BE INSTALLED ICY APAfKNETI'Al CLir101RYZS LENS) s',. 6% AND E'. T100t POS r-iFJI5r6vLD uASON'Alyq THESE ORAWINGS/CALCULATIONS ARE CONSIDERED PRELIMINARY -NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORD'S S.Q IAAAA• 1 � s IS AFFIXEDITHTH WRITTEN SIGNATURE (5) (9) (10) ....... r .. S4)5., W , K `nT,9 �IJCTU� TF OF CAL THESE DRAWINGS/CALCUL KEY NOTES: 1. POST TENSION ROD. 2. NUT. 3, DIRECT TENSION INDICATOR (DTI). 4. BEARING TOP PLATE. 5. COLLAPSIBLE TABS. 6. MINIMUM TENSION TO BE 6,000 LBS LOAD AND CONFIRMED BY ONE OF TWO METHODS PER NOTES "B" & "C" BELOW. 7. FILL CAP BLOCK WITH MORTAR. IMMEDIATELY "FLIP" ONTO ROD. COMPLETELY COVER NUT, ROD AND PLATE WITH MORTAR. 8. CAP BLOCK OF SUFFICIENT SIZE TO COVER PLATE AND ROD. 9. CONTINUOUS HORIZONTAL JOINT REINFORCING. 10. CENTER WEB OR END FACE SHELL BELOW. 11. STEEL PLATE SIZES: A. 4" PROTO II: 1/4"x3"x6" B. 4" SLUMP PROTO 11:1/4"x2 1/2"x6" C. 6" PROTO 11:1/4"x4 1/2"x6" D. 6" SLUMP PROTO IIsi/4"x4"x6" STEEL PLATES TO BE PLACED AT THE EDGE OF THE CELL SO THAT THE PLATE BEARS FULLY ON THREE SIDES. 12. DO NOT USE BOND BEAM BLOCK AT BEARING PLATE LOCATIONS. NOTES: A. PROTO II DTI TO BE USED AT EACH TENSION ROD. TABS FOR DTI SHOULD FACE UP AGAINST BOTTOM OF NUT. TABS WILL COLLAPSE (NO LIGHT PASSES BETWEEN BOTTOM OF NUT AND DTI) WHEN.PROPER TORQUE OF NUT HAS BEEN ACHIEVED. B. AS ALTERNATE TO VISUAL INSPECTION OF TABS, INSPECTION OF NUT TORQUE MAY BE ACHIEVED BY USE OF A CALIBRATED TORQUE WRENCH. TORQUE NUTS TO 55 FT—LBS. DTI STILL MUST BE PLACED ON ROD IF USING TORQUE WRENCH METHOD. SEE GENERAL NOTE ON SHEET B. C. SPECIAL DEPUTY INSPECTOR WILL PERFORM A VISUAL INSPECTION WHEN USING THE DTI METHOD TO CONFIRM THE DTI IS COLLAPSED WITH NO LIGHT LEAKS BETWEEN THE TABS AND BOTTOM OF NUT. IF USING TORQUE WRENCH METHOD, DEPUTY INSPECTOR WILL CONFIRM WALL IS TORQUED TO 55 FT—LBS. NO VISUAL INSPECTION OF DTI IS REQUIRED. D. INSTALLER MUST HAVE SPECIAL DEPUTY INSPECTION OF TENSIONING PERFORMED BY ONE OF THE TWO METHODS NOTED ABOVE. SPECIAL DEPUTY INSPECTOR TO PROVIDE A COMPLETED REPORT TO LISTED PARTIES. CIF6y C)IF LA CUM IIATA 41 mit-1-li G & SAFMIT `3 A �' :�c 6 ri91 ovll=iiO B nTum E �;I- SEALED ON F"OR C.C}1 CSU 115=11:55, TRACKING , DRAWN :., ' T @ 14-1 8964 TMH CARUSO ^=e s W1RIV0 6*l >` c9 �.� ^^!�"t'2�i' ENGR TURLEY JAC Q !! SCOTT + ` @@e@@@ 41&DO CASCADES COURT TEMECULA CA 92 )1 PACKAGE SHEET INC. n �, fi $ 3 1 k� ATTN GARY OTTO PHy (951) 604-.179.1— gapotloRprolon c (MAY ONLY DE L4 IALL(O'DY CERTnED S3.1 WWw.ctsoz.com a v �lvlH'." + AW,106 O'ANd WS1AL=)' C. B. AND E' 9101 Mt-noSib$O, MASONRY .WALLS ARE CONSIDERED PRELIMINARY -NOT FOR CONSTRUCTION OR RECORDING UNLESS THE STRUCTURAL ENGINEER OF RECORDS SEAL IS AFFIXED WITH WRITTEN SIGNATURE