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Specifications (21) Site Address: 1003* 411101FiDa.S+6211'd 4 OR. 17Z35 Building Division TIGARD Deferred Submittal Transmittal Letter TO: 1-611 -10C0-f-l'cr DAT , ."ECEIVED: DEPT: BUILDING DIVISION FROM: Z_WitflAKe(/ DO' COMPANY: ti IN BY- - / e PHONE: Wi(la. 00 I _ _. , , RE: el'`AlOrst9 7-07 St,) friampOS (al i hide I eti/optol. Site Address) i. lot Pem-tm se Num e er) fri ,A 0( Enll)44 5Yert Afl del LI ,I . / V) eV. hi di v ' is' (Project na ne or subdivision n and lot number) 0/AM Vfri fr. 'Valuation of Deferre 4 Sabrnittal: $ Z60 K k., I ,1 or , ovtey ATTACHED IS THE FOLLOWINC DEFERRED SUBMITTAL ITEM: I Copies: Descri don:p 3 I 'vim Nrfalsiori nopP Aun n 1 1 aid alcillottmar. - .aitit. Iii, Remarks: PS 4 / / , 4, / iv NO TE: Oocuments for d, i ..g re'.it tal ae s shall be submitted to the registered design professional in responsible charge who sh e\ em and forward them to the building official with a notation indicating that i % the deferred submit t do /.. ts ive leen reviewed and been found to be in general conformance to the design of the building.The de #1.emittal items shall not be installed until the design and submittal documents have been approved by the buil NI,Afficial. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONL Y . Routed to fermi i echn. an: 12,',at.c: Initials: ., Fes Due. f f 'Or' 1111-No Fee Deseri'ion. Amount Due: Deferred Submittal Fee: $9 Additional fee based on valuation: $ ro—tber: ; n f-,, , 40 rct)c ;oss Total Fees Due: S 1 i an • 3,„C Speria' Instru tions: -i2r. Rep r nt Permit(per PE): Yes No El Done . f ' Ap,licant Notitied: L-i-e--,..5 Date: /./ 777----1/- 3 ; Initials: T•e fee for processing and reviewing deferred plan submittal shall be an amount equal to 65%of the b tiding based the valuation of the particular portion or portions of the project with a minimum S200.00 fee.This fee is in ddition to the project plan review fee based on the total project value. i Budding.Foims‘TransmitialLetter-Defrd.Submti doe 04 04'07 13 �� .o a,ai- O o ) -7 � 1 - APPROVED , REVISION REVISION F GENERAL NOTES: 2:TEST PIECES AND MILL CERTS ARE PROVIDED WITH EACH DELIVERY.AND HANDLED/STORED PER 'SUPPLER' CENTRAL STILL,INC.A MARRS REBAR COMPANY CONTRACT DOCUMENTS. INSTALLER' IN SUPPLY&INSTILL.CONTRACTS,'INSTALLER'IS HARRIS REBAR OR TIER SUBCONTRACTED INSTALLER *UNDER NO CIRCUMSTANCES SHOULD A FINISHED PT SLAB DI SUPPLY ONLY CONTRACTS.INSTALLER'IS REFERRING TO RE CONTRACTOR OR BUYER 3. IT IS THE RESPONSIBILITY OF THE INSTALLER TO CHECK THE MATERIAL DELIVERED AGAINST THE BE DRILLED, CORED, OR OTHERWISE PENETRATED, WITHOUT SHIPPING UST AT THE TIME THE MATERIALS ARE UNLOADED. DISCREPANCIES IN MATERIAL DELIVERED MATERIAL PROPERTIES: SHOULD BE REPORTED TO THE SUPPLIER IMMEDIATELY UPON DISCOVERY. FAILURE TO PROVIDE TIMELY EOR APPROVAL.* NOTIFICATION MAY RESULT IN PROJECT DELAYS WHILE REPLACEMENT MATERIALS ARE FABRICATED AND STRESSING SEQUENCE: STRAND TO BE 7 WIRE LOW RELAXATION POST TENSIONING SILLL CONFORMING TO ASTM SHIPPED. STANDARD A416, "SPECIFICATION FOR UNCOATED STRESS-RELIEVED WIRE FOR PRtSTHESSED GROUND PENETRATING RADAR AND SIMILAR METHODS CAN BE UNRELIABLE IN DETECTING THE LOCATION CONCRETE". 4. DURING THE UNLOADING PROCESS, CARE IS TO BE TAKEN NOT TO DAMNF TENDON SHEATHING. TT IS OFPT STRAND AND SHOULD NOT BE CONSIDERED VIABLE. REFER TO PROJECT CONSTRUCTION DOCUMENTS FOR STRESSING SEQUENCE REQUIRED THAT NYLON SONGS BE USED DURING UNLOADING AND HANDLING OF MATERIALS. NYLON THE SUPPUER RESERVES THE RIGHT 70 COLLECT COMPENSATION FOR ANY DUTIES INCURRED DUE TO ULTIMATE TENSILE STRENGTH: 270 KSI SUNGS SHOULD NEVER BE CHOKED IN THE HANDUNG OF TENDON COILS.ALWAYS CRADLE COILS IN THE STRANDS BEING BROKEN IN THIS WAY. PTl MANUAL RECOMMENDS: DIAMETER: 0.5 SLINGS BY PASSING SLINGS THROUGH THE CENTER OF THE COIL HOOK EACH EYE OF THE SUNG(S) 1.TWO WAY SLAB SEQUENCE CROSS SECTIONAL AREA: 0.153 IN-2 ONTO THE HOISTING EQUIPMENT. NEVER USE CHAINS OR HOOKS TO UNLOAD TENDONS.SEVERE DAMAGE A. STRESS CONTINUOUS DISTRIBUTED TENDONS. MAY RESULT. STRESSING INSTRUCTIONS: B. STRESS CONTINUOUS BANDED TENDONS. MODULUS OF ELASTICITY: 26,500 KSI C.STRESS ADDED DISTRIBUTED TENDONS. •9 COATING: MEETING P11 GREASE REQUIREMENTS 5. UNLOADING SHOULD BE DONE AS NEAR AS POSSIBLE TO THE DESIGNATED STORAGE AREA TO AVOID STRESSING OPERATIONS SHALL NOT BEGIN UNTIL TESTS OF CONCRETE CYLINDERS. CURED UNDER JOB D.STRESS ADDED BANDED TENDONS. x W'`�t t°�s p 9 EXCESSIVE HANDLING OF MATERIALS. MULTIPLE STORAGE MOVES INCREASE THE POSSIBILITY FOR DAMAGE SITE CONDITIONS,INDICATE THAT THE CONCRETE IN THE MEMBER HAS ATTAINED THE MINIMUM M1 q) ' SHEATHING: 0.050`THICK HDPE TO SHEATHING AND OTHER COMPONENTS OF THE SYSTEM. COMPRESSIVE STRENGTH SPECIFIED FOR STRESSING IN THE PROJECT CONTRACT DOCUMENTS. FAILURE TO i I ` wo ITS.:-ws i X TYPICAL JACK AND PUMP DETAILS: HEED THIS WARNING COULD RESULT IN A CONCRETE BLOW OUT CAUSING INJURY OR EVEN DEATH. 2.ONE WAY SLAB AND BEAM SEQUENCE 6.A TENDONS SHOULD BE STORED IN A DRY AREA ON DUNNAGE,TO KEEP TENDONS OFF THE A.STRESS TEMPERATURE TENDONS. AIL • GROUND. IF TARPS ARE USED TO PROTECT TENDONS, IT IS THE RESPONSIBILITY OF DIE STRESSING SHALL NOT COMMENCE UNTIL A DESIGNATED B.STRESS CONTINUOUS UNIFORM SLAB TENDONS. moccTu TO w V AC C. STBEa�BEAM TENDONS. I K R:�I FS O Ra1z.MIA SALVE INSTALLER/CONTRACTOR TO MAINTAIN THEM.TARPS SHOULD BE CONSTRUCTED IN A TENT-LIKE FASHION REPRESENTATIVE FROM THE OWNER IS PRESENT TO WITNESS THE OPERATION.ALL REPRESENTATIVES a p� ,J GA•,* Me RAu¢ TO ALLOW THE FREE CIRCULATION OF AIR AROUND THE TENDON BUNDLES TO AVOID THE POSSIBLE SHOULD BE PTI CERTIFIED. THE CONTRACTOR SHALL HAVE A REPRESENTATIVE PRESENT TO RECORD AND O® tiArt' 4 WAY VALVE CORROSION CONSEQUENCES OF CONDENSATION BEING TRAPPED UNDER TARPS TENDONS SHOULD NOT MAINTAIN THE STRESSING RECORD.ALL REPRESENTATIVES SHOULD BE PT CERTIFIED. MEASURING AND RECORDING ELONGATIONS: BE EXPOSED TO WATER.DE-ICING SALTS, OR ANY OTHER FORM OF CORROSIVE ELEMENTS.WHEN LONG ' �i� TOTE wsclEEns TERM STORAGE IS REQUIRED,TENDONS SHOULD BE PROTECTED FROM EXPOSURE TO OPEN SUNLIGHT � ^' .,� CHECK OF STRESSING EQUIPMENT: STRESSING PERSONNEL SHOULD BE PTI CERTIFIED CITY OF TIGARD FOR LONG PERIODS OF TIME. CORRECT JOB SITE STORAGE OF MATERIAL IS CRLTICAL TO THE INTEGRITY �� JAfx 0.E OF UNBONDED POST-TENSIONING STSIEMS. BI !! ..II I'+ F YN,[g1 1. MAKE SURE EQUIPMENT IS CLEAN,ESPECIALLY THE JACK GRIPPER AND SEATING PLUNGER AREAS. 1. STRESS EACH TENDON USING THE PROCEDURE OUTLINED. ;,"@ [ si :.�..' d N / .,S CONNECTED 7,WEDGES AND ANCHORS SHOULD BE STORED IN A CLEAN.DRY AREA AND IDENTIFIED BY INDIVIDUAL DIRECTLY TO JACK FLOOR AND/OR POUR SEQUENCE.THESE GOODS SHOULD ONLY BE USED IN THEIR INTENDED POURS. 2.ELECTRIC EXTENSION CORDS SHOULD BE 3 WIRE, 12 GAUGE,AND LESS THAN LOOP IN LENGTH. 2. NEVER STRESS TENDONS TO A GAUGE READING WHICH IS HIGHER THAN SPECIFIED. �� ANOTE. IN THE EVENT PARTS INTENDED FOR ONE POUR ARE EXCHANGED INTO ANOTHER POUR,THE MOW SVITO1 ACES CDIEEC. ,. ..;,,,-,- .:,...,0...- INSTALLER/CONTRACTOR IS RESPONSIBLE FOR NOTING THE TRANSACTION FOR TRACEABLBY PURPOSES. 3. ELECTRIC POWER MUST BE 110V AC,30A FOR PUMP TO FUNCTION PROPERLY. 3. PLACE THE MARKING DEVICE AGAINST THE CONCRETE SURFACE, MEASURE THE DISTANCE FROM THE DIRECTLY TO JACK G . ANY MOVEMENT OF ANCHORS AND WEDGES ABOUT THE JOB SHOULD BE DONE WITH CARE TO RETAIN MARKING DEVICE TO THE REFERENCE MARK TO THE NEAREST t/B'.AND RECORD ON THE STRESSING (��...,,� THE TRACEABILITY OF BATCHES. 4.CHECK THAT ALL HOSES ARE CONNECTED PROPERLY AND IN TACT. RECORD. JACK GRIMM •, NCERSIE E JACK IETACINILE SCATD6 SIO 8. UPON RECEIPT OF EQUIPMENT,CARE SHOULD BE TAKEN TO ENSURE THAT THE EQUIPMENT IS IUUJAC K START THE PUMP AND RUN THE IN AND OUT SEVERAL TIMES WHILE CHECKING FOR HYDRAULIC 4' ELONGATIONS SHOULD BE MEASURED WITH TENDON TAILS HELD OUT STRAIGHT.TAILS DIP DOWN CALIBRATION; MOE PIECE .to..... PROPERLY TO PREVENT DAMAGE. LEAKS.PROPER EXTENSION AND RETRACTION OF CYUNDERS,AND THAT THE SEATING PLUNGER IS UNDER THEIR OWN WEIGHT. EQUIPMENT SHALL BE CALIBRATED BY SUPPLIER, OR BY AN AUTHORIZED REPRESENTATIVE THEREOF, FUNCTIONING PROPERLY. PRIOR TO DELIVERY TO INSTALLER/CONTRACTOR. ALL EQUIPMENT SHALL BE CALIBRATED EVERY SIX 9.CHECK IMMEDIATELY FOR THE JACK CALIBRATION RECORDS WHICH MAY BE MAILED SEPARATELY OR 5. ELONGATION MEASUREMENTS SHOULD BE RECORDED AS THE TENDONS ARE STRESSED AND NOT AT MONTHS. CALIBRATION CERTIFICATES WILL ARRIVE WITH EQUIPMENT. INSTALLER SHALL INSPECT EQUIPMENT MAY BE WITH THE BILL OF LADING.SUPPLIER'S DOCUMENTS,OR ATTACHED DIRECTLY TO THE UNIT. LOOK 6.CURRENT EQUIPMENT CALIBRATION SHEETS SHOULD BE CHECKED AND PROPER PRESSURES NOTED THE END OF STRESSING A NUMBER OF TENDONS. AND MATCH GAUGE AND RAM WITH CALIBRATION CERTIFICATE BEFORE USE OF EQUIPMENT TO ENSURE ON THE GAUGE AND THE JACK FOR A NUMBER CORRESPONDING TO THAT ON THE CALIBRATION FOR STRESSING. DATE OF LAST CALIBRATION SHOULD NOT EXCEED 6 MONTHS FROM STRESSING DATE. PROPER AND CURRENT CALIBRATION HAS TAKEN PLACE. CONTACT SUPPLIER IMMEDIATELY IF CERTIFICATES RECORDS.JACKS AND GAUGES SHALL BE CALIBRATED BEFORE THEY ARE SHIPPED TO THE JOB. IN THE 6.THE STRESSING RECORD SHOULD SHOW THE FOLLOWING DATA ARE MISSING.CALIBRATIONS HAVE EXPIRED AND/OR IF GAUGE OR RAM NUMBERS DO NOT MATCH THOSE EVENT THERE IS ANY DISCREPANCY,CONTACT THE SUPPLIER IMMEDIATELY FOR RESOLUTION.DO NOT 'STRESSING EQUIPMENT IS THE PROPERTY OF THE SUPPLIER AND SHOULD NOT BE A. NAME OF THE PROJECT,FLOOR, POUR SHOWN ON CERTIFICATES. NOTIFY SUPPUER WITHIN 1-2 WEEKS OF CALIBRATION CERTIFICATE EXPIRATION. WAfT UNTIL THE DAY OF STRESSING TO IDENTIFY A PROBLEM. TAMPERED MATH FOR ANY REASON. EQUIPMENT SHOULD BE REPAIRED BY AUTHORIZED B. NAME OF THE PERSON VERIFYING THE MEASUREMENTS PERSONNEL ONLY. FAILURE TO FOLLOW THIS NOTE COULD RESULT IN CHARGES FOR C.DATE OF STRESSING USE OF EQUIPMENT: 10.STORE STRESSING EQUIPMENT IN A SECURE.CLEAN,DRY PLACE,INSIDE THE BOX PROVIDED BY THE EQUIPMENT REPAIRS 0.SERIAL NUMBER OF JACK(S)USED SUPPLIER,AND ALLOW ACCESS TO THE EQUIPMENT ONLY TO TRAINED.QUAIJFED PERSONNEL. E NAME OF THE JACK OPERATOR INSTALLER SHALL USE THE EQUIPMENT ONLY TO CONDUCT ITS BUSINESS FOR THE SPECIFIC PROJECT COVERED BY THIS AGREEMENT.AT NO TIME SHALL THE EQUIPMENT BE SUBJECTED TO IMPROPERSTRESSING THE TENDONS: F.GAUGE PRESSURE OF THE JACK CARELESS OR NEEDLESSLY ROUGH USAGE,OR TO ANY USAGE OTHER THAN ITS PRIMARY INTENT. FOLLOW THE SUPPLIER'S E T.RULES AND INSTRUCTIONS NS REGARDING THE CARE,USE,AM) R MAINTENANCE INSTALLER AGREES(A)TO USE THE EQUIPMENT IN ACCORDANCE WITH SUPPLIER INSTRUCTIONS AND OF THE EI ISSING GE OF EN STRESSING EQUIPMENT SHALL NOT BE USED FOR ANY OPERATION OTHER o SEE INTERMEDIATE ANCHORAGE PROCEDURES FOR INTERMEDIATE STRESSING. 7.RECORD THE MEASUREMENT AND COMPARE WITH THE CALCULATED ELONGATION. THAN THE STFRtSSING TENDONS.# INDUSTRY STANDARDS AND ONLY FOR THE SPECIFIC UCMKF FOR WHICH THE EQUIPMENT WAS DESIGNATED 1.STRESSING SHOULD BE DONE AS SOON AS POSSIBLE AFTER CONCRETE IS OF PROPER STRENGTH AS AND WITHIN ITS RATED LOAD CAPACITY AND(B)THAT THE EQUIPMENT SHALL BE PROTECTED FROM ALL 8. IF MEASURED ELONGATIONS CONSISTENTLY FALL OUTSIDE OF THE ALLOWABLE DEVIATION,CEASE HAZARDS.CONTRACTOR AGREES NOT TO ALTER OR MODIFY THE EQUIPMENT NOR TO REMOVE OR INSTALLATION INSTRUCTIONS: DETERMINED BY A TESTING LABORATORY. STRESSING OPERATIONS UNTIL THE CAUSE CAN BE DETERMINED. OTHERWISE ALTER ANY NUMBERING.LLI IEHING,COLORING OR INSIGNIA PLACED UPON THE EQUIPMENT. SUPPLIER SHALL BE GIVEN ACCESS TO THE EQUIPMENT AT AL REASONABLE TIMES FOR THE PURPOSE 1.IT IS RECOMMENDED THAT THE INSTALLATION FOREMAN FOR PT HAVE A MINIMUM#5 YEARS 2.A PROPER WORK AREA SHOULD BE CLEARED,OR SAFE SCAFFOLDING ERECTED FOR WORKERS DOING g FORWARD COMPLETED STRESSING RECORD TO THE APPROPRIATE PARTIES. OF INSPECTION THEREOF. EXPERIENCE AND BE LEVEL 2 PT CERTIFIED.THE SUPPLIER WILL NOT ACCEPT RESPONSIBILITY FOR SIIES.>NG. INSTALLATION DONE BY AN OUTSIDE INSTALLER. TENDON FINISHING: OPERATION: 3.IF INSPECTION PERSONNEL ARE REQUIRED TO BE ON SITE DURING STRESSING.THE MEASURING OF 2.TENDONS SHALL BE SHOP FABRICATED WITH PRE-ASSEMBLED FIXED END ANCHORAGES_POCKET ELONGATIONS SHOULD PROCEED CONCURRENTLY WITH STRESSING. PROCEED WITH STRESSING OPERATION INSTALLER ACKNOWLEDGES THAT ALL PERSONS WHO WILL OPERATE.MAINTAIN AND HANDLE THE FORMERS WILL BE USED AT SIIAISSING ENDS TO RECESS THE ANCHOR CASTINGS SO THAT REQUIRED AND TAKE ELONGATION MEASUREMENTS AND COMPARE WITH COMPUTED ELONGATION. IF VARIATIONS 1.CUTTING OF THE TENDON TAILS SHOULD BE DONE AS SOON AS POSSIBLE AFTER STRESSING.BUT EQUIPMENT FOR INSTALLER DURING THE TERM OF THIS AGREEMENT SHALL BE EXPERIENCE(5 YEARS COVER IS ACHIEVED. BETWEEN THE CALCULATED AND ACTUAL ELONGATIONS CONSISTENTLY EXCEED THE ALLOWABLE TOLERANCE,ONLY AFTER THE EON'S APPROVAL. MINIMUM),COMPETENT AND SKILLED WITH RESPECT TO SUCH OPERATION,MAINTENANCE AND HANDLING NOTIFY CONTRACTOR.MR&SUPPLIER.STRESSING SHOULD CEASE UNTIL NOTIFED OTHERWISE. SO AS TO DO SO EFFICIENTLY,SAFELY AND WITHOUT INJURY TO ANY PERSON OR PROPERTY. 3.CARE SHALL L BE TAKEN THAT TENDONS ARE LOCATED AND HELD IN THEIR DESIGNATED POSITIONS AS 2. STRANDS MAY BE CUT BY OXYACETYLENE CUTTING OR HYDRAULIC SHEARS. CARE SHOULD BE TAKEN ONLY EXPERIENCED AND HARRIS APPROVED PERSONNEL ARE ALLOWED TO PERFORM OPERATIONS,SUCH SHOWN ON THE APPROVED INSTALLATION DRAWINGS. U.N.T- BY THE CONSTRUCTION DOCUMENTS OR 4. IMPROPER CARE AND USE OF STRESSING EQUIPMENT MAY RESULT IN PROPERTY DAMAGE AND/OR TO AVOID DAMAGE TO THE WEDGES OR ANCHOR ASSEMBLY DURING CUTTING.THE STRAND LENGTH AS; LIFT-OFF,DE-TENSIONING, UN-STICKING, ETC.EQUIPMENT IS ONLY TO BE USED FOR IT'S INTENDED APPROVED BY THE EON,TOLERANCES FOR THE VERTICAL LOCATION OF THE TENDONS SHALL BE PERSONAL INJURY.ONLY,TRAINED.QUALIFIED PERSONNEL SHOULD BE ALLOWED IN THE IMMEDIATE AREA PROTRUDING BEYOND THE WEDGES AFTER CUTTING SHOULD BE BETWEEN j"AND r LONG. PURPOSES BY A PERSON WHOM HAS GONE THROUGH PROPER TRAINING, NEVER PERFORM AN OPERATION ±1/4"FOR SLABS LESS THAN 8", ±3/8'FOR SLABS 8'-24",AND ±1/2"FOR SLABS MORE THAN 24', OF THE STRESSING EQUIPMENT DURING USE.ALL PERSONNEL SHOULD REMAIN CLEAR OF THE TENDON THAT YOU HAVE NOT BEEN TRAINED TO DO,AND NEVER USE IN A MANNER SUCH AS: PIGGY BACKING BEING STRESSED AT ALL TIMES. NEVER PERMIT ANYONE TO STAND IN THE IMMEDIATE VICINITY OF THE 3. PRIOR TO INSTALLING GROUT,THE POCKET FORMER RECESSES SHOULD BE CLEAN OF ANY DEBRIS SO RAMS,TWO RAMS TO SIMULTANEOUSLY PULL A SINGLE TENDON,ETC. SUPPLIER WARRANTSTHAT THE 4.TENDONS IN BEAMS SWLLL BE GROUPED TO PROVIDE ADEQUATE CLEARANCE TO MILD REINFORCING JACK OR BE112EN THE JACK AND PUMP WHILE STRESSING. THAT A GOOD BOND IS ATTAINED BETWEEN THE CONCRETE AND GROUT. STRESSING EQUIPMENT LEASED TO INSTALLER HEREUNDER IS DESIGNED,MANUFACTURED AND IS CAPABLE AND FACILITATE CONCRETE PLACEMENT. OF BEING OPERATED EFFECTIVELY AND SAFELY SO AS TO COMPLY WITH STANDARD REGULATIONS WITH 5.WHEN STRESSING ABOVE GROUND LEVEL, JACKS AND PUMPS WILL BE SECURED TO A FIXED OBJECT. 4.THE STRESSING POCKETS SHOULD BE FILLED WITH A NON-METALLIC, NON-SHRINK GROUT THAT IS RESPECT TO OCCUPATIONAL SAFETY AND HEALTH SUPPLIER AGREES TO INDEMNIFY AND HOLD OWNER, 5.A MINIMUM OF 2 TENDONS SHALL BE PLACED DIRECTLY OVER SUPPORTING COLUMNS IN EACH APPROVED BY THE PROJECT SPECIFICATION DOCUMENTS,AS SOON AS POSSIBLE AFTER CUTTING OF ARCHITECT. ENGINEER,AND INSTALLER HARMLESS FOR,ANY LOSS THAT MAY BE SUSTAINED ONLY BY DIRECTION. 6. ENSURE THE SEATING PLUNGER IS FULLY RETRACTED. IT SHOULD BE APPROXIMATELY 5/8'BELOW TENDON TAILS BUT NO LONGER THAN 10 DAYS. REASON OF THE SUPPLIER'S FAILURE TO COMPLY WITH SAID LAWS,RULES.REGULATIONS.AND THE END OF THE NOSE PIECE ON MOST JACKS. STANDARDS IN CONNECTION WITH THE DESIGN, MANUFACTURE,AND/OR CONSTRUCTION OF SUCH 6.SMALL DEVIATIONS IN THE HORIZONTAL.SPACING OF SLAB TENDONS IS PERMITTED WHEN REQUIRED TO 5. UNDER NO CIRCUMSTANCES SHOULD THE GROUT USED FOR POCKET FIWNG CONTAIN CHLORIDES OR EQUIPMENT LEASEDSEDHEREUNDER. UNDER. AVOID OPENINGS,INSERTS,DOWELS.ETC.WITH SPECIFIC LOCATION REQUIREMENTS.WHERE TENDON 7.START THE PUMP AND OPEN THE JACK APPROXIMATELY 1". OTHER CHEMICALS KNOWN TO BE DELETERIOUS TO THE PRESTRESSING STEEL LOCATIONS INTERFERE WITH EACH OTHER.ONE TENDON MAY BE MOVED HORIZONTALLY TO AVOID THE RETURN OF EQUIPMENT: INTERFERENCE. 8.OPEN THE JACK GRIPPERS BY PULLING BACK ON THE GRIPPER HANDLE. 6.THE POCKET FORMER RECESSES SHOULD BE INSTALLER AGREES TO RETURN THE EQUIPMENT TO SUPPLIER UNENCUMBERED AND IN THE SAME COMPLETELY FILLED ELIMINATING ALL VOIDS AND l CONDITION AS WHEN RECEIVED BY INSTALLER, EXCEPTING REASONABLE WEAR AND TEAR RESULTING FROM 7.TWISTING OR ENTWINING OF INDIVIDUAL TENDONS WITHIN A GROUP IS NOT PERMITTED. ENTWINING OF 9.POSITION THE JACK ON THE STRAND TO BE STRESSED AND PUSH FORWARD UNTIL THE JACK NOSE FINISHED TO MATCH THE SURROUNDING SLAB EDGE. ATTENTION, NORMAL AND PROPER USE. CONTRACTOR SHALL PAY THE COST OF ANY REPAIRS NECESSARY TO GROUPS WITHIN A BEAM IS NOT PERM!IILU. BEARS ON THE ANCHOR. NEVER ATTEMPT TO ADJUST THE POSITION OF THE JACK, EITHER BY STRIKING RESTORE EQUIPMENT TO SAID CONDITION.THE INSTALLER AGREES TO PROMPTLY RETURN EQUIPMENT TO OR PUSHING,AFTER ANY LOAD HAS BEEN APPLIED. REMOVE THE JACK AND REPOSITION IF NECESSARY. SUPPLIER WITH PREPAID FREIGHT UPON FINAL COMPLETION OR FOR ANY REPAIRS AND/OR EXCHANGES. 8. PROFILES WILL CONFORM TO CONTROL POINTS SHOWN ON DRAWINGS AND WILL HAVE AN THESE NOTES ARE FOR GENERAL PURPOSES ONLY.' APPROXIMATE PARABOLIC DRAPE BETWEEN SUPPORTS U.N.O. LOW POINTS WILL BE AT MIDSPAN U.N.O. 10.PUSH THE JACK GRIPPERS FORWARD TO ENGAGE THE STRAND MAKING SURE THAT: REPAIRS AND OPERATION COSTS: HARPED TENDONS WILL BE STRAIGHT BETWEEN HIGH AND LOW POINTS. A GRIPPERS ARE PARALLEL TO AVOID DAMAGE TO GRIPPERS OR STRAND. REFERENCE STRUCTURAL DRAWINGS FOR JOB SPECIFIC NOTES, REINFORCEMENT,AND DETAILS. INSTALLER AGREES TO INSPECT THE EQUIPMENT UPON TAKING DELIVERY. INSTALLER'S FAILURE TO NOTIFY 9. IF TENDONS MUST BE CURVED HORIZONTALLY TO AVOID OPENINGS OR OBSTRUCTIONS, TENDON B.STRAND IS IN PROPER POSITION WITHIN THE GRIPPERS. SUPPLIER IN WRITING OF ANY DEFICIENCIES IN THE EQUIPMENT WITHIN FIVE(5) DAYS ARIA TAXING GROUPS WILL BE FLARED SO THAT A MINIMUM OF 2'OF SEPARATION IS MAINTAINED BETYNEN EACH DELIVER!CONSTITUTES INSTALLER'S ACKNOWLEDGEMENT THAT THE EQUIPMENT WAS,WHEN DELIVERED,IN TENDON.TENDONS WILL BE FLARED A MAXIMUM OF 1:6. IF TENDONS ARE FLARED MORE THAN 1:12, Ti. PLACE THE 4-WAY PUMP VALVE IN STRESSING POSITION. GOOD,SAFE AND OPERATING CONDITION. INSTALLER SHALL MAINTAIN THE EQUIPMENT IN GOOD,SAFE AND HAIRPINS SHALL BE USED TO TRANSFER THE HORIZONTAL RADIAL FORCE TO THE CONCRETE.REFER TO IR G TNs,*-^,TOE MEW,TO corm 0 ,I mart 1010 Cf. RE I 10M1 OPERATING CONDITION,AND SHALL BEAR ALL COSTS,EXCLUDING NORMAL WEAR AND TEAR, INCURRED IN STRUCTURAL DRAWINGS FOR ADDMONAL REINFORCING REQUIREMENTS. 12.OPERATE THE PUMP BY USE OF THE REMOTE SWITCH. POST-TENSIONING ,n�,T„ ;,OE SUPPUER NOT ME^^„N„TIE 14104110111 a 6 SO DOING;TITLE TO ALL PARTS. MATERIALS AND SUPPLIES FURNISHED FOR THE EQUIPMENT SHALL moi INSTITUTE CE9ff1 AND 1/60,AA6 AL MOM IR xaEvn R 6 TEE R9M1®R1 E TIE 00EER E MOOD TO OEM TilefiREMAIN WITH SUPPLIER. 13.THE GAUGE SHOULD BE FACING THE OPERATOR WHO IS MONITORING THE GAUGE 05110 MOMS OW ID DE 1100 WENT 1 RE TIIS DE�®p ED ST OE ENE OP SEA.CI ON 10.TENDONS WILL BE SUPPORTED ON REINFORCING BARS SPACED AT A MAXIMUM OF$,$_O.C.AND NE 1NERRN 00*10100 wr w II P000 r E N[1E901 E TIE ANEnmt OMSK II SECURED TO THE SUPPORT BAR AT EACH TENDON/SUPPORT BAR INTERSECTION TO ENSURE THE PRESSURE. CERTIFIED PLANT IONNM,01700 oT BRED AS 10 RE REDACT E TIE SIIMILIOV.065E 6 ant De 11E DAMAGE TO OR DESTRUCTION OF EQUIPMENT: CORRECT VERTICAL AND HORIZONTAL LOCATION IS MAINTAINED DURING THE PLACING OF THE CONCRETE, __.._... RE NA' SUE IF THE EQUIPMENT IS DAMAGED OR MADE INOPERABLE IN ANY WAY, INSTALLER SHALL NOTIFY SUPPLIER PROFILE POINTS ARE TO THE CENTER OF GRAVITY OF THE STRAND. HEIGHTS ARE CGS MINUS 3A"FOR 14.START THE PUMP MOTOR AND RUN UNTIL PROPER PRESSURE IS INDICATED ON RE RAIL NOW AM PURPOSE E TINS ORAL 6 AC PIA=Cr NE IOU 10601E0C 0E0 IT 6 SLABS AND CGS MINUSTHE f>KtSSURE GAUGE. ND w BE UafD A A 1516 E mWTMRgi DONOR N:4010 a TER NEE WITHIN FORTY-EIGHT(48) HOURS OF SUCH OCCURRENCE.SPECIFYING THE EXTENT AND NATURE# x FOR BEAMS U.N.O. SUPPORTS SHALL BE INSTALLED TO PREVENT EXCESSIVE MOVEMENT DURING PLACEMENT OF CONCRETE. N Liu 0 RA - E T TMIS DRAWING IS NOT TO 8E SCALED. SUCH DAMAGE. NO REPAIR TO ANY PART OF THE EQUIPMENT SHALL BE UNDERTAKEN WITHOUT SUPPLIER'S WRITTEN CONSENT. 15.SWITCH THE 4-WAY VALVE TO THE RETRACT POSITION. FULLY RETRACT THE JACK_ HARRIS REHAB 11.SUPPORT BARS 14 TYP. U.N.O. SLIDE THE JACK FORWARD TO RELEASE THE JACK GRIPPERS AND REMOVE THE JACKPROJECT FROMTHE TENDON TAIL_ HAMPTON STREET APES REPLACEMENT COSTS: 12.ANCHORAGE DEVICES WILL BE RECESSED A MINIMUM OF 2-. BACKUP BARS WILL BE PLACED BEHIND 16. MEASURE THE ELONGATION. Harris Rebar Central Steel Inc. INSTALLER IS RESPONSIBLE FOR EQUIPMENT SECURITY,CARE AND PREVENTIVE MAINTENANCE.SUPPLIER ALL ANCHORS U.N.O. REFER TO ANCHORAGE DETAILS HEREIN ALONG WITH STRUCTURAL DRAWINGS FOR2301 131ST AVE It LAKE SIRENS WA 98258 WILL BE REIMBURSED BY THE INSTALLER FOR THE COST OF PARTS AND LABOR REQUIRED TO REPAIR REINFORCING REQUIREMENTS. PRONE:425.334.3100 ADDRESS 7007 SW HAMPTON STREET DAMAGES CAUSED TO THE STRESSING UNITS BY NEGLECT OR MISUSE.EXCLUSIVE OF NORMAL WEAR, 17.IF OPERATIONS.SUCH AS; LIFT-OFFS, UN-STICKING,OR DE-TENSIONING IS NECESSARY, SHOULD A SET BE DAMAGED BEYOND REPAIR,THE ESTABLISHED REPLACEMENT COST IS$4,200 FOR 13.ALL BLOCKOUTS OR POCKETS REQUIRED FOR ACCESS TO ANCHORS IN BEAMS OR SLABS WILL BE IT SHALL ONLY BE DONE BY QUALIFIED PERSONNEL USING THE PROPER EQUIPMENT. TIGARD,OREGON 97223 EACH POWER UNIT, $5,500 FOR EACH 0.5'JACK, $350 FOR EACH GAUGE AND$750 FOR EACH GANG ADEQUATELY REINFORCED SO AS NOT TO DECREASE THE STRENGTH OF THE STRUCTURE.ALL BLOCKOUTS CONTACT THE SUPPLIER AND ENGINEER OF RECORD, BOX.COST SUBJECT TO CHANGE WITHOUT NOTICE. AND POCKETS SHOULD BE SEALED IN SUCH A MANNER AS TO EUMINATE WATER LEAKAGE THROUGH OR BEFORE ANY OF THESE ARE TO BE PERFORMED. ENGINEER KPFF INTO THE BLOCKOUT OR POCKET. LOCATION OF ALL BLOCKOUTS OR POCKETS WILL BE APPROVED BY ASSIGNMENT. TRANSFER AND SUBLETTING: THE EOR. INSTALLER SHALL NOT ASSIGN,SUBLET OR OTHERWISE TRANSFER THIS AGREEMENT OR ANY OF THE EN C A P S U LATE DI 503-227-3251 14. PLASTIC OR METAL.CONDUIT MAY BE EMBEDDED IN THE SLAB PROVIDING THAT THEY MEET 1 ' EQUIPMENT COVERED HEREIN TO ANY PARTY.CONTRACTOR MAY,AT ITS SOLE DISCRETION ALLOW THE ®.oE..CE STAKE„ ❑«E„EAw�s T �'J NF §9j CONTRACTOR NUCOR HARRIS REBAR EQUIPMENT TO BE USED BY EMPLOYEES OF AN AUTHORIZED SUBCONTRACTOR EMPLOYED BY THE SPECIFICATIONS AND ARE APPROVED BY THE EOR. WHEREVER THERE IS INTERFERENCE BETWEEN PT AND 0 u.Aecoaxc,xwsw,En 0 „EY,xo,HwwAn \ E;O EMBEDDED ELEMENTS, PT LAYOUT TAKES PRECEDENCE. IF EMBEDDED ELEMENTS HAVE SPECIFIC LOCATION EssRY PE ESTHER DEPPE INSTALLER ONLY ON THE SPECIFIC PROJECT COVERED BY THIS AGREEMENT: HOWEVER,THE PRIME REQUIREMENTS,REFER TO NOTE/9 IN THIS SECTION. ESTHER 503-222-1813 RESPONSIBILITY FOR THE ENFORCEMENT OF THE TERMS OF THIS AGREEMENT WILL REMAIN WITH THE CONTRACTOR. CONTRACTOR SHALL NOT,WITHOUT THE PRIOR WRITTEN CONSENT OF SUPPLIER, REMOVE THE EQUIPMENT FROM THE SPECIFIC PROJECT COVERED BY THIS AGREEMENT,NOR SHALL CONTRACTOR 15. PENETRATIONS SHALL NOT BE PERMITTED IN BEAMS OR DROP CAPS UNLESS SHOWN ON PT '°"> "c.,:: ""'°" DRAWING RELINQUISH POSSESSION, CUSTODY OR CONTROL OF THE EQUIPMENT TO ANYONE OTHER THAN SUPPLIER. DRAWINGS OR TYPICAL DETAILS AND APPROVED BY THE EON. 'b•Taz°'o TITLE GENERAL NOTES&DETAILS E ACCEPTANCE, HANDLING. AND STORAGE OF MATERIALS AND EQUIPMENT: 16, IF JOBSITE CONDITIONS WARRANT,THE LOCATION OF THE FIXED END ANCHORAGE MAY BE REVERSED '_I'_•f� ''IC 1 l4/$33//23 FOR APPROVAL MLS,JAT DETAILER 1291... DRAWING NO. 1. UPON DELIVERY, IT IS THE RESPONSIBILITY OF THE INSTALLER/CONTRACTOR TO PROTECT AND WITH THE LOCATION OF THE STRESSING END ANCHORAGE. (WITH APPROVAL FROM ENGINEER OFRECORD) { 0 e2A1/23 FOR PRELIMINARY REVIEW MLS JAT WPM p GN�O� OVERSEE THAT MATERIALS AND EQUIPMENT MAINTAIN THEIR INTEGRITY. _` derma REV.DATE STATUS DESCRIPTION RIMER REVIEWER M. STEARNS 3841 REVISIONS AND ISSUE RECORD 3" O.C. TO PROVIDE LENGTH OF TwJmnoN CURVE siRAlcxT t2"MIN SEE STRUCTURALSINFO, FOR 7 95' I PROFILE HEIGHTS SHOWN IN BEAMS ON PLAN NOTE; REFER TO STRUCTURAL DRAWINGS FOR SPECIFIC AND ADDITIONAL i JOB SPECIFIC INFO. 2" GAP BETWEEN STRANDS ARE BASED ON DOUBLE STACKED TENDONS AND REQUIREMENTS FOR PENETRATIONS a A—/(�� A ARE MEASURED TO TOP OF BAR U.N.O. A``� w SUPPORT BAR TIED TO STIRRUPS STEEL PIPE IS NOT REQUIRED FOR STEEL PIPE INSERT (SCREW 40) 6 O'C' TIP lel �r „AM' m `J� + _ �� SLAB PENETRATIONS LOCATED OUTSIDE REQUIRED WHEN SLAB �, INF a ��. Imo: OF THE 45' ZONE OF ANCHOR. PENETRATION IS WITHIN 45' ---- •RPINS AS �I�� o '��- ‘��• E /Y� SLAB EDGE BEARING CONE OF ANCHOR. }}} '•\ REQUIRED WEDGES SUPPORT BARS ` -__� w ^ ' m - NI INDIVIDUAL STRANDSiiir E (SEE SUPPORT LACE 2'MIN *�----'2" MIN COMPRISING A BUNDLE :1 ' TUTa PLAN) REFER TO TYP GAP BETWEEN —= \ '� / \ ANCHORAGE '_ ` MAXIMUM OF 6 CABLES OF TENDONS �� SEE STRUCTURALS ANCHORAGE VERTICALLY TENDONS FULL -- - BEAM WIDTH PER BUNDLE, MAINTAIN / �.� o \ FOR REINFORCEMENT DETAILS & TYp IN SLABS pr4I LENGTH OF MINIMUM OF 2"CLEAR •' �? \ WHERE SPLAYS STRUCTURAL FOR CURVE. o BETWEEN BUNDLES. GAP IN STRANDS AT CURVE _ ''.�I/ EXCEED 1:10 ADD'L REINF. > 71N' I BEAM SUPPORT 3z �30 �/ HAIRPIN DETAIL FOR CURVE>1:12 rcE • _^ 214, DAMAGED AREA ,o" a (■M FLARE AT ANCHORAGE I�-I P.T. STRAND (TIE ^- J- t "' SECURELY IN PLACE I w i NOTE: ADDED TENDONS ANCHORS TO BE PLACED SHEATHING PT SHEATHING OR SPLIT TUBING I I HORIZONTALLY IN SLAB NO MATTER DEPTH OF SLAB. \ / �y� STANDARD CHAIR NOTE: PENETRATIONS FARTHER THAN 1.5 x D OR W STAGGER DEAD END ANCHORS 3_MN WITH #4 SUPPORT PENETRATIONS WITH BUT NOT LESS THAN 18" FROM ANCHOR DO PER STRUM D� ENCAPSULATED SYSTEM BAR & PLASTIC OR DIMENSIONS GREATER THAN NOT REQUIRE STEEL PIPE INSERT. PLASTIC COATED 12"REQUIRE TRIM BARS SUPPORT BARS SEE DAMAGED AREA GTI ZERO VOID ANCHORAGE FEET FEET SLAB PENETRATION(S)AT ANCHORAGE ZONE PLAN FOR �,= SHEATHING PT REPAIR TAPE SPIRAL WRAP &OVERLAPPING 3 TYP 4"OC BTWN GROUPS SEE PLAN FOR SIZE _= ! y / \ "L" i IT{ill I8 101 Ici im BANDED Iiil ml 7 Ci�0; Q- TYPICAL SUPPORT ANDEE 6'U(A) 2 - 4 MIN U-BARS ", t � .�? a I 1 3-u[J BLYOND _ 1' (OR EQUAL)ABOVE AND ,F ryB) ADDED STRANDS REPAIR SHEATHING/ Ici f61 161 FBI ID Dl gel ID lB ei lei e, Q- BELOW EACH ROW OF ' o �c. c to o c� ARE GROUPED T66 .� SPOT TUBING 6' TENDONS A) WITH CONTINUOUS (:), �3.00 TYP AS SHOWN ON PUN tC (B) /4 MIN U-BARS = Z : = , c c v.. GC TO COORDINATE WITH REBARSTRANDS \.:• DISTRIBUTED P.T. STRAND (TIE (OR EQUAL) BETWEEN of IRi II, C n 7; Q. SECURELY IN PLACE EACH TENDON, AND AT - - -' L. SUPPUER FOR ADDITIONAL AL • HAIRPINS REQUIRED AT BEAMS OVERLAPPING EACH END SPLIT TUBING co I,HE a e - id Q. a SLAB SHEATHING BOLSTER SEE TENDON LAYOUT FOR DMENSIONS #4 SUPPORT HORIZONTAL SPACING OF ANCHORAGES MAY VARY - ----_---- I TAPING ALONE CAN BE USED IN PLACE OF THE ABOVE METHOD, IF SLIGHTLY FROM "TYP"SHOWN ABOVE, DUE TO - TIE TO TYP TSB THE TAPE MATERIAL USED CAN ENSURE A WATERTIGHT TENDON AND CONFLICTS WITH REINFORCING STEEL AND/OR BOTTOM MAT HORIZONTAL SPACING OF ANCHORAGES MAY VARY SLIGHTLY FROM "TYP" SHOWN ABOVE. DUE TO _ _ �., NO SIGNIFICANT PORTION OF THE ORIGINAL SHEATHING IS MISSING. PENETRATIONS. CONSULT WITH SUPPUER AND/OR -=HEIGHT OR SUPPORT CONFLICTS WITH REINFORCING STEEL AND/OR PENETRATIONS. CONSULT WITH SUPPLIER AND/OR A. (PRACTICAL JUDGEMENT SHOULD BE APPUED TO THE TERM WITH SLAB ENGINEER OF RECORD FOR APPROVAL. SEE PLAN FOR SIZE ENGINEER OF RECORD FOR APPROVAL SIGNIFICANT"). THIS METHOD HAS BEEN TESTED TO REPAIR A Y. X REINF AT SLAB EDGE PER STRUCTURAL BOLSTERS NOTE: THIS DETAIL APPLIES WHERE INSUFFICIENT ANCHORAGE ZONE REINFORCING IS PRESENT. UPPORT BAR AND CHAIR 2"SLOT, SPIRALLY WRAPPED OF 2 LAYERS EXTENDING A MINIMUM TYPICAL FOR A CANTILEVERED BEAM AND/OR WHERE NO COLUMN VERTS OR TIES ARE PRESENT. PER PLANS OF 3"BEYOND EACH SIDE OF DAMAGED AREA.ALWAYS CONSULT SLAB EDGE LAYOUT>7 IN. WITH ENGINEER FOR APPROVED REPAIR METHODS. BANDED SLAB BOLSTER STANDEE BEAM ANCHOR REINF. ADDED TENDONS REPAIR OF DAMAGED SHEATHING 6.0C TYP. 7.00 BTYIN GROUPS Q P.T. STRAND (TIE �VCUY.'tiON ENSURE MIN. SECURELY IN PLACE 1 rn T?- qT G CONCRETE NOTE: AS SHOWN ON PLAN - ' E I r= 0C 1"CLEARANCE DISTRIBUTED a z ¢ rU'N0,) AT PINCHe. m' EQ. -' -I I R.I < I I POINTS EXTREME CARE SHOULD BE TAKEN TO ENSURE g EQ PROPER CONCRETE PLACEMENT, TO AVOID - 6bC IYP. STANDARD CHAIR COLD JOINT AT/NEAR ANCHORAGES AND WITH $ SUPPORT CONSOLIDATION IN ANCHORAGE ZONES AS • BAR& PLASTIC OR TYPICAL AT BEAMS. START FLARE FROM THE 3R0 SUPPORT VOIDS CAN BE EXTREMELY DANGEROUS TO HORIZONTAL SPACING OF ANCHORAGES MAY VARY __L_ PLASTIC COATED (OR AS REQUIRED) TO ACHIEVE SMOOTH TRANSITION,AND PERSONNEL AND PROPERTY. SLIGHTLY FROM "TYP"SHOWN ABOVE. DUE TO FEET AVOID REVERSE CURVATURE .. CONFLICTS WITH REINFORCING STEEL AND/OR "H"=HEIGHT PENETRATIONS. CONSULT WITH SUPPLIER AND/OR SEE PLAN FOR SIZE CROSS"TENDONS FROM OPPOSITE \ ENGINEER OF RECORD FOR APPROVAL. SIDES WHEN COMING INTO SLAB NOTE: REINF AT SLAB EDGE PER STRUCTURAL TYPICAL CENTER WIDE SHALLOW FROM BEAM - ATTENTION: SLAB EDGE LAYOUT<7 IN. SUPPORT FLARE AT BEAMS TRANSITION FROM BEAM TO SLAB HDPE TAPE, SUPPORT BAR 3-MIN. T"IA INN. net CHAIRS Sc #4 REBAR THESE NOTES ARE FOR GENERAL SLAB>7IN. - SUPPORT BARS SHALL BE PURPOSES ONLY. PROVIDED BY OTHERS. • REFERENCE STRUCTURAL DRAWINGS DISTRIBUTED BANDED DISTRIBUTED., BEAM VARIES T VARIES ANCHO SLAB EDGE FOR JOB SPECIFIC NOTES, STRAIGHT PROFILE TENDONS \ REINF. REINF. \ TENDONS STRAIGHT PROFILE INTERNAL CORNER EXTERNAL CORNER `•_, •.,,..._. ._,_..... --• ..., REINFORCEMENT, AND DETAILS. '• \` SLAB <7w. f LEGEND .. SUPPORT BAR BY BANDED DISTRIBUTED •OTHERS 2'-0" MAX. TENDONS TENDONS SUPPORT BAR BY I I5• • 5" ANCHO SLAB EDGE ' BETWEEN CHAIRS REINFORCING BARS PER TRAND OTHERS. MAX CHAIR INTERNAL CORNER EXTERNAL CORNER y ONE STR66D STRUCTURAL DRAWINGS. SPACING PER REINFORCING BARS PER B TMq sPouos BKDLED ■ A OM mrrs Not ae0�to mbar OM lE satyr ma maven w mew SO SISCROIL 3"O.C. MIN. STRUCTURAL #8 SUPPORT BAR STRUCTURAL DRAWINGS. NOTE• THREE S1RNW5 BUNDLE) POST•TENSIONING ,OAT'OE e 10 Nor ORE TR E a DRAWINGS. AS REQUIRED. /4 SUPPORT BAR AS "X"=12"MIN. 0 BANDED U.N.O. ON STRUCTURALS FOUR STRANDS BOWLED 1' ' INSTITUTE Ems""10��u wr RR/106*ORO.M it 6 RE ESN6EItt E R UT SE E REQUIRED. REmM To OEE tEw ROM ea x6 MN FUMES R SEE a xu a nca SOP 'X"=8lAIN. 0 DISTRIBUTED U.N.O. ON STRUCTURALS FINE STRANDS BUNDLED , MUM POMO LEY E RE WOOER Q ME FORMS IMMO If ME DOWER OF EMO a ALL REBAR BY OTHERS ALL REBAR BY OTHERS R ST UOUPS MOO AO NOT A R PZIERREY rc R wow E R MOMOc E9611.ID CERTIFIED PLANT rr.MESSED DR OED 06 10 ME+EO0C0 OF OESTME11110 EmSCE IF MIME 6 SCE S. INTERIOR COLUMNS PT PLACEMENT WIDE SHALLOW BEAMS CLEARANCE TO CORNERS • OF MS 6D SEVEN SI RS RAN R RILL MM ttA 60 OF D6 PROM 6 R N,NRE.Q R POSE MOM LEY.R 6 I ��- 4' 10 A E WED 16 A 100 OF ONMNtlPat SEWN Rl Men MROER k 9B-m®6IE W THE. STRESSING END r%1 L.�C C!R'° THIS DRAWING IS NOT 10 NE SCALED. { srRArDinDtlUm HARRIS REBAR PROJECT �,) „�„E STRESS Harris RebaT Central Steel Inc. HAMPTON STREET APTS I'1REN IR R1RF66 2301 131ST AVE 146 LIKE STEVENS WA 98258 S ! 0 PHONE:425,334.3100 ADDRESS 7007 SW HAMPTON STREET TIGARD,OREGON 97223 ENGINEER KPFF ENCAPSULATED) 503-22' 325' \ 1 BONE 'li CONTRACTOR NUCOR HARRIS REBAR D MOE.�EPTo.51.RE» ❑REVISE AHDRESis.. 4wNO?PE'9 0I ESTHER DEPPE ❑..�CORRECTINSRR R ❑lit hE6 HOT REQUIRED 503-222-1813 DRAWING a GENERAL NOTES&DETAILS ((O13ff2 FOR APPROVAL PALS JAT. aw a zoe TITLE RF, 0 1 4/81/23 FOR PRELIMINARY REVIEW PALS JAT EXPRES S-00 DETAILER 1291... DRAWING NO. u. REV,DATE STATUS DESCRIPTION REVISIONS AND ISSUE RECORD DEMUR REITEMPM. STEARNS 3841 GN-02 ' I� STRAND SUPPORT DETAIL/TENDON NOTTS1 1. SEE GENERAL NOTES AND DEEMS. 2. BIDED TENDONS 81OG TYR.UND. 3. SB=SLAB BOLSTER,SEE DETAIL ON GN-02 4. %HERE NO DIE IS MEN DO NOT EXCEED 48'SPCC OPT%EEN SUPPORT BARS. 5. SEE SUPPORT MEALS ON Od-02 U.N.O =CHAIR HEIGHT FROM BOTTOM OF THICKEIRD SLAB. 44=CGS 1f1GRT FROM TOP OF SLAB =HENiRT MEASURED FROM BOTTOM OF BEAM TO TOP OF BAR.SEE MAY SUPPORT FETAL ON GN-02 FOR DMENSIONS. 6. TENDONS TO BE PLACED 6'(ION.)AWAY FROM ALL 1 T T T T 6� 11 2 T T T 6� YY a antics N sue{u.Eo.} 7. ALL ADDED TENDONS SHALL TERMINATE 1/4 SPAN PAST 1 r 1 I r- COLOMN LIE.U.NA s� 8. WERE TENDONS EXCEED MAXIMA CURVE.HAIRPINS MUST g - �r r-r)f• �' I - BE PLACED ON EVERT BINDLE.12'0.C.MAX FOR ENTIRE s—a-- s ins=s—�:� __,14 _ _ __� , WS _ _ 'iF` RAMS OF CURVE % 1 1�MM�.fM71 7:.,._:_-,1 �r 1 za . 9. Y.D. =1MB-DEPTH SEAR D �b 3 ❑ 10 U.N.O.=UNLESS NOTED 011860 ISE 6 e Y-11 yr V e Y z 3/ ` I'_.a 3-2,H• ,1 6 e ra 1/r 11. PLACE ALL ANCADOS AT 1W-DEPTH AT 9.}B EDGE F 3 ,4 _1M 1# - 12. aONGATDIM TOLERANCE 37% sd 46 10 FRCS CARROT GUARANTEE 11E REQUIRED EFFECTIVE 4x i ........1_ q r,Dll- FORCE CAN BE ACHIEVED■IHN 7%FOR TENDONS LESS OC a rras- ^ me .. ss • C THAN 25 FEET ■LENGTH. ELONGATE TENDON 70 ] r.-_,-.J4 "1 py -_um Wan GAUGE PRESSURE AND RECORD ELONGATION. -s�-- —i' 9 - ELONGATIONS VIM 1/4 M73 ARE EXPIABLE. 1 _ I •_ " Ill s 2e5-4 ,�, zN I —zB � zx D n ? S Ste -�S �_� �// S t ,-3- �0 N 3k . E a �{ yp�55 S S S y % .•rz11r 4•r-z1/r Izes.�. Ti. 91 O 214 —1- 1 ■ E 2e .•3-4 1/rI _ az /ss 56 �� 1 . >F ; 1 1 . 1 1 E t e r-1 1/4• 1 ..2-10. 4 4•r-1 1/4• 3 e 2*-13/r1 8•3-2 1/4• -4•Y-10' 1 4 i Y-)t7r 5 .5 IL '.. ■ ■ ■ ■ 0P_•r ■ • M ■ `r�'2 �- -n-s-- - - - �l -1.y 1' _ l 1 1 al ml `{ I T o 1..., ti 10� I: a Emil•- --- 4 `4 : - Oter-TEAL' cer-le 4es-z 11r 3er-z 3/ c.ra Yr I sera l/r 14era 3/r i � ." '-tlFlir 12a 4• n m. %..% /P1 •� ,ta N I D 1 ,4 8 6 TENDON CALLOUT LEGEND D II 8 11 w ANCH CONFTG LEVQ )W1 18 27 Y2J TENID 802 29 53 4 B03 21 53 4 FOUR ■oMANnTY B04 7 53 4 9 66 SDOU 18 43 32/8 10 SWAM MO® u m 10 51 37/8 11E0 1E5 10 NAM 807 19 49 36/8 ❑�.»E ca c, .00 ❑.� D�„ ��. *Rf.yr MOT u w Oum Mi AIMS MUD WE SOTS WO BOB 14 49 36/8 B09 7 64 4 7/8 4SWAM Do 5RT10 810 7 83 47/8 S same come 001 12 79 61/8 ..wm.o-wa...w..- "•"•"° 002ulling Engineers 1B 43 3 2t8 P 5 m11185 SeESS AT G D02A 10 76 5718 kpff ��r 04/1012023 coy. ^"▪ o D03 55 77 5 7/8 004 8 64 4 7/8 al .6SE O =110E 66.TO mrnaw 1Du M 3118611.161.....wu4D 10 0066. A I POST-TENSIONING � .^ram) INSTITUTE .lee=MS tumsm FM WORM.ITS DE 1E70150161 a DE 00W8 S9E110 0DOE WHIT M01n/S 001 F1YFL01 aE S9E O SEX 01111VE SW 00101B0e6 ov 1011E 1PM0F0 6 110 11.OF E WW1 W n 11E 00W 1 MEW 01 TOTALS1 Of 561013014.10111105 MO 0110 FIE w EOW OF 11E OE9610 10 manna 89 MI 10 CERTIFIED PLANT ;01010 �aw80210+E,�wiv av OE vxcnwri ma srrt er MIME or Alf 9cE mr. °.'rxz LE 261 ,14 NIL OW 00 PATOZE 8 n0:0W IS THE WOO Or 111E POA 300050 OLT.D 6 D.E. 251 ■�i NOT TO NOSED IS A TENS Or 1022610D 6010 NOW T ONOWT SA eE OEe TENDONS 251 ■ U C cs■^'■.�et; STD- M Q0600C TINS DRAWING IS NOT TO BE SCALED. LNNE AL FT. 14,440 MARRIS REBAR ''PROJECT ' HAMPTON STREET APTS e,.alwn04+311 MOWS 11 ARE Harris Rebar Central Steel Inc. ELONGATION OFSTH 15Ep1Si THE PROPERTY 230E 1315T NE INCE2&3 51EVEM ON 982`iB 7007 SW HAMPTON STREET O5ltawrovAm PROW 425334.3100 ADDRESS 1 0" S LA B I TIGARD,OREGON 97223 ENGINEER KPFF ENCAPSULATED .E 503-227-3251 Crah1F 1,4% CONTRACTOR NUCOR HARRIS REBAR 4.06607 PE 't. ESTHER DEPPE e 503-222-1813 LEVEL P2 - POUR 1 - BANDED PLAN f1 ,.. ° DRAWING LEVEL P2-POUR 1TITLE BANDED PLAN SCALE: 3/32" = 1'-0D 1_e2 /j223 FOR APPROVAL 0 /23 FOR PRELIMINARY REVIEW MLSMLS JATJAT ate• ,ens DETAINER 1291... DRAWING NO. �.� TE9,wtE STATUS DESCRIPTION DEEMER MEER. M. STEARNS 3841 PT-01 REVISIONS AM ISSUE RECORD ii r-- ' I STRAND SUPPORT DETAIL/TENDON NOTES I. SEE GEMERAL NOTES AND DETAILS, 2. BANDED TENDONS 8'O.C.TAP.D.N.D. 3. SB=SUB BOLSTER,SEE DETAIL ON GN-02 4. WHERE NO DM.IS GWEN DO NOT EXCEED 48-SPCG EINEEN SUPPORT BARS �� 5. SEE SUPPORT DETAILS ON GN-02 U.N.0 1 T T 1 4 1 V ® T =CHAIR HEIUIT FROM BOTTOM OF THICKENED SLAB. \\�� 4)' '`.� a=CGS FEIGHT FROM TOP 6 SLAB I OF BAR.SEE SIRPORT DEEM.ON CN MEASURED FROM BOTTOM Of�02 FOR TO TOP DBIENSICWS 6. TENDONS TO R PLACED 6'(MIN.)AWAY FROM AIL OPENINGS H SLAB(U.N.D.). 7. ALL ADDED TENDONS SHALL TERMINATE 1/4 SPAN PAST 03 & WHERE TENDONS EXCEED MAXIMUM CURSE HAIRPINS MUST BE PLACED ON EVERY BUNDLE.12'O.C.MAX FOR ENURE s 1 s s ." s s 2 m/^ .• i 3 = § sir— . - 6 i s,,1 RADIUS OF CURVE 40,,,,{�{�5gg = R.^^ice` _=-� ___-i®_==_ —_ -= -CCj__ s _ y s s s s��-; Q U.N.O.=UNLESS NOTED OTHERWISE A -ps M-I. 6•2-3yr--I 4.s-r •I T.r-r •.az u' I6 D•3' ��M �.P.I•E'. � `�1.. 7 <:.N 11. PLACE All ANCHORS AT IW-DEPTH AT SLAB EDGE ci -6 1/2- %,:� A 12. ELONGATION TOLERANCE±77 air-u�r .. 13. FRCS CANNOT GUARANTEE THE REQUIRED EFFECTIVE 6.s-I I FORCE CAN BE ACHEVED 805*1 7%FOR TENDONS LESSI. s s s s S %/j� THAN 25 FEET IN LENGTH. ELONGATE TENDON TO s "' a F SPECIFIED GAUGE PRESSURE AND RECORD ELONGATION. • .. 6 ELONGATIONS W17HN 1/4 ARCH ARE ACCEPTABLE. ter-sr j 6 i s-M VC I 4.S-M 1N• Pir-00E zit-10-I M i s-s 4 —.\\\ ®; z i a w �'� ' E E E . s s / BOi 13 52 4 �>!a, U-, B02 3D 53 4 ai self C ��-wr1 _ 803 52 4 s�f;�® °, B04 8 42 31/8 C14•Ys 1K 4.s-9- s'�, I. 4•i sa- 6••r-11 3/4- I (p 1 B135 15 54 41A1 s s ., `J B06 16 51 3 718 4.1.— _ ais-z 1f s/� B07 3 64 4718 \. `\ 3 = 6 C A e o� �,"/ 3 28 2118 �y y `� `} ®`} r `{ ] `� `} �'I F� ii B09 13 103 101 77I8 4144' #1 1 1 , : � s ;1 I I I (" t '4 1 +I i 1 1 + II Y� �E ' a 611 73 104 81/8 S s s I a i s-6 VC I a i sue- z i s-6 3)4- 832 15 108 82/8 " z i sx i s-z 1/r I r` J o \. - ; B13 10 110 8318 I; B14 10 69 52A8 �' 6.r-Ir \� x ' 615 20 108 8218 •{'i -; • ' � x s s /'s o B36 12 68 5218 b :4ir-01 -- =�,==ii.-,ffi—= � 4.I - g 617 5 76 6 ''.••••=-� =; B36 28 77 6 ,0is-38'Y 1i 2�miK 4iS-0I/4• 4iS-I3/4' 6iS-16 < \I• �. I 1 :_ 8i9 9 40 3 I3r-aa- 111"'."" 1 I a•s-0 111 I I _._ --_ 3== _ _ =\ TOTALS i • s s s s s s - _ y CO .,.aaa L.E. 315 sir-1 1 1- _ 4 i S x 1 r a I s3 1 ``� �irf ANTI I ,/ 0.� 2K..r-0r- r '. :mi�:W�W—l�e t©r'.fi�t cl�., . �� i'�IIiW( 1traADFa 270 20r-014. a Li MEAL Ft 20,537 ON STAMPED AL A""� TENDON CALLOUT LEGEND ON s s s s s _ ELmlruna6urlalAwcEDEronE PROPERTY E OFSTEMPPpYR® ANCH CONFIG LEVEL is-01 4ir-0 swims TENID . _C_,_ - - . _ = - POUR 'QUANTITY W— _Z MEIs•••■IIIIS•<IINN■EN1111 SIRE SM1R 6.2-11F I, 4i S-61/4 -----CIS-n`----1;4i 2.-6 4.4; r5- TUI 7 SSTEMS , :)1iltied II '-' 0 1, M T ❑ FOR SMARM BUNDLED RE SRN.BUNDLED 4110. '.. a i 5-11 IN +I 4 i s-F off ' e S saw came ..,s..,n a-•w�. -.- COMERS SCFSS AT tl kplf , ,PFF °ultrng�' '° I:. POST-TENSIONING vestOM=ME WOWED w canal.M RE PRODDED TO MOW SERA WG A 76'FBN NIPAR{SERER)1R E11bTW'h TM r c OF RE POST 1E'Grn : (EMI D iE S oll UTf IAK PART.11E PINE RE1gH 8 MOEU 00.0 SMUCRAA. W>_ INSTITUTE °��' ''u EBtltt�^ n 6 M 1ESPa6elm K TM 10(0 IOF U MORO N 06DE REI 01.It REM WE DFR�110015.RE SNP OR SEAL IF RESE SOP .NMlo PERMS WV 10 DE IRONER OF DE FORCES OWED IDf DO ERR R OF a RECORD DE SIROCRIDE DM•SS! AR ION ID READEDURCY OF DE DESEN Er RE SMA.T411 DEW/NO CERTIFIED PLANT it SLIP 1)0 500.1A WEED AS W RE ADDUCT Cf lit SI1ETIw oESN 661E Ft N NE OF M SSN STRAP. DE FUL a1Rln WO RMU%OF DAS OW IG 6 DE HAM OF NE POSE IPPONR OtT.R 6 �y PIE 10 6E USED AS A MOM Of COLIA IATED 6E16FEI1 RE 10*151 OR 41f10R0 ■ 7 IV C CI Ri OR ORBS 0RAWR1G IS NOT TO BE SCALED. HARRIS REBAR PROJECT HAMPTON STREET APTS Harris Rebar Central Steel Inc 2301 13157 AVE NE ME STEVENS VA9n58 POE 425,334.3100 ADDRESS 7007 SW HAMPTON STREET 2„ SLAB' TIGARD,OREGON 97223 ENGINEER KPFF ENCAPSULATED' .. 503-227-3251 ,�laalNE0io CONTRACTOR NUCOR HARRIS REBAR 0660' s ESTHER DEPPE 503-222-1813 LEVEL 2 - POUR 1 - BANDED PLAN 4,,,2.72,1 DRAWING LEVEL 2-POUR 1TITLE BANDED PLAN SCALE: 3/32` - 1'_r" 1 l4/jBB33/j23 FOR APPROVAL MLS JAT DETAILER 291... DRAWING NO. 0 62131/23 FOR PRELIMINARY REVIEW MLS JAT °� i REV.DATE STATUS DESCRIPTION 060*81R REVIEWER M. STEARNS 38`1'1 PT-02 REVISIONS AND ISSUE RECORD STRAND SUPPORT DETAIL/TENDON NOTES 1. SEE GENERAL NOTES ANT DETAILS 2. BAITED MOONS 8"O.C.TYP.U.N.O. 3. SB=SLAB BOLSTER,SEE DETAIL DN 54-02 4. MNERE N0 OM.IS GIVEN DO NOT EXCEED 48'SPCG BETWEEN SUPPORT BARS S SEE SUPPORT DETAILS CA CN-02 U.N.O 1 T T T 5 O 7 =CHAIR WONT FROM BOTTOM OF DNO(EIED SLAB. 44=as lOGLIT FROM TOP OF SLAB =HBGHT IMMURED FROM BOTTOM OF BEAN TO TCP OF BAR.SEE BEAM S FPORT DETAIL ON 54-02 FOR ONIENSONS. 6. TENDONS TOO PLACED 6"(MIN.)AWAY FROM ALL �1 �1Ra 6 1 1 1 1: 1 1' 1 1 ■ 1 OPENINGS N SLAB(LIMO.). 1 1 1 1 1 �10 b b �tO�O 15 b 7. ALL ADDED TI)TCNS SHALL TERMINATE 1/4 SPAN PAST am. .i., _ 1_ it.s-a, / ! , GOU1f4 LTNE.U.N.O a WERE TENDONS EXCEED MAXIMUM CURVE,HARPNS WISE — — — :== mi �ii 9c ':. EL PLACED ON &MtIME.tz o.c MAX FOR I?1TNE =t 1---- ;' 1_ =7 — -T—� 30 ` T i 9. M.D.o =ITT AM-DEPTH SLAB { 4R `__ a,.. 1. U.N.O.=MISS NOTED OtTEt2EPT 'It,- . S=� s ) 11. PLACE All moms AT IC-DEPTH AT SLAB EDGE �ii.,�w, • I • �3- 12 ¢O7GATION TOLERANCE 47X. j!I='rm • •• ( I 13. FRCS CAMLOT GUARANTEE THE REOMIED EFFECTIVE 0-6- i •_5_ . a - ( ---69 FO U CAN B AOEVED WITHIN 7%FOR TIITOIS LESS _2M e • `_L,y THAN 25 FEET N LENGTH. ELONGATE TENDON 7D • ,.,, a SPECIFIED GAUGE PRESSURE ANTRUM)ELONGATION. 7g lb.47.e. _10 . 2 4 E 8: !I 11 6¢ ELONGATIONS■THN 1/4 NCH ARE ACCEPTABLE. T 26 Ea a y■ W zW _ 1 _ :� / fin as e 7 OD1� 15 46 3UI r za �_ _ DO2 NOT USED n . e 3 _a,9 . mil = ; MB ' —z Doi I 82 I Eva R "� '' s h ._Ltws ,ems 004 NOT USED q 3 e • , . a i I ..,, O DOS 60 125 998 -I • 0136 5 118 9 218 DO7 5 109 8448 -� F� `? I 1 I n ODa 10 88 52/8 __1 nar - 009 10 NOB 848 -VI'.-L-----------4-4' . / ACES ,1�_ �: MS • 1 1106 DIO 15 118 92RfH1 5 32 2318 _g_ a .. 7 D12 8 76 57/8 .,. a ��' _ D15 10 3/ 2401 A •.----1., 6 ay — - D14 11 26 1718 a - e _25 m 6 „CAS e 0 4 zs 2 3 -'.'1ffi [___. '7 ' ._. N TOTALS _.4.... • y ,Z- �. a .-tu.. LE 279 1-9 IA m m 6 D.E 199 3a ''� . e ��!e a TENDONS 239--r. -.z 1 - A` 31. • qc F —I in=A C° LINEAL FT. 20,35 9R - e ' L.: -.. O ELOGATO50N STAMPED D RA WIx5$RE THEORErCAL_ -... ,� d .1X AREl-OCps MAY CHANGE DUE TOTHE PROPER TY2-M$' � �wt . , !":, „C,6 ___,.TMall, Or STEEL OM � —1A AL 7N _I- 4 1 _19 XL vaL 318 —5_ 4 s-61-ffi' m 1� '—'— I. z' y TENDON CALLOUT LEGEND : , ,W. F 41 a m EO ARCH CONFTG IEIPL : .c%.1.• _ �E • 2 r.r-.-�� 6 POUR i{ AN1iTr -,UUS *cm a _jLar MCI STAMP _6_ .'TENS _ _ _ -_j__ _2_ . '�it.^ TAD STRANDS WW2 _,;,___Ll g ' .7-a 71' I ) - ®x or r. x ❑uhsE s THREE STRAWS N118gFD I • •, � >F_ I a_ �' ■ CI"..=°,,,Ec..axsw,E ❑x`,..,....�..0 ENR STRANDSCAMS BARED — PAC S61NO5&iltlfID 9 ; o VC _ _ wMwe' l SIMMS AC:01C(AD-OLtD S- 1 - • -: :^°-a:*Ra.a 5RA1OQNiWEO �M a • aw"._p;aww mPa' u.a..n t COMM S11aSS AT Cd 0 er wuu�n ° n e urDNm 0rz029 (i AEA MOM.RlE TO CONFORM OR AE SIstIstL OMEN PROMO TO 0001 ■ y POST-TENSIONING 2'222-,as , :1E INSTITUTE atal NO 660as RC MOT FOR oOFSND.n 6 THE REWO169m OF RC MUM a MOM 10 DM VW 0E901 NW Na 0 MUM ME SNP it SEAL DN 1,ESE AN ONNILS RIMS CM 10 RE 1NNHER Of THE FOXES MASTED IN DE OCHER Of RECORD ON 111E UNCURL MUMS NO NNW 111E NEWT OF DE OEM Of lit 511001 L MCA.1O CERTIFIED PLANT WNIm,OEaE546 it MED AS TO THE.aECUCY OF DE STRUC1s1 DES9,IS MCC 64 050 OF tar SOOT SRNP. __...... THE MI Non MS COMM it R6 ORMITC 6 AC RAMO OF RE RUT 10001€tlm.IT 6 I as 70 RE USED AS A ftr16 it W RRAIIMM SEWER DE ANHtC4 OR MP OMR IN U C 0 Re 3402121P6NR OR WICTIM5 DR,I■T IS NOT TO B SCALED. HARRIS REBAR PROJECT HAMPTON STREET APTS Farris Reber Central Steel Inc 2301 131ST AYE NE ME SIE14i$rY 98258 ROIL.4253343100 ADDRESS 7007 SW HAMPTON STREET 1 2 S LA B TIGARD,OREGON 97223 1 ENGINEER KPFF ENCAPSULATED' �vn' , 503-227-3251 � ' CONTRACTOR NUCOR HARRIS REBAR ESTHER DEPPE 503-222-1813 l�11 DRAWING LEVEL 2-POUR 1 LEVEL 2 - POUR 1 - DISTRIBUTED PLAN ` ,t1FR'L TITLE DISTRIBUTED PLAN SCALE: 3/32a = �'—fix `Q/ 1 04JJ03//23 FOR APPROVAL MLS JAT a DEIAILER 1291... DRAWING NO. 0 02/01/23 FOR PRELIMINARY REVIEW MLS JAT PT—�3 I REV DATE STATUS DESCRIPTION DENIER RENEIIER M. STEARNS REVISIONS AND ISSUE RECORD 3841 Bue 2c722— Coo c'15 OFFICE ADO 7 St il H<1Nt P-rD N ST N UC QR'® O COPY Harris Rebar Central Steel Inc. 2301 131 sf Avenue Northeast H A R R I S R E B g R Lake Stevens, WA 98258 DATE: 4/3/2023 TO: Esther Deppe NUCOR Harris Rebar FROM: Mike Stearns Harris Rebar Central Steel Inc EOR: KPFF 2301 131st Avenue Northeast Lake Stevens, WA 98258 PROJECT: HAMPTON ST APTS Phone:425.334.3100 NO.: 12913841 Fax:425.334.3003 mstearns@a harrisrebar.corn RE: FRICTION LOSS CALCULATIONS HEGEWED 5 ?r^?3 These calculations were prepared to show PT stress STAMP losses and elongations with tendon profiles provided on structural design drawings. ENGINEER OF RECORD TO REVIEW ADAPT INPUT PARAMETERS SECTIONS AND ALL FINAL TENDON STRESSES. Harris Rebar Central Steel did not take part in the preparation or review of said s�Fl P U/qq< structural design and Harris Rebar Central Steel r4-6-4vs D ROFF�disclaims all liability for afore said. The stamp or sealSoN�E'4��y on these calculations, pertains only to the method �v and assumptions used in these calculations and not to the adequacy of the structural design. NO :141 404"," WARRANTY, EXPRESSED OR IMPLIED, as to the re" ON adequacy of the structural design is made by virtue of any such stamp or seal. �► 12.2°� U('K� EXPIiE$: 12-31-23 NI NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT —'—' ❑ MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents.Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specifications.Review of a specific item shall not include review of an assembly of which the item is a component.The Contractor is responsible for:dimensions to be confirmed and correlated at the jobsite;information that pertains solely to the fabrication processes or to the means,methods,techniques,sequences and procedures of construction;coordination of the Work with that of all other trades and performing all Work in a safe and satisfactory manner. KPFF Consulting Engineers `i Date 04/18/2023 By devons 10 INPUT PARAMETERS : Coefficient of angular friction (meu) Coefficient of wobble friction (K) 0.07000 /radian INI LJI Ultimate strength of strand 0.00140 ksj II::::::::: II:::::::11 ii Ratio of jacking stress to strand's ultimate strength 270..00 80 ksi Anchor set Cross-sectional area of strand 0.25 inch Total Number of Strands 0.153 inch^2 H STRESSING per Tendon 1 R E B A R AT RIGHT END LEGEND : P = Tendon profile ty pe defined as: 1=reversed parabola; 2=partial/regular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down Xl/L etc = horizontal distances to control points in geometry of the tendon divided by span length Stresses tabulated are after anchor set but before long-term losses. REINFORCING STEEL AND POST-TENSIONING SERVICES I ADAPT-FELT Standard 2017 I ADAPT POST-TENSIONING STRESS LOSS & ELONGATION PROGRAM I This t program calculates the long-term and immediate stress losses in a TENDON ID, GEOMETRY AND STRESS PROFILE (BO1 PR 1) tensioned tendon. It outputs the elongations at the stressing ends and the LENGTH < TENDON HEIGHT in.> Horizontal ratios s- STRESS (ksi) --> anal stress profile along the tendon. -1- q 5 6 SPAN ft P start center right X1/L X2/L X3/L---2 3---- start center right DATE: Feb 15, 2023 7- _8-___9 10 11 12- TIME: 12:22:10 1 16.92 1 5.00 4.00 8.25 0.10 0.50 0.10 191.19 188.22 182.54 PROJECT TITLE CAN 7.92 1 8.25 5.00 0.00 182.54 179.16 Hampton St Apts Level P2 24.86 ft (total length of tendon) SPECIFIC T I T L E : SUMMARY B01 PR 1 Average initial stress (after release) Long term stress losses 185.64 ksi LONG - TERM L O S S CALCULATIONS Final average stress 9.27 ksi 176.37 ksi Final average force in tendon 26.98 k INPUT PARAMETERS Anchor set influence from right pull Post-tensioning system Elongation at right pull before anchor set 24.86 ft Type of strand LOW LAXED 2.193 inch Ultimate strength of strand LOW Elongation at right pull after anchor set 270.00 ksi 1.943 inch Modulus of elasticity of strand Total elongation after anchor set Estimate of initial average compression 28500.00 ksi Ratio of total elongation to 1.943 inch 212.00 psi tendon length after anchor set Concrete strength at 28 days Jacking force 0.078 inch/ft Average weight of concrete 5000.00 psi 33.05 k Estimated age of concrete at stressing NORMAL Modulus of elasticity of concrete at stressing 3 days Modulus of elasticity of concrete at 28 days 4415.00 ksi Estimate of average relative humidity 4415.00 ksi Volume to surface ratio of member 80. 45 5.00 in CALCULATED VALUES : Elastic shortening Shrinkage 0.968 ksi Creep 2.781 ksi Relaxation 2.190 ksi 3.334 ksi Total long-term stress losses 9.272 ksi FRICTION & ELONGATION CALCULATIONS : w CRITICAL STRESS RATIOS : At stressing 0.800; At anchorage 0.708; Max along tendon 0.708 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Span 1 Cant 0.00 191.19 182.54 0.05 190.81 182.37 0.10 190.52 182.20 0.15 190.24 182.03 0.20 189.96 181.86 0.25 189.68 181.69 0.30 189.40 181.53 0.35 189.12 181.36 0.40 188.84 181.19 0.45 188.56 181.02 0.50 188.22 180.85 0.55 187.83 180.68 0.60 187.43 180.51 0.65 187.03 180.34 0.70 186.63 180.17 0.75 186.23 179.99 0.80 185.83 179.82 0.85 185.43 179.65 0.90 184.95 179.48 0.95 184.09 179.31 1.00 182.54 179.16 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Span 1 Cant 0.00 5.00 8.25 0.05 4.95 7.93 0.10 4.80 7.63 0.15 4.61 7.35 0.20 4.45 7.08 0.25 4.31 6.83 0.30 4.20 6.59 0.35 4.11 6.37 0.40 4.05 6.17 0.45 4.01 5.98 0.50 4.00 5.81 0.55 4.05 5.66 0.60 4.21 5.52 0.65 4.48 5.40 0.70 4.85 5.29 0.75 5.33 5.20 0.80 5.91 5.13 0.85 6.60 5.07 0.90 7.40 5.03 0.95 8.04 5.01 1.00 8.25 5.00 INPUT PARAMETERS : Coefficient of angular friction (meu) 0.07000 /radian Coefficient of wobble friction (K) 0.00140 rad/ft O Ultimate strength o£ strand 270.00 ksi 1111111111 II::::::::: 11;:::::;1! Ratio of jacking stress to strand's ultimate strength 0.80 Anchor set 0.25 inch Cross-sectional area of strand 0.153 inch^2 Total Number of Strands per Tendon 1 STRESSING AT LEFT END HARRIS R E B A R LEGEND : P = Tendon profile type defined as: 1=reversed parabola; 2=partial/regular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down X1/L etc = horizontal distances to control points in geometry of the tendon divided by span length Stresses tabulated are after anchor set but before long-term losses. REINFORCING STEEL AND POST-TENSIONING SERVICES ADAPT-FELT Standard 2017 I TENDON ID, GEOMETRY AND STRESS PROFILE (B10 PR 1) ADAPT POST-TENSIONING STRESS LOSS 6 ELONGATION PROGRAM I This program calculates the long-term and immediate stress losses in a post- LENGTH < TENDON HEIGHT in.> Horizontal ratios <- STRESS (ksi) --> tensioned tendon. It outputs the elongations at the stressing ends and the SPAN ft P start center right X1/L X2/L X3/L start center right final stress profile along the tendon. -1----2 3----4 5 6 7----8----9 10 11 12- DATE: Feb 15, 2023 TIME: 12:25:28 CAN 7.92 1 5.00 8.25 0.00 183.15 186.53 1 22.83 1 8.25 5.00 8.25 0.10 0.50 0.10 186.53 192.12 196.54 2 19.67 1 8.25 5.00 8.25 0.10 0.50 0.10 196.54 198.28 194.31 P ROJECT T I T L E : 3 10.58 1 8.25 4.50 5.00 0.10 0.50 0.10 194.31 189.83 188.00 Hampton St Apts Level P2 61.04 ft (total length of tendon) S PECIFIC T I T L E : B10 PR 1 SUMMARY : Average initial stress (after release) 192.56 ksi Long term stress losses 9.74 ksi L ONG - TERM LOSS CALCULATIONS : Final average stress 182.81 ksi Final average force in tendon 27.97 k INPUT PARAMETERS : Post-tensioning system UNBONDED Anchor set influence from left pull (199.58ksi;0.739) .. 37.17 ft Type of strand LOW LAX Elongation at left pull before anchor set 5.199 inch Ultimate strength of strand 270.00 ksi Elongation at left pull after anchor set 4.949 inch Modulus of elasticity of strand 28500.00 ksi Estimate of initial average compression 195.00 psi Total elongation after anchor set 4.949 inch Ratio of total elongation to Concrete strength at 28 days 5000.00 psi tendon length after anchor set 0.081 inch/ft Average weight of concrete NORMAL Jacking force 33.05 k Estimated age of concrete at stressing 3 days Modulus of elasticity of concrete at stressing 3122.00 ksi Modulus of elasticity of concrete at 28 days 4415.00 ksi Estimate of average relative humidity 80. 8 Volume to surface ratio of member 5.00 in CALCULATED VALUES : Elastic shortening 0.890 ksi Shrinkage 2.781 ksi Creep 2.014 ksi Relaxation 4.057 ksi Total long-term stress losses 9.742 ksi FRICTION 6 ELONGATION CALCULATIONS : i CRITICAL STRESS RATIOS : At stressing 0.800; At anchorage 0.696; Max along tendon 0.739 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Cant Span 1 Span 2 Span 3 0.00 183.15 186.53 196.54 0.05 183.30 188.03 194.31 0.10 197.85 193.58 183.47 188.71 197.85 192.64 0.15 183.64 189.18 198.27 0.20 183.81 189.60 198.64 192.20 191.86 0.25 183.98 190.03 199.02 191.18 0.30 184.15 190.45 199.39 191.18 0.35 184.32 190.87 199.39 190.84 0.40 184.49 191.28 199.02 190.51 0.45 184.66 191.70 198.65 189.83 0.50 184.83 192.12 198.28 189.83 0.55 185.00 192.54 197.92 189.58 0.60 185.17 192.95 197.55 189.41 0.65 185.34 193.37 197.18 189.08 0.70 185.51 193.78 196.82 189.08 0.75 185.68 194.19 196.45 188.92 0.80 185.85 194.61 0.85 196.09188.58 186.02 195.02 195.72 188.58 0.90 186.19 195.43 195.36 188.42 0.95 186.36 195.88 194.95 1.00 186.53 196.54 188.00 194.31 188.00 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Cant Span 1 Span 2 Span 3 0.00 5.00 8.25 0.058.25 8.25 5.01 8.09 8.09 8.06 0.10 5.03 7.60 7.60 0.15 9.07 6.80 6.99 6.99 6.80 0.20 5.13 6.46 6.06 2 5.67 0.25 5.20 6.02 6.02 5.67 0.30 5.29 5.65 5.65 5.25 0.35 5.40 5.37 0.405.16 4.69 5.52 5.16 5.16 4.69 0.45 5.66 5.04 5.04 0.50 5.81 5.00 4.55 0.55 5.98 5.04 4.51 5.04 5.04 4.51 0.60 6.17 5.16 5.1637 4.56 0.65 6.37 5.37 5. 4.56 0.70 6.59 5.65 0.755.65 4.66 6.83 6.02 6.02 4.66 0.80 7.08 6.46 6.46 0.85 7.35 6_99 4.72 6.99 4.90 0.90 7.63 7.60 7.60 4.90 0.95 7.93 8.09 1.00 8.258.25 5.00 8.25 8.25 5.00 0. INPUT PARAMETERS : Coefficient of angular ......... r4 Li Coefficient of friction (meu) ..... �� wobble friction (K .. ................ 0.07000 IC:31 Pt O Ultimate strength ) /radian g of strand..... 0.00140 rad/ft Ratio of jacking stress to strand's ultimate strength 270.000 Anchor set ksi Cross-sectional area ..-••••••-•-. 80 Total Number o£ Strands strand 0.25 inch ..................... A R R I �I ..............Per Tendon................... 0.153 inch^2 J R E B A R STRESSING 1 ........................ AT RIGHT END LEGEND P .... = Tendon profile type defined as: 1=reversed parabola; 2=partial/regular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down Xl/L etc = horizontal distances to control points in geometry of the _ REINFORCING STEEL AND POST-TENSIONING SERVICES tendon divided by ------------- __ Stresses tabulated are span length ( after anchor set but before long-term losses. ( ADAPT POST- ADAPT-FELT Standard 2017__________________________ This TENSIONING STRESS LOSS & ELONGATION PROGRAMI program calculates the long-term and TENDON ID, GEOMETRY tensioned tendon. It outputs Mediate stress losses in I AND STRESS PROFILE (D02 PR 1) final stress p the elongations at the stressinga post- ___--__--profile-along the tendon. ends and the LENGTH < TENDON HEIGHT in.>SPAN ft Horizontal ratios <- ----`------------------- P start center rightSTRESS (ksi) --> DATE: Feb 15, 2023 -'-------------------- -1____2 4 Xl/L X2/L X3/L ----'- 3----Q------5----__ start center right TIME: 6-------7----8----9 12:28:30 CAN 2.17 1 5.00 10 11 --12- PROJECT T I T L E 1 26.58 1 8.25 0.00 Hampton St Apts Level P2 8.25 1.00 8.25 0.10 0.50189.76 197.03 2 13.00 1 0.10 197.03 195.00 188.44 8.25 4.50 5.00 0.10 0.50 0.10 ______ 188.44 184.20 181.90 SPECIFIC TITLE 41.82 ft (total length of tendon) D02 PR 1 SUMMARY : Average initial stress (after release) L O N G - T E R M L O S S Long term stress losses C A L C U L A T I O N S ""•••• Final average stress - --.... 191.40 ksi INPUT PARAMETERS Final average -. .... .... 19.91 ksi Post-tensioning g force in tendon .. 17.77 ksi 4 system 27.77 k t Type of strand ..•-..••----.......- LOW LAX Anchor set influence from right .................•••.•... Ultimate strength of strand •- -.... LOW LAX Elongation at g pull (198.95ksi;0.737) Modulus of elasticity -- -• ." _ right pull before anchor set ..... 3.370 n of strand ....... ..." 500.00 ksi Elongation at right pull after an -' 3.620•'-""�••�•�-- 28500.00 ksi anchor set „-- "' inch average compression ""'- 3.370 ""•••••� 223.00 Total elongation after � inch Concrete strength at 28 dayspsi anchor set Ratio of total elongation •""'-- ••••--...... Average weight •- •............ gation to 3.370 inch 4 of concrete ........ 5000.00 psi tendon length Estimated age of concrete at stressing NORMAL Jackingg after anchor set .................... Modulus of elasticityof force ......__.--• 30.0813.05 inch/ft concrete at ---' 3 Modulus elasticitystressing days 33.05 k Estimate ofo of concrete at 28 days 44153122.00 ksi average relative humidity 4480.00 ksi Volume to surface ratio of member 85. "•.•-- 5.00 in CALCULATED VALUES : Elastic shortening .....................................••............... 018 2.781 ksi Creep ................ ................ 2.301 ............. ksi Relaxation •.••............. .... 2.303 ksi --------- 3.805 ksi --------------- Total long-term -------............-----9.907---ksi stress losses .,• ....................... 9.907 ksi FRICTION & ELONGATION CALCULATIONS : CRITICAL STRESS RATIOS : At stressing 0.800; At anchorage0.703; r Max along tendon 0.737 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Cant Span 1 Span 2 0.00 189.76 197.03 187.55 0.05 189.95 198.03 187.55 0.10 190.15 198.63 187.09 0.15 190.34 198.74 0.20 190.54 186.73 198.21 186.36 0.25 190.73 197.68 0.30 190.93 197.14 185.99 0.35 191.12 185. 1 0.40 196.61 185.24 191.32 196.08 184.87 0.45 191.51 195.54 0.50 191.70 184.20 195.00 184.20 0.55 191.90 194.46 183.98 0.60 192.09 193.92 183.76 0.65 192.29 193.38 183.54 0.70 192.48 192.83 0.75 183. 192.67 192.29 183.11 1 0.80 192.86 191.74 182.89 0.85 193.05 191.20 182.67 0.90 193.24 190.56 182.43 0.95 193.43 189.52 181.90 1.00 197.03 188.44 181.90 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Cant Span 1 Span 2 0.00 5.00 8.25 8.25 0.05 5.01 7.89 8.06 0.10 5.03 6.80 0.15 5.07 6.80 0.20 4. 6 6.80 5.13 4.26 6.19 0.25 5.20 3.27 5.672 0.30 5.29 1.82 5. 2 0.35 5.40 1.824.92 0.40 5.52 1.36 4.55 0.45 5.66 1.09 4.50 0.50 5.81 1.00 4.50 0.55 5.98 1.09 4.51 0.60 6.17 0.65 1.364.56 6.37 1.82 4.56 0.70 6.59 2.45 0.75 4.66 6.83 3.27 4.66 0.80 7.08 4.26 4.72 0.85 7.35 6.80 4.90 0.90 7.63 6.80 4.90 0.95 7.93 7.89 1.00 g 8.25 5.00 5.00 00 I INPUT PARAMETERS : Coefficient of wobble frictionit ...... ............. IN 11111111 II::::::::: 11:::::::11 111::::::1 Coefficient of wobble friction (meu)...............: 0.07000 O Ultimate strength of strand . (%).. /radian 0.00140 rad/ft Ratio o£ jackingstress to......... 270.00 ksi Anchor set strand's ultimate strength0.80 Cross-sectional area of strand •'.' 0.15 Total Number of Strands inch q R R I Per Tendon................... 0. RI inch^2 R E B A R STRESSING ...... 1 H .................................. AT RIGHT END LEGEND : P = Tendon profile ty pe 2�artial/re ular defined as: 1=reversed parabola; 2=extended agulareversedarabola; 3=harped; 4=general; 5=straight; Xl/L etc = horizontal distances ptoacontrol pointsola; otseinr downm _ -REINFORCING STEEL AND POST-TENSIONING SERVICESh tendon divided by in geometry of the _-- Stresses tabulated are after anchorlset tbut before long-term losses. ADAPT-FELT Standard 2017_______________________ ADAPT POST-TENSIONING STRESS LOSS & ELONGATION PROGRAM I This program calculates the long-term TENDON ID, GEOMETRY tensioned tendon. It outputs g-term and immediate stress losses in I AND STRESS PROFILE (D03 PR final stress profile alongthe elongations at the stressinga Post- 1) final___ the tendon. - ends and the LENGTH < TENDON HEIGHT fight___ SPAN Horizontal ratios ft P start <- STRESS DATE: Feb 15, ------------- center right X1/L X2/L (ksi) 2023 ----------- -1----2----- X3/L start --> -- --------- 3----4------5------6 center TIME: 7----8----9--------10 right 12:47:37 1 31.42 1 11.18 --12- PROJECT T I T L E 5.00 1.00 8.25 0.10 0.50 0.10 2 30.00 1 8.25 1.00 8.25 0.10 0.50185.09 190.18 196.59 Hampton St Apts Level P2 3 13.00 1 0.10 196.59 195.72 188.95 8.25 4.50 5.00 0.10 0.50 0.10 ---------- ____tend___ ------------ 188.95 184.70 182.40 74.48 ft (total length of tendon) SPECIFIC T I T L E : D03 PR 1 SUMMARY : '.. Average initial stress (after release).........., LONG - TERM LOSS Long term stress losses .......... C A L C U L A T I O N S .. 199.91 ksi Final average stress III ....................... INPUT PARAMETERS Final average •""'. •••--................. 9.91 ksi ge force in tendon 187.77 ksi Post-tensioning system Type of strand ........,....'-•••----•......... LOW LAXED Anchor set influence from right •..•.-••••.. 27.77 k t Ultimate strength of strand •••......••••-•- LOW Elongation at g pull (199.20ksi;0,738) Modulus ofstrand . . right pull before anchor set 3.252 n elasticity of ..'••••----• 500.00 ksi Elongation at Y strand right pull after anchor set 6.002 Estimate of initial average .... 28223.00 psi inch ge compression "" 6.002 inch 223.00 psi Total elongation after Concrete strength at 28 days Ratio of total anchor set ........_ y elongation to """•••••- 6.002 inch Average weight •••••--•••............. 4 qht of concrete 5000,00 psi tendon length Estimated a """ after anchor set age of concrete at stressing Jacking force ., NORMAL 33.05 Modulus of elasticityof "' inch/ft concrete at •....• •. 3 ".•..--••..........Modulus of elasticitystressingy j. 33.05 k of concrete at 28 days 3122.00 ksi Estimate of average relative humidity ..... 4480.00 ksi Volume to surface ratio of member .....,......• 80.00 in CALCULATED VALUES : Elastic shortening Shrinkage ....'•'••-••- 1.018 ksi Creep ................ .......................... 2.303781 ksi Relaxation 3.803 ........................................ ksi --------------- ------------------- 3.805 ksi Total long-term ___________________________ g-term stress losses .......................... ....................... 9.907 ksi FRICTION & ELONGATION CALCULATIONS : 1, CRITICAL STRESS RATIOS At stressing 0.800; At anchorage 0.686; Max along tendon 0.738 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Span 1 Span 2 Span 3 0.00 185.09 196.59 188.05 0.05 185.77 197.56 188.05 0.10 186.28 198.18 187.60 0.15 186.76 198.74 186.86 0.20 187.24 199-11 186.86 0.25 187.72 198.55 186.49 0.30 188.21 197.99 186.12 0.35 188.69 197.42 185.75 0.40 189.18 196.86 185.37 0.45 189.66 196.29 18 .70 0.50 190.18 195.72 184.70 0.55 190.73 195.16 184.49 0.60 191.28 194.58 0.65 191.83 194.01 184.27 0.70 184.05 192.38 193.44 183.83 0.75 192.93 192.86 183.39 0.80 193.49 192.29 183.39 0.85 194.04 191.71 182.94 0.90 194.66 191.05 182.94 0.95 195.62 190.03 1.00 196.59 182.65 188.95 182.40 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Span 1 Span 2 Span 3 0.00 5.00 8.25 8.06 0.05 4.80 6.80 7.50 0.10 4.20 6.80 7.50 0.15 3.45 5.44 6.80 0.20 2.80 4.26 6.19 0.25 2.25 3.27 5.67 0.30 1.80 2.45 5.25 0.35 1.45 1.82 4.92 0.40 1.20 1.36 0.45 1.05 4.69 0.50 1.00 11.00 4.55 .00 4.50 0.55 1.09 1.09 0.60 1.36 4.53 0.65 1.8 4.56 1.82 1.82 4.56 0.70 2.45 2.45 0.75 3.27 4.60 0.80 4.26 4.66 4.26 4.26 4.72 0.85 5.44 5.44 0.904.90 6.80 6.80 4.90 0.95 7.89 7.89 1.00 8.25 8.25 5.005. 0 r INPUT PARAMETERS : fr Coefficient of angularbb rictionn ..... ..... Coefficient of wobble friction (maul.............•.. 0.07000 NU/ V= 1= M ° Ultimate strength (%) /radian •ing stress of strand 0.00140 rad/ft Ratio of jacking stress to strand's ultimate strength 270.80 Anchor set ksi Cross-sectional area of strand ..'-.. 0.25 inch Total Number of Strands """'•••-- 0.153 inch^2 q R R I STRESSING Per Tendon.................. REBAR 1 AT RIGHT END HLEGEND : P = Tendon profile type defined as: 1=reversed parabola; / gular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down Xl/L etc = horizontal distances to control points in geometry of the ___ REINFORCING STEEL AND POST-TENSIONING SERVICESh tendon divided b -- Stresses tabulated are after yanchor span lset tbut before long-term --------------------- I ADAPT-FELT Standard 2017 -�-- -- losses. ADAPT POST-TENSIONING STRESS LOSS 6 ELONGATION PROGRAM I This program calculates the long-termTENDON ID, GEOMETRY tensioned tendon. It o and immediate stress losses in a I AND STRESS PROFILE (B08 PR 1) outputs the elongations at the stressingpost final stress profile along the tendon, ends and the LENGTH < TENDON HEIGHT fight SPAN ft Horizontal ratios <- P start STRESS DATE: Mar 15, 2023 ------------------------- _1____2 center right Xl/L X2/L X3/L (ksi) -->t --- 3-__-4 5---___6 start center right TIME: 7----8----9. ......10......13:09:58 1 26.00 1 _- 11...... 184.0 P R O J E C T ___ 6.00 4.00 6.00 0.10 0.50 0.10 193.07 188.63 184.05 T I T L E - -------------- Hampton St Apts Level 2 26 00 ft (total length of tendon) S P E C I F I C T I T L E : SUMMARY B08 PR 1 Average initial stress Long term stress losses(after release)..••,•......_. Final average stress .. _ .. 188.61 ksi L O N G - T E R M Final average force in tendon 8.24 ksi LOSS CALCULAT I ONS "'•••• 127.60 ksi ......................INPUT P 27.60 k PARAMETERS Anchor set influence from right Post-tensioning system Elongation at right g pull (193.07ksi;0.715)Type of ""' g pull before anchor set 2. 15 ift n YP strand UNBONDED Elongation at right pull after Ultimate strength •- """'••••••••.......... LOW LAX anchor set .'•.. 2.065 inch Modulus of elasticity gth of strand ""'•••••• 2.065 inch asticity of strand 270.00 ksi Total elongation after anchor set Estimate of initial average compression """'••••• 28500.00 Ratio of ksi total elongation to "" 2.065 inch ••'"""'•�•••• 140.00 psi tendon leng th after anchor set .. strength at 28 days ...................• Jacking force 0.079 inch/ft Average weight of concrete _ 5000.00 psi ..........•'"..•••••••••............ Estimated age -"""'•••••••• . NOEL 33.05 k g of concrete at stressing �•�•�'Modulus of elasticity of concrete at stressing - 3 Modulus of elasticityof days concrete at 28 days ••�" 3122.00 ksi Estimate of average relative humidity •...... 4480.00 Volume to surface ratio ksi of member ...................... 6.00 in CALCULATED VALUES : Elastic shortening ......••.....• Shrinkage ..........•• 0.639 ksi Creep .................... 2.443 ksi Relaxation .......................... 3.616 ---- 3.611 ksi -------------- Total long-term ----------------------------ksi stress losses .......................... 8.239 ksi FRICTION 6 ELONGATION CALCULATIONS : CRITICAL STRESS RATIOS : t At stressing 0.800; At anchorage 0.715; Max along tendon 0.715 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Span 1 0.00 193.07 0.05 192.51 0.10 192.06 0.15 191.63 0.20 191.21 0.25 190.78 0.30 190.35 0.35 189.92 0.40 189.49 0.45 189.06 0.50 188.63 0.55 188.20 0.60 187.76 0.65 187.33 0.70 186.89 0.75 186.46 0.80 186.02 0.85 185.58 0.90 185.12 0.95 184.54 1.00 184.05 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Span 1 0.00 6.00 0.05 5.90 0.10 5.60 0.15 5.22 0.20 4.90 0.25 4.62 0.30 4.40 0.35 4.22 0.40 4.10 0.45 4.03 0.50 4.00 0.55 4.03 0.60 4.10 0.65 4.22 0.70 4.40 0.75 4.62 0.80 4.90 0.85 5.22 0.90 5.60 0.95 5.90 1.00 6.00 Y INPUT PARAMETERS : Coefficient of angular friction (meu) Coefficient of wobble friction 0.07000 Ultimate strengthof (R) /radian rIIIIIIIIIIIIIIIIII= C211:t® strand 0.00140 red/ft Ratio of jacking stress to strands ultimate strength 270.00 0.80 ksi Anchor set Cross-sectional Number of area of strand 0.25 inch Total Number of Strands per Tendon 0.153 inch^2 H A R R I S R E B A R STRESSING 1 AT BOTH ENDS LEGEND : P = Tendon profile type defined as: 1=reversed parabola; 2=partial/regular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down X1/L etc = horizontal distances to control points in geometry of the tendon divided by span length Stresses tabulated are after anchor set but before long-term ADAPT-FELT Standard 2017 losses. REINFORCING STEEL AND POST-TENSIONING SERVICES ' I ADAPT POST-TENSIONING STRESS LOSS 6 ELONGATION PROGRAM This program calculates the long-term ande TENDON ID, GEOMETRY AND STRESS PROFILE tensioned tendon. It outputs the elongations stressingstress osens in a I (B13 PR 1) final stress profile along the tendon. post LENGTH <ends and the TENDON HEIGHT in.> Horizontal ratios <- SPAN P start center rightX1/L X2 L ft STRESS (ksi)r --> ight Mar 15, 2023 -1----2 3- -4 5------6 / X3/L start center ri h 7----8----9--------10 4 t TIME: 13:21:12 11 12- DATE: 1 15.58 1 6.00 5.00 11.00 0.10 0.18 0.10 182.63 184.81 190.52 PROJECT T I T L E : 2 53.33 1 11.00 1.00 11.00 Hampton St Apts Level 2 3 53.33 1 11.00 1.00 11.00 0.10 0.50 0.10 190.52 198.62 189.94 4 14.58 1 11.00 9.00 0.10 0.50 0.10 189.94 192.53 196.71 5 23.42 1 11.00 0.10 0.50 0.10 196.71 199.81 196.82 S P E C I F I C TITLE 11.00 2.75 5.25 0.10 0.50 0.10 196.82 190.66 186.12 CAN 4.92 1 5.25 B13 PR 1 6.00 0.00 186.12 184.27 123.93 ft (total length of tendon) LONG - TERM LOSS CALCULATIONS : SUMMARY : INPUT PARAMETERS Average initial stress Post-tensioning system Long term stress losses(after release) Type of strand 192.99 ksi UOW LAXD Final average stress 9.38 ksi Ultimate strength of strand LOW Final average force in tendon 183.60 ksi Modulus of elasticity of strand 270.00 ksi 28.09 k Estimate of initial average c 28500.00 ksi Anchor set influence from left pull 4 compression Anchor set influence from right (199.31ksi;0.738) 186.00 psi r pull (200.14ksi;0.741) 34.82 ft Concrete strength at 28 days Elongation at left pull 34.82 ft Average weight Elongation at right before anchor set 4 of concrete 5000.00 psi 4 pull before anchor set 9.930 inch Estimated age of concrete at stressing NORMAL Elongation at left pull after anchor set 0.641 inch Modulus of elasticity of concrete at stressing 3 days Elongation at right pull after 9.680 inch Modulus of elasticity3122.00 Total elongation after anchor set of concrete at 28 days ksi anchor set 0.391 inch Estimate of average relative humidity 4415.00 ksi Ratio of total elongation to 10.070 inch Volume to surface ratio of member 80. % tendon leng th after anchor set 6.00 in Jacking force 0.081 inch/ft CALCULATED VALUES : 33.05 k Elastic shortening Shrinkage 0.849 ksi Creep 2.543 ksi Relaxation 1.921 ksi 4.069 ksi Total long-term stress losses 9.382 ksi FRICTION & ELONGATION CALCULATIONS : i CRITICAL STRESS RATIOS At stressing 0.800; At anchorage 0.689; f<I Max along tendon 0.741 DETAIL OF STRESSES AT 1/20TH POINTS ALONG EACH SPAN Units are in ksi X/L Span 1 Span 2 Span 3 Span 4 Span 5 Cant 0.00 182.63 190.52 0.05 189.94 196.71 196.82 186.12 183.09 191.81 189.55 197.23 195.65 186.03 0.10 183.77 193.03 189.95 197.55 195.00 185.94 0.15 184.06 193.96 197.83 4 .46 185.85 0.20 184.81 0.25 185.21 194.84 190.59 198.11 193.91 185.75 0.30 195.71 190.91 198.39 193.36 185.66 185.52 196.57 191.23 198.68 192.81 185.57 0.35 185.84 197.44 0.40 191.56 198.96 192.25 185.47 186.15 198.30 191.88 199.24 191.70 185.38 0.45 186.46 199.15 0.50 192.20 199.52 191.14 185.29 186.77 198.62 192.53 199.81 190.66 185.19 0.55 187.09 197.78 192.86 0.60 187.40 200.09 190.25 185.10 196.93 193.18 199.89 189.84 185.01 0.65 187.71 196.09 0.70 193.51 199.61 189.43 184.91 188.02 195.25 193.84 199.32 189.01 184.82 0.75 188.33 0.80 194.42 194.16 199.04 188.60 184.73 188.63 193.59 194.49 198.75 188.19 184.63 0.85 188.94 192.76 194.82 198.47 0.90 189.25 191.94 187.33 184.45 0.95 195.23 198.14 187.33 184.45 189.73 191.07 196.06 197.61 186.71 184.35 1.00 190.52 189.94 196.71 196.82 186.12 184.27 TENDON HEIGHT AT 1/20TH POINTS ALONG EACH SPAN Units are in inch X/L Span 1 Span 2 Span 3 Span 4 Span 5 Cant 0.00 6.00 11.00 0.05 11.00 11.00 11.00 0.10 5.86 10.50 10.82 10.90 10.59 5.255.32 5,44 9.00 10.30 10.60 9.35 5.39 0.15 5.06 7.12 0.20 9.64 10.22 0.25 5.00 5.50 9.07 9.90 6.46 5.46 0.30 5.05 4.12 8.59 9.62 6.46 5.52 0.35 5.15 3.00 8.20 9.90 5.33 5.58 0.4068 5.29 2.12 7.89 9.22 4.40 5.63 0.45 5.49 1.50 7.67 9.10 3.68 5.73 0.50 5.74 1.12 7.54 9.03 2.85 5.72.86 5. 7 1 6.04 1.00 7.50 II 2.78 5.81 0.55 6.39 1.12 7.54 9.03 0.650.55 6.79 1.50 7.67 9.10 2.78 5.85 7.24 2.12 7.89 3.03 5.91 0.70 7.75 3.00 9.22 3.03 5.91 8.30 8.20 3.25 0.75 4.12 8.59 9 5,93 0.80 8.91 5.50 9.07 9.62 3.88 5.957 0.85 9.56 7.12 9.90 3.88 5.97 0.90 10.27 9.00 9.64 10.6010.22 4.28 5.98 0.950 10.82 10.30 4.75 0.00 10.50 10.82 10.90 6.00 11.00 11.00 11.00 5.25 6.00 11.00 5.25 6.00 i f INPUT PARAMETERS : Coefficient of angular friction (meu)................ Coefficient of wobble friction ................ 0.00140 NUICCIIIIIM ° Ultimate strength (X)'•• /radian Ratiog of strand 0.00190 rad/ft of jacking stress to strand 270.00 ksi Anchor set s ultimate strength Cross-sectional area ..'-•••••••. 0.80 Total Number of Strands strand .. •• 0.25 inch 0.153 inch^2 q R R I STRESSING ............. Per Tendon................... REBAR 1 AT BOTH ENDS HLEGEND : P = Tendon profile t �2=partial/re defined as: 1=reversed parabola; gular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down X1/L etc = horizontal distances to control points in geometry of the tendon divided by span length Stresses tabulated are after anchor set but before long-term losses. REINFORCING STEEL AND POST-TENSIONING SERVICES ADAPT-FELT Standard 2017 ADAPT POST-TENSIONING STRESS LOSS & ELONGATION PROGRAM � This program calculates the long-term and TENDON ID,tensioned tendon. It outputs immediate stress losses in GEOMETRY AND STRESS PROFILE (D05 PR 1) final stress P the elongations at the a Post- profile along the tendon. stressing ends and the LENGTH start TENDON AEIGHT SPAN in.> Horizontal ratios <- ------------------------ ft P center Xriz X2 L X3 L DATE: Apr 7, 2023 - -- - -- right STRESS (ksi) --> -- 1----2 / / ------- 3----4------5----__ start center right TIME: 08:30:02 6 ---7---'8----9........CAN 5.67 1 10......11 12_ PROJECT 1 15.50 1 6.00 6.00 T I T L E 6 00 0.00 183.06 Hampton St Apts Level 2 2 16 52 5.00 11.00 0.10 0.50 0.10184.77 1 11.00 1.00 11.00 0.10 0.50 0.10 184.772 187.66198.64 192.11192.3 15.00 1 11.00 6.00 11.00 0.10 0.50 0.10 192.99 187.05 186.59 SPECIFIC 4 14.50 1 11.00 6.00 11.00 186.59 916 22 T I T L E : 5 30.00 1 11.00 1.00 0.10 0.50 0.10 186.59 191.06 196.22 DOS PR 1 CAN 30.00 1 11.00 0.10 0.50 0.10 11.00 6.00 0.00 196-22 196.21 188.05 --- 188.05 183.23 120.81 ft (total length of tendon) LONG - TERM LOSS CALCULATIONS : INPUT PARAMETERS : SUMMARY Post-tensioning system ........................•........ Average initial Type of stress (after release)................... Ultimate strandnn ...... ......• UNBONDED Long term stress losses 191.60 strength of strand .............••• LOW LAX Final average stress ksi Modulus of .. ."'••••••• 270.00 ksi Final average .................................... 81.50 ksi .......................... elasticity ofstrand •"' force in Estimate of initial tendon 181.50 ksi average compression .... 28500.00 ksi 9""'--• --•• 27.77 k ..' •••• 52.00 psi Anchor set influence from Concrete strength at 28 days Anchor set influence from right t pull (199.53ksi;0.739 Average weight of Y ••••""""••••••••• Elongation at pull 199. ) .. 32.65 ft 4 concrete 5000.00 psi left ( 6...... .739) „ Estimated age of concrete '-""•••--••• NORMAL Elongationpull before anchor set 36.30.41 ift n Modulus of at stressing ... at right pull before 9.964 anchor set ..--' inch elasticity of concrete at 3 kdays si Elongation at left pull after anchor set Modulus of elasticitystressing 3122.00 ksi Elongation at o .. 9.164 inch of concrete at 28 days "••••••••.... Estimate of average Total Elongation right pull after anchor set 0.582 inch g relative humidity Y ...... -..• 4415.00 elongation after ksi ............... Volume to surface ratio of member Y Ratio of total anchor set 0.582 inch elongation to ""'•••• 9.796 inch 6.00 in tendon length after anchor set Jacking force --""'••• •-•••.... 0.081 inch/ft CALCULATED •...................... VALUES ................... Elastic shortening 33.05 k ...................... Shrinkage ............... 2.543 Creep ksi ................ ...................................... 2.603 ksi Relaxation ................. ............ 3.793 ----- .............. ksi --------- 3.799 ksi --------------- Total long-term -------............----10.094 ksi stress losses .......................... 10.094 ksi FRICTION & ELONGATION CALCULATIONS : l CRITICAL STRESS RATIOS Max along stressing 0.800; At anchorage 0.696; 4. tendon 0.739 DETAIL_OF-STRESSES-AT-1/20TH POINTS ALONG EACH SPAN -----_ --- ------------------------ Units are in ksi X/L Cant ------------ Span 1 Span 2 Span 3 Span 4 Span 5 Cant 0.05 0.00 183.06 184.77 192.99 192.11 186.59 196.22---- 05 0.10 183.245 185.0948 194.29 191.13 187.53 197.39 188.052-- 0.10 183.32 195.55 190.19 188.01 187. 8 0.20 185.77 196.26 189.71 198.70 187.58 183.41 186.04 196.86 188.76 199.31 187.33 0.25 183.49 186.31 189.33 188.76 199.31 0.30 183.58 197.46 188.95 189.14 186.85186. 0.35 186.58 198.06 188.5719 .69 1 183.66 186.85 198.65 189.53 198.690 0.40 183.75 188.19 189 g1186.61 0.45 187.12 199.24 187.81 197.46 186.37 0.50 183.92 187.66.83 187.39 199.23 187.43 190.68 196.84 186.139 197.46 0.550 184.01 188.03 198.64 187.05 191.06 196.21 185.89 0.60 184.09 198.05 186.67 191.45185.65 0.65 188.50 197.46 186.30 195.594 185.40 184.18 188.96 196.88 192.634 194.33 185.16 0.70 184.26 189.43 185.92 192.23 194.33 0.70 184.35 196.29 185.54 192.61184.92 0.70 189.89 195.71 185.17 193.71 184.43 184.43 190.35 195.13 193.39 19 .0.85 184.52 184.80 193.39184.43 0.90 190.81 194.56 184.42 192.44 183.9 0.95 184.69 191.84.60 7 193.98 184.75 194.27 191.07 183.94183.70 0.95 184. 9 192.99 19193.31 1 185.66 195.25 189.82 183.45 1186.59 196.22 188.05 183.23 TENDON HEIGHT AT 1/20TH-POINTS ALONG EACH SPAN _ -----------==---- Units are in inch -'--___'---- _ Cant X/L Cant __/L Span 1 Span 2 ------------ ---------- an 3P 5 0.00 -------___ Span 4 Span 6.00 6.00 11.00 -------------------- 0.05 6.00 5.95 10.50 10.75 10.75 11.00 10.51 0.10 10.75 10.75 0.10 6.00.00 5.80 9.00 10.00 10.00 10.50 10.05 0.20 5.61 7.12 9.06 9.002 10.05 0.25 6.00 5.45 5.50 8.25 . 6 5.50 9.61 0.30 6.00 6.00 5.31 4.12 7.56 8.25 .1 .81 0.35 5.20 3.00 7.007.56 4.12 8.81 0.40 6.00 5.11 2.12 6.56 7.00 3.00 8.45 0.45 6.00 5.05 1.50 6.25 6.56 2.12 8.11 0.45 6.00 6.00 5.01 1.12 6.06 6.25 1. 7.80 0.55 5.00 1.00 6.00 6.06 1.12 7.51 0.60 6.00 5.08 1.12 6.06 6.006.06 1.00 7.25 0.65 6.00 5.676.00 1.50 6.25 6.25 1.121 7.01 0.70 6.00 2.12 6.56 6.56 .50 6.80 0.75 6.20 3.00 7.002.12 6.61 0.807 6.00 6.88 4.12 7.56 7.007.56 .1 6.45 0.85 6.00 6.00 7.70 5.50 8.25 8.25 4.12 6.31 0.90 8.68 7.12 9.067.50 6.20 0.95 6.00 9.80 9.00 10.00 9.060 9.00 7.12 6.11 1. 5 6.00 10.70 6.00 10.70 10.50 10.75 10.75 10.50 6.051 11.00 11.00 11.00 11.00 6.00 6.00 • L * INPUT PARAMETERS : Coefficient of angular friction (meu)Coefficient of wobble friction 0.07000 IN11110111111= CIIR ° Ultimate strength of strand (K).. /radian 0.00140 krad/ft si Ratio of jacking stress to strand's ultimate strength270.00 Anchor setksi • ., 0.80 Cross-sectional area of strand ...................... 0.15 Total Number of Strandsinch ................. A R R I S per Tendon................... T inch^2 REBAR B A R STRESSING ................................... AT LEFT END HLEGEND : P •••• = Tendon profile t �2=partial/r defined as: 1=reversed parabola; egular parabola; 3=harped; 4=general; 5=straight; 6=extended reversed parabola; 7=cantilever down X1/L etc = horizontal distances to control points in geometry of the tendon divided by Stresses tabulated are after anchor lsettbut before long-term losses. REINFORCING STEEL AND POST-TENSIONING SERVICES ' ADAPT-FELT Standard 2017 I 1 ADAPT POST-TENSIONING STRESS TRESS LOSS ar & ELONGATION PROGRAM TENDON ID, Program calculates the long-term and GEOMETRY AND STRESS PROFILE tensioned tendon. It outputs immediate stress losses in a (D19 PR 1) P the elongations at the stressing ends and thet final stress profile along the tendon. LENGTH < TENDON HEIGHT ight SPAN ft P start n.> Horizontal ratios <- STRESS (ksi) -_> DATE: Feb 15, center right X1/L X2/L X3/L start center right 2023 -1----2 3----4------ 5------6 7----8---- TIME: 13:23:34 9'-------10---_tell CAN 11.25 1 12- DATE: 6.00 11.00 T I T L E 1 13.0025 1 0.00 179.47 Hampton St Apts Level 2 ...................................... 11.00 7.75 6.00 0.30 0.50 0.10 183.91 183.91 189.07 191.98 24.27 ft (total length of tendon) SPECIFIC T I T L E : D14 PR 1 SUMMARY : Average initial stress (after release)Long term stress losses 185.50 ksi LONG - TERM LOSS CALCULATIONS : Final average stress Final average force in tendon•..- ""••-• 9.62 ksi INPUT PARAMETERS : 175.88 ksi Post-tensioning Anchor set influence from left 26.91 k g system .... Type of strand •• •••" "'-••••••••...... `OXD Elongation at left pull before anchor(set.98ksi;0.711)Ultimate strength of strand Elongation at left _ 24.27 ft Modulus of strength o ..•••••••••... pull after anchor set 2.146 inch elasticity of strand 270.00 ksi """'••••••••• 1.896 inch Estimate of initial average c 28500.00 ksi Total elongation after anchor set 4 compression •.•„•• Ratio of total elongation 252.00 psi to ""•"'••••• 1.896 inch Concrete strength at 28 days . tendon length after anchor set Average weight of concrete ••••.."....'••••• 5000.00 psi Jacking force Estimated age ...."....................... NORMAL0.078 inch/ft of concrete at stressing _ 33.05 k ys Modulus of elasticity of concrete at stressing _ 3 ksi Modulus of elasticity of concrete at 28 days ..• .... 4415.00 ksi Estimate of average relative humidityy . ........• 4480.00 ksi Volume to surface ratio of e ... ..............• 86.member .........._. � CALCULATED VALUES : Elastic shortening Shrinkage 1.150 ksi Creep 2.543 ksi Relaxation 2.603 ksi 3.324 ksi Total long-term stress losses 9.619 ksi FRICTION & ELONGATION CALCULATIONS : • CRITICAL STRESS RATIOS At stressing 0.800; At anchorage 0.711; Max along tendon 0.711 DETAIL-OF STRESSESAT- -1/20TH POINTS ALONG EACH SPAN -____ ------_____ Units are in ksi X/L Cant Span Pan 1 -------------- 0.00 -------------------------------------- 179.97 183.91 ______________ 0.05 179.67 185.47 0.10 179.89 186.28 0.15 180.12 186.69 0.20 180.34 187.03 0.25 180.57 187.37 0.30 180.79 187.72 0.35 181.02 188.05 0.40 181.24 188.39 0.45 181.47 188.73 0.50 181.69 189.07 0.55 181.91 189.29 0.60 182.14 189.56 0.65 182.36 189.83 0.70 182.58 190.10 0.75 182.80 190.37 0.80 183.03 190.63 0.85 183.25 190.90 0.90 183.47 191.17 0.95 183.69 191.47 1.00 183.91 191.98 TENDON-HEIGHT AT-1/20TH POINTS ALONG EACH SPAN Units -=------------------ are in inch ---------------------------- X/L Cant Span 1 -------------------------------------------------- 6.00 11.00 -------------------------- 0.00 0.05 6.01 10.84 0.10 6.05 10.35 0.15 6.11 0.20 9.74 6.20 9.21 0.25 6.31 0.30 8.77 6.45 8.40 0.35 6.61 2 0.40 7.9 6.80 .91 0.45 7.01 7.79 0.50 7.25 7.75 0.55 7.51 7.66 0.60 7.80 7.66 0.65 8.11 7.55 0.70 8.45 7.40 0.75 8.81 7.20 0.80 9.20 0.85 6.96 9.61 6.68 0.90 10.05 6.35 0.95 10.51 6.09 1.00 11.00 6.00 OFFICE COPY -Tool sw NamP r� sT 01 MOW H R I HAMPTON ST APTS RECEIVED JUN 5 2023 CITY OF TIGARD BUILDING DIVISION Section 0816 Unbonded Post Tension Cable Submittal PtI POST-TENSIONIN6® INSTITUTE CERTIFIED PLANT Menu PT Plant Certification Post Tensioning Experience &Qualifications PTI plant certification Post Tension Cable Steel Mill Certification Example 1000 hour test Plastic Sheathing Certificate Plastic Coating Colorant Mill Cert. Performance Specification for PT Grease Sheathing Repair Tape Anchor Components GTI Zero Void Encapsulated System Guide General Notes for Zero Void GTI Dimensioned Cut Sheets Hydrostatic Testing ICC ES Report Evaluation GTI UV Compliance Installation Instructions Stressing Instructions Equipment Power Team Control Valve Power Team Hydraulic Pump Precision Hayes Stressing Jacks Certification Report Ram Sample Post Tenskadng Experience and Central Inc. Qualification Ad Harris a l r Moony Post-Tensioning Experience and Qualifications To whom it may concern, Harris Rebar is North America's leading fabricator, installer and distributor of concrete reinforcing steel and related products. Harris Rebar is owned by Nucor, North America's largest producer of rebar and steel products. Central Steel, Inc. is a Harris Rebar Company, and has been a Post-Tensioning Institute certified plant since 2004.The extrusion and fabrication processes are performed right in their own shop,allowing full control to insure a quality product, produced in a timely manner.Offering fully encapsulated systems manufactured by General Technologies Inc and Precision-Hayes International. A few of our past, post-tensioned, projects: • 9t°&Stewart • Western&Clay • 811 Stark • 1823 Terry • Allen Institute for Brain Science • Goose Hollow • 2200 Westlake • Waiea Tower • Kadlec Parking Garage • 505 First Avenue • Koloa Landing at Poipo Beach • 124 Denny • Advanta Bldg A,B,C&Garage • Daimler Nova Parking Structure& • 1s'&Angel • Amazon.com Phase V&IV Office Tower • Conam Crown Hill • Avalon Towers • North Edge Tech Center • 21s'&Belmont Apartments • Bellevue Place Hyatt Expansion • Lincoln Square Expansion Garage • Mendenhall Mixed Use • Boise State University Parking Garage 2 • Publix Hotel+Warehouse Renovation • Compass at Ronald Commons • Disney Grand Hawaiian Resort&Spa • Urban Union aka 501 Fairview • Inn at 500 aka Aulani • 200 Occidental • Redmond Senior Living • Interurban Exchange Bldg 2,4&5 • Reverb aka 11'h&Alder • Newcastle Apartments • Microsoft Bldg 36,83,94,95,98&99 • 1420 Pearl Apartments • LIHI University Commons • PRS Mirabella • LOCA • Decibel aka 12'h&Alder • Portland State University College • Nike Northwoods • 13 West Apartments Station Housing • 14'h&Oak Apartments • University of Oregon Marcus Mariota • Redmond City Hall Garage • 3'd&Battery • Ka Malanai Phase II • Skyline at First Hill • Spring Hill Suites • Kainani Villas • Tulalip Casino Hotel • 16'h&Killingsworth • EWA Villages Phase III • University of Washington Site 32W, • Limelight Hotel 33W&35W • Liberty Center Attached you will find sample mill certs, related product data,and our latest PTI Certification letter. If you have any additional questions, please feel free to call. Sincerely, Central Steel, Inc.a Harris Rebar Company Josh Philips I Operations Manager jphilipsC@harrisrebar.corn 425.293.7734(mobile) R ,. Central Steel,Inc.a Harris Rebar Company 2301 131 st Avenue NE Lake Stevens,WA 98258 POST TENSIONING 425.334.3100(office) 425.334.3003(fax) INSTITUTE MEMBER CERTIFIED PLANT Agommiror , " POST-TENS1ONING sj.,Sa 64 INSTITUTE 0 THIS IS TO CERTIFY I'HAT THE BELOW REFERENCED PLANT HAS BEEN INSPECTED IN ACCORDANCE WITH 1.T1E POST-TENSIONING INSTITUTE "MANUAL FOR CERTIFICATION OF PLANTS PRODUCING UNBONDED SINGLE STRAND TENDONS,LATEST EDITION". Central Steel, Inc 2301 131st Ave NE Lake Stevens, WA 98258 On September 26, 2022, the plant was inspected for the capability for fabrication of unbonded tendons in accordance with the PTI"Specification for Unbonded Single Strand Tendons"which resulted in: Certification as Type I Category C Extrusion and Fabrication for Only Encapsulated Systems under the PTI PLANT CERTIFICATION PROGRAM, The PTI Unbonded Tendon Plant Certification program is a process certification program and the certification of a plant under this program indicates that the plant and the personnel are capable of producing unbonded single strand tendons in conformance with the PTI-CRT20 G1-1121: Manual for Certification of Plants Producing Unbonded Single Strand Tendons, PTI does not guarantee or otheiwise endorse any post-tensioning system or equipment as a result of it having been reviewed pursuant to its standards,and expressly disclaims any and all warranties,express or implied. PTI bears no responsibility or liability as a result of any damage or injury caused by a product tested and/or certified pursuant to its standard. It remains the responsibility of each person or firm which relies on this Certification to determine whether the post-tensioning materials, anchorages and equipment actually used, conform to the requirements of the PTI specifications as well as any special requirement of the project specifications. Selection of the appropriate materials, anchorages and equipment for a specific application remains the responsibility of the design engineer. The Certification program does not verify, relate to,or obviate the need for proper design,construction,supeivision,or inspection of the project as they relate to the materials covered under the Certification Program items. Any errors or omissions in design of construction utilizing unbonded tendons or their installation,stressing,or finishing are the responsibility of either the Engineer of Record,or the General Contractor, and shall not in any way be considered to be delegated to, or made the responsibility of, PTI,the PTI Certification Program,the Certifying Agencies,or any of their officers,agents or employees. It is the responsibility of the design engineer to confirm certification status by visiting the current listing of PTI Certified plants at htt ,post-tensioning.orecert_plant.php. By on 10/19/2022 Tony ohnson,VT I 'cutive Director -rerationing Institute 38800 Country Club Drive I Varmington frills;MI 48331 OM S . , . . . . . . Mill Certification Example Al° i EN WI Prestressed Concrete Strand eivision East: 710 Marshall Stuart Drive,Dickson,TN 37055•866-491-5020 4111 PRODUCTS CORPORATION West:1412 El Pinal Drive,Stockton,CA 95205 866-246-3758 MILL CERTIFICATE OF INSPECTION Order Number: SLPC170118-1 Page No : 1 OF 1 B/L No: SIPC170273 Issue Date : 02/24/2017 Commodity: Steel Strand, Uncoated Seven Wire for Prestressed Concrete Size & Grade: 1/2" x 270 KSI Specification: ASTM A416-Latest 1/2"-Low Relaxation Customer Name: CENTRAL STEEL, INC. Customer P.O. : 112434U Destination: CENSTEL-WA State Job No: No Pack # Heat # B.S. Elong. Y.P. Area E-Modulus CURVE# Min:41,300 3.5 37,170 (LB) (%) (LB) (IN2) (MPSI) 1 S128973-5 S0518116 43,086 5.4 40,236 0.1515 28.8 S128973 2 S529481-2 S0592216 42, 906 5.9 40,005 0.1517 28.6 8529481 3 S529482-5 S0592216 43,087 5.7 40,053 0.1518 28.4 S529482 4 5529485-1 S0287388 43,390 5.6 40,334 0.1522 28.8 S529485 5 S529486-3 S0287388 43,781 5.0 40, 907 0.1523 28.8 5529486 6 5529486-5 S0287388 43,781 5.0 40, 907 0.1523 28.8 5529486 7 S529487-6 80287388 43,828 5.3 40,702 0.1517 28.9 8529487 We hereby certify that: * We have accurately carried out the inspection of COMMODITY and met the requirements in accordance with the applicable SPECIFICATION, both listed above. * The material described above will bond to concrete of a normal strength and consistency in conformance with the prediction equations for transfer and development length given in the ACl/AASHTO specifications. * The individual below has the authority to make this certificate legally binding for SWPC. Quality Assurance Section SUMIDEN IR Prestressed Concrete Strand •ivision East 710 Marshall Stuart Drive,Dickson,TN 37055*866-491-5020 PRODUCTS CORPORATION West 1412 El Final Drive,Stockton,CA95205.0 866-246-3758 50000 40000- 30000- , ee" 20000 10000 • 0 _4 0.48 011 0 Strain (0/0) I0 *Vertical Line is drawn at 1e/0 Extension Under Load 4„,t ry e tt 128973 Yield Point 40236 lbf Area 0.1515 in2 Modulus 28.8 Msi ...RIAMO Prestressed Concrete Strand 10'vision DEN 1 - East. 710 Marshall Stuart Drive,Dickson TN 37055•866-491-5020 PRODUCTS CORPORATiON West 1412 El Pinal Drive,Stockton,CA 95206 s 866-2404758 5000 , 40000 . -...CP'*'"*" 3000$ . PlIP' --I _ .._.., , -z ...., - ----,. LAI — 20000-, i 1 i0000 A , 1 . 1 0 1 0.-4 0.48 0..2 0 06 1:20 Strain (°/o) I *Vertical Line is drawn at 1% Extension Under Load Cu e # 5529481 Yield Point 40005 ibf Area 0.1517 in2 Modulus 28.6 Msi Prestressed Concrete Strand Division r ' SUMI 9 East: 710 Marshall Stuart Drive,Dickson,TN 37055 0 -866-491 5020 PRODUCT. 3P0f1A.noN West 1412 El Pmal Drive,Stockton,CA 95205 0 866-246-3758 [- 50000T— i I 1 II -10000n ... , ,..-.. 300001F"--- _ . - — 1 .......-, ^de. e.. +re .., 20000 i I I ... I , 1 0000-I-- i 1 ' I i , . 1 , (.. I ..- . . 00 L____ 04 0.48 0. 72 0.96 Strain (%) I *Vertical Line is drawn at 1% Extension Under Load Curve # S529482 Yield Point 40053 lbf Area 0 1518 in2 Modulus 28 4 Msi Prestressed Concrete Strand Division 0m1 East: 710 Marshall Stuart Drive,Dickson,TN 37055 k 866-431 5020 PRODUCTS CORPORATION- W est 1412 El Pinal Dove,Stockton,CA 95205•866-246-3788 . . .. . 50000- — i _ 1 E 1 I I ,..--..--= ..........., 400001 '''' 4 1 1 , 30000-- 4 Ini I _I , ,......„ ..,.. , iii 20000 -- -- - --- -- 4 1 1 , 1 , 1000 . I I L 4... 1111. . 1 1, , 1 1. i i 0.24 J. 0.,2 0.'6 ----f-.42° L Strain (%) *Vertical Line is drawn at 1% Extension Under Load C u ry e # S529485 Yield Point 40334 lbf Area 0.1522 in2 Modulus 28.8 Msi SSU Prestressed ConcreteStrandivision 704 East 710 Marshall Stuart Drive,Dickson,TN 37055*866-491-55020 —PRODUCTS CORPORATION— West:1412 El Pins!Drive,Stockton,CA 95205.866446-3758 1 1 7------T ----1-- 1 cct -. . 4 fw.. 3Qo0M i P 2000 I 000 - Ili , --1 ! ! 1 ; l it 0.-4 0.4 8 0_2 0.96 -0 train (%) *Vertical Line is drawn at 1% Extension Under Load Curve # S529486 Yield Point 40907 ibf Area 0,1523 in2 Modulus 28,8 Msi ii..._ , ... Rio i Prestressed Concrete Strand Division avi I I East: 710 Marshall Stuart Drive Dickson,TN 37055.866491-5020 -- PRODUCTS soF4PORATION- - West:1412 El Final Drive,Stockton,CA 96206.866-246-3758 5000 maiiiiiiiiiiiiiiiimi 1111Ellal 4000$ IIIIIIIII 1 illirre- At.. i ,—. 30000 4 I I ,•••0 —..---, , .. r=0 r...e.# 20001 .11111111111111111111 AIIIIIIIIMNIIIIIMMII 1000 i 111111.11111111111111111 i i .. 111111 MIN i • , • 0,...4 0.48 0. 2 06 -T.20 i Strain (%) *Vertical Line Is drawn at 15/0 Extension Under Load C LI e # S79487 Yield Point 40702 lbf Area 01517 in2 Modulus 28.9 Msi 0 MA TEST ova oa Sumiden Wire Products Corporation Relaxation Curve of PC Strand Strand Size 0.50"x 270K Initial Load 80%GUTS=33,0401bf Pack Number S128285 Area in2 0.1511 Heat Number S05-97015 Relax%@ 1000hrs 1.18% Specification ASTM A416 Tested by Don Hiranaga [04/14/15-05/26/15) Test Method ASTM E328 Approved by ck Toda Chief Engineer Time (hours) 0 1 10 100 1000 0.0 - ♦ 1.0 1.18%w► 2.0 0 x '° 3.0 - W 4.0 - - - - - - 5.0 - Tested at: Sumiden Wire Products Corp SUMIDEN WIRE PRODUCTS CORP 1412 El Pinal Drive Stockton, CA 95205 � cua ^ommx n PhLitips Ge rtificate of Analysis | ----- ------ - ----- ` Shipped To: AS]A {.HEMZCAL CORP INC De8very#, 88385184 | / I417 KRBSB STREET pQ 8548-1� . H0OBTON TX 77029 �aQhL2DS05OL� / uS.A Ship Dote� 12.!2O12Q11 i Paoxmge: BULK � Recipient: UPH8QD1 ZONE Q TRACK 754Williams Mode Hopper Car ! Fax.- e HCDXDC-1585 ' Seo|Wo� 523327 Product: MadexHHW6502BNHQPE Lc«Number C8N§1O86O 11 -8548-10 Property Test Method Va/ue dn'r ' -- ------- - Melt Index A8TMD1238 0.33 Density D15O5orD4883 0.9547 Qsm3 Ttie data set forth herein have been carefully compkedbyChovronPhiU|pmChnm|oa|CompanyLP However,there Is no warranty of any kind,either expressed or implied, applicable to Its use, and the user amyumes all risk and liability|n connection therewith. Kevin Ayres Quality Control Supervisor ForCoA questions contact CandUyn Carmichael at 800^231'1212 Heidi Goh=n SW plarkway Ave, 4J4 Page`of I ` IMOT MILL C RTIFW*TION Page: 1 PACKING LIST 140602 08/16/2017 Hudson Color Concentrates 6240 Gross Point Rd,Niles,R. 60714 (847)647-1364 j${F¢ CENTRAL STEEL 2301 131ST AVE NE LAKE STEVENS , WA 98258 Attention: Ship Via: R & L Carriers PRO NUMBER: Freight: Prepaid B/L #: 102423 1 Item Code Description Qty Ship SO 000115781 P.O. Number 362125 HC23918LD BLUE UV 50-1 # PTCM001 1,560.0000 LB Lot Code Qty Shipped Tracking Qty N0817020 1,560.00 LB 1,560.00 LB II X BY Receiving Company Name Hudson Color Concentrates CERTIFICATE OF ANALYSIS MATERIAL: BLUE UV 50/1 Customer: M. HOLLAND COMPANY HCC Part Number: HC2391SLD Customer Product No.: Date Shipped: 8/15/17 Customer P.O.No.: 353273 LOT NUMBER: NO817020 Quantity Shipped: 1560 PROPERTY UNIT LSL TARGET USL RESULT METHOD COLOR CIE LAB 0.00 1.50 0 85 D65 10° Certification statement: I certify that the above referenced material is in compliance with all certification requirements of this product. This lot was made with 100% prime virgin materials. Reviewed and Approved By: Erin Dodge Date: 8/15/17 Form No.005 (9-1-16) PERFORMANCE SPECIFICATION FOR PT CREASE 111 8015 Paramount Blvd.Lubricating Specialties Company Pico Rivera, CA 90660 Telephone: (562)776-4182 Fax: (562)776-4171 Date: 9/14/2015 From: Steve Ross Subject: Performance Specification for P T Coating Lubricating Specialties Red-I PT Cable Coating has passed all acceptance criteria for Post-Tensioning Institute PT coating according to Table 3.2.1 of the Post-Tensioning Manual. Test Test Method Acceptance Result Criteria Dropping Point, °F ASTM D-2265 300°F Minimum 382 Oil Separation, 71°C ASTM D6184 0.5 wt% Maximum 0.30 Water Content, Wt% ASTM D95 0.1 % Maximum <0.1 Flash Point, oil component ASTM D92 300°F Minimum 420 Corrosion Test ASTM B117 Rust Grade 7 Min. 10 Water-soluble ions Chlorides, ppm ASTM D512 10 Maximum ND Nitrates, ppm ASTMD3867 10 Maximum ND Sulfides, ppm ASTM D4658 10 Maximum ND Soak Test ASTM Bl 17 No Emulsification Pass Compatibility with Polyethylene Sheathing Hardness Change ASTM D4289 15% Maximum 0% Volume Change ASTM D4289 10% Maximum 5.5% Tensile Strength Change ASTM D638 30% Maximum 9.5% Compatibility with Polypropylen Sheathing e Hardness Change ASTM D4289 15% Maximum 7.5% Volume Change ASTM D4289 10% Maximum 4.5% Tensile Strength Change ASTM D638 30% Maximum 19.0% ND (none detected) Cc: Rob Kress Mark Negast David Houser SHEATHING REPAIMPE 875 W.Ellsworth Avenue Denver, CO 80223 www.brontapes.com Data Sheet BT025 Single Coated Polyethylene Tape Description: BT025 is a heavy-duty polyethylene backing, single coated with synthetic rubber adhesive. Applications: • Wire identification • Surface protection • Polyethylene splicing Product Benefits: • Permanently tacky adhesive bonds well to most surfaces over a wide temperature range • Excellent low-temperature bonding • Product is very conformable • Maintains a watertight seal in all weather conditions • Good tear characteristics TECHNICAL DATA* Properties: Test Method Total Thickness(not including liner) : 9 mils N/A Adhesive Thickness(synthetic rubber): 3.5 mils N/A Peel Adhesion: 70 oz/inch (PSTC 101 Mod.) Initial to S.S(20 min. @ RT) (PSTC 101 Mod.)Initial Backing Adhesion: 35 oz/inch to Backing Substrate (20 min @ RT) Tensile Strength: 22 lbs/inch ASTM D-1000 Elongation 100% ASTM D-1000 Recommendations: Application to Surface: Unwind adhesive film or tape and apply the adhesive side to the mounting surface. Apply firm pressure.Recommended application temperature to achieve best results is 65°F(18°C)or above. Proper bonding may not occur unless adhesive and surface material are both at 65°F(18'C)or above, Note: 1. When applying pressure sensitive adhesive films to any surface, be sure that the surface is free from oil or other surface contaminates such as powder, dust, or release agents. Adhesive performance should be carefully checked when used on substrates containing plasticizers. 2.Shelf life is one year from date of shipment when stored in a cool dry place below 76°F(24'C).Rolls should be stored on end. Bron Tapes,Inc.assumes no liability for claims beyond the replacement value of our product proved to be defective. For more information contact Bron Tapes 888.838.9039 ADDITIONAL INFORMATION: 5/23/13 -' GENERAL TECHNOLOGIES, INC.® a� a GENE GIES INC.' General Technologies, Inc.°is proud to present the most reliable Fully Encapsulated Corrosion Protection System available to r the Post-Tensioning Industry today GTI Zero Void° Encapsulation Systemis a proven method of providing corrosion protection for unbonded tendons. The Zero Void° System eliminates the need to strip the plastic sheathing protecting the strand prior to stressing. GTI has perfected a special tool. the GTI Sheathing Stripper®, to remove the sheathing from inside the anchor cavity immediately prior to stressing. There is no bare strand exposure. The Zero Void° System eliminates the need to fill tubes with grease as required by ACI 423.6 & the PT! Guide Specification. The Zero Void® System uses seals to provide thermal tolerance for shrinkage of the sheathing. The Zero Void®Fixed End, or Dead End, anchor can be push seated in the fabricator's plant or hand installed by using a Zero Vole anchor spring-loaded wedges in the field, thus eliminating pull seating of the fixed-end wedges and the need for a grease filled tube ube to protect the strand. The Zero Void°Nail-Less Pocket Former®was designed to eliminate the use of nails to fasten the stressing anchor to the edge form, eliminating staining of the concrete surface. The Zero vole System utilizes the GTl Plasma Cutter®to cut tendon tails after stressing. The GT!Plasma Cutter®generates a minimal amount of heat during cutting and has no effect on the heat treatment of the strand and the wedges compared to oxy-acetylene torch cutting, The GTI Plasma Cutter®quickly cuts the tendon tail to a precise length, unlike other methods, so that the Zero Void cap can be quickly and permanently locked in place. GTI's patented Zero Void® Grease Cap was createdo in hesepecially for the Zero Void® System. The cap is supplied as part of the Zero Void®system and is pre-filled with grease that is place by our patented clear membrane. The clear membrane will be broken by the cut tail of the PT tendon when the cap is locked into place. Once the clear membrane has been broken, the grease displaced by the tendon tail will fill the wedge cavity, further increasing the corrosion protection within the assembly. Our patented system consists of a cast anchor encapsulated in a thick(80 mu)polyethylene material with excellent chemical and cold temperature resistance. This hard coating makes the system more dependable than the ordinary epoxy coating that is currently available in the market today. GTI's Zero Void°System meets or exceeds the latest PT! &AC!requirements for mono-strand corrosion protection systems. The GTl Zero Void® System is a significant advancement in corrosion protection of unbonded tendons for post-tensioned concrete construction. 4-1,f91' " 4 . _ , ..„ US PATENT No.4,896,470;5,072.558:5,436,425;5,440,842;5,755,065;5,770,286; , 9,235;5,897,102:6,017,165,,6,151,850:6,176.051 5110 56S78A8N3D98F;058RE3IGN PATENTS PENDING 206314 6"Zero Void° , Fixed End 2063 Id - - '', Spring-Loaded Fixed End Translucent Seal 207102 1 ..et • Wedges 206302 206370 206307 si 7,, Zero Void°Cap Zero Void°Encapsulation Zero Void 6' i ' with Grease with '1%;•16.,tt . Encapsulation Spring-Loaded Wedges I 206314 206314 '-'1,-1-ww 7,„..,.. 6"Zero Void° 206307 6"Zero Void° ' Translucent Zero Void° Translucent Seal '", Seal Encapsulation ,..,, ... 1,,.. 206301 Zero Void° e 206358 Encapsulation N _ 1---*„' '''' ,,... Zero Void° Zero Void° Pocket Former .*-----7,--.....'N... 4%11P3-1VS"el- Intermediate Intermediate Coupler --,,447"..„, -4- "'-:2kwA Assembly 206314 6"Zero Voids r,V., 206350 intermediate Anchorage Translucent Seal Zero Void° -,... Intermediate -,- Coupler 206314 Assembly 6"Zero Vold° Detail- 206314 Translucent Sea/ Meta/Ring ----\) 6"Zero Voids with Groove Translucent 42k, li; 411,3k 1114"• ,,., \--- 206304 .,., Zero Voide .-,..•,,,-.,,...,...., Pocket Former' 206314 Iiiiii ,„ ‘Sv- , ' Mandrel 206303 6"Zero Void° ......; " Translucent Seal -- 201102 206301 Zero Void° Wedges Zero Void° Pocket former,2" 1 4.41N iSp Encapsulation (Plasma) 207301 64, ,4PZ Zero Void°Encapsulation w/Metal Ring(Oxyacetylene) 4e Stressing End 204303 f(61- Zero tlfe9Clear 206305 I 2"Pocket Pocket Former +.. A Zero yoke OECap Pocket Former with Grease 206302 Nut Zero Vold°Cap 05"Zero Void° with Grease 41110® - - Mono-Strand Corrosion Protection System with Zero Void°Coupler US PATENT No.4,896,470,5,072,558,5,436,425,5,440,842,5,755,065, 5,770,286,5,788,398,5,839,235,5,897,102,6,017,165,6,151,850;6,176,051 US&FOREIGN PATENTS PENDING 8/10 206414 6"Zero Volds Fixed End 206474 ' Spring-Loaded Translucent Seal s'ir 207202 Fixed End -44 Wedges sa,1111 9, , , 206209 206470 206401 _,,,, Zero Voids Clear Zero Voids Encapsulation Zero Voids (7---. ' D.E./LE Cap with Encapsulation ( with Grease Spring-Loaded Wedges „, 206414 '----:,, ,,,---;= . _ 206474 206401 6"Zero Voids I`I"---,, ir 6"Zero Voids Zero Voids ..., Translucent Seal Translucent Encapsulation Seal I-4k:I.,.,,,.,''-,,zzz. ,,,,, 4.4„ 206401 206458 Zero Voids . ---, °' Zero Voids i, Encapsulation 206450 _4,1:,,,,,,.1/4 ...-4144001, - Pocket Former, , ==00, NNIN, 0,1,..,,L. Intermediate Zero Voids --7: :Li:- - Intermediate Coupler Assembly --,fc7W 206474 6"Zero Voids 206450 Intermediate Anchorage Translucent Seal Zero Voids Intermediate Coupler 206474Assembly 6"Zero Void ;.• 206414 Translucent Seal Detail.' 6"Zero Voids 11 Metal Ring 206475 with Groove 7=-* ,,. Translucent Zero Voids Encapsulation (Tapped) 204212 Zero Voids 6"Zero Voids '-',.:•,'4-,„ '."*. I -':',' Pocket Former , 201202 Mandrel 206403 Translucent Seat ,, .,=-\ Wedges Zero Voids Pocket Former;2" 207401 Zero Voids Encapsulation w/Metal Ring(Oxyacetylene) 206209 7,/rI ''' Zero Voids Clear • -- Stressing End 204401 fr /7-- DE/LE Cap 4 ,_ ,, 206305 2"Pocket Former - with Grease Zero Voids I Pocket Former Nut 206209 Zero Voids Clear 06"Zero Void° D E/LE. Cap --' Mono-Strand Corrosion with Grease Protection System . .. - with Zero Voido Coupler US PATENT No.4,896,470;5,072,558;5,436,425;5,440,842;5,755,065; 5,770,286;5,788,398;5,839,235;5,897,102;6,017,165,6,151,850;6,176,051 US&FOREIGN PATENTS PENDING 5/10 GENERAL TECHNOLOGIES, INC. GUIDE GENERAL NOTES FOR THE ZERO VOID° ENCAPSULATED ANCHORAGE SYSTEM Version 20080626 The guide general notes below have been prepared to assist the Post-Tensioning Supplier in preparing their"General Notes"sheets to conform to the Zero Void° Encapsulated Anchorage System. The information contained herein is recommended to be included in General Notes or other similar documents as may be required. How the Post-Tensioning Supplier includes this information is their responsibility. Note that the General Notes of the Post-Tensioning Supplier should include more information than what is contained herein—this document only identifies those items related to GTI's Zero Void°Encapsulated Anchorage System. At a minimum there should be information regarding materials, fabrication, placement, stressing, and details. 1. ANCHORAGES 1.1. All anchorages shall meet the minimum requirements set forth in the American Concrete Institute Committee 318, Chapter 18, latest edition, (ACI-318)"Building Code Requirements for Reinforced Concrete", the American Concrete Institute Committee 423 (ACI-423) Document 423.7-07, "Specification For Unbonded Single-Strand Tendon Materials and Commentary", and the Post-Tensioning Institute (PTI) "Specification For Unbonded Single Strand Tendons". 1.2. Zero Void°Anchorage Configuration: 1.2.1. Fixed-End Anchorages shall consist of Zero Void°Encapsulated Anchor Casting, 6"Zero Void°Translucent Seal, GTI Sheathing Lock Wedges, Sheathing Lock, and Zero Void® Locking Cap with Grease (including compression gasket). 1.2.2. Stressing-End Anchorages (Plasma Cutting)shall consist of Zero Void®Encapsulated Anchor Casting, 6"Zero Void®Translucent Seal, GTI Wedges, and Zero Void°Locking Cap with Grease (including compression gasket). 1.2.3. Stressing-End Anchorages (Oxyacetylene Cutting)shall consist of Zero Void° Encapsulated Anchor Casting (Metal Ring), 6"Zero Void°Translucent Seal, GTI Wedges, and GTI Clear D.E./L.E. Cap with Grease (including o-ring). 1.2.4. Intermediate Anchorage (Coupler)in concrete pour shall consist of Zero Void° Encapsulated Anchor Casting, 6"Zero Void°Translucent Seal, Zero Void° Intermediate Threaded Barrel Anchor, GTI Wedges, and Zero Void°Temporary Intermediate Cap. The anchorage in the continuation pour shall consist of Zero Void°Temporary Intermediate Shipping Cap, Zero Void°Intermediate Encapsulation, Zero Void° Intermediate Spacer, and Zero Void®Intermediate Barrel Anchor, GTI wedges, and 6" Zero Void°Translucent Seal. 1.2.5. Intermediate Anchorage (Continuous Strand) in concrete pour shall consist of Zero Void° Encapsulated Anchor Casting, GTI Split Cable Seal, Zero Void° 12" Intermediate Tube with Adapter(consisting of GTI 12"Translucent Tube and Zero Void°Adapter), and wedges. The anchorage in the continuation pour shall consist of Zero Void°24" Intermediate Tube with Intermediate Cap and Adapter(consisting of Zero Void® Intermediate Cap [including compression gasket], Zero Void°Adapter, and GTI 24" Translucent Tube)and GTI Split Cable Seal. 2. SHOP INSTALLATION 2.1. Fixed-End Zero Void° Encapsulated Anchorages shall be "Push-Seated". 2.2. Plant procedures for installing Fixed-End Zero Void°Encapsulated Anchorages: 2.2.1. Assemble Fixed-End Anchor by inserting the 6"Zero Void°Translucent Seal into the Zero Void°Encapsulated Anchor. Use either a GTI Press or 6" hand installation tool to press large end of 6"Zero Void°Translucent Seal into Zero Void°Encapsulated Anchor. Make sure that the 6"Zero Void°Translucent Seal is fully inserted evenly into Zero Void° Guide General Notes for the Zero Void® Encapsulation System Version 20080626 Page 2 of 8 Encapsulated Anchor(tabs should be sticking through anchor slots). A GTI Zero Void® Seal Press is recommended for this step. 2.2.2. Install assembled Zero Void®Fixed-End Anchor in the Load Plate for Encapsulated Anchors installed on the GTI Push Seater with seal sticking out of the machine. Do not attempt to use GTI Push Seater without proper stressing load plate installed (injury or anchorage damage could occur). 2.2.3. Prepare the sheathed strand by stripping off approximately 2-1/2"of sheathing. Inspect strand end for any damage; there shall be no deformations, burrs, wire stick-out, uneven cuts, or other mis-cuts(tendon end must be flat and round). Do not continue until deformations are corrected. 2.2.4. Insert the prepared stripped tendon end through the 6"Zero Void®Translucent Seal and Zero Void®Fixed-End Anchor that is installed in the Load Plate for Encapsulated Anchors on the GTI Push Seater. The strand must be inserted into the magnetic Wedge Holder deep enough to make contact with the ram (approximately 5/8"). Place Sheathing Lock over end of sheathing so that body of Sheathing Lock goes over sheathing and lip is tight to cut sheathing. Place GTI Sheathing Lock Wedges on the exposed strand and against the magnetic Wedge Holder. Confirm that the strand is contacting the ram (push strand forward and hold until wedges seat in anchorage). 2.2.5. Engage the pump and seat the wedges to 85%of Minimum Ultimate Tensile Strength of the Strand, making sure to keep hands and fingers clear of the anchor, wedges, and moving piston (example: 1/2", 270ksi, low-relaxation strand, strand area 0.153si, seating piston area is 5.15si; gauge pressure = (270ksi x 1,000 Ibs/kip x 0.153si x 85%)=5.15si =6,818 psi (-6,800psi)gauge pressure. All fixed-end anchorages attached with GTI Push Seaters should be seated to 85%of Minimum Ultimate Tensile Strength of the Strand. It is the plant's responsibility to maintain equipment calibration on a regular basis (Note that equipment should be calibrated a minimum of every six months per PTI's Manual for Certification of Plants producing Unbonded Single Strand Tendons). 2.2.6. Prior to installing the Zero Void®Locking Cap with Grease, confirm that 1/2—5/8"of bare strand is sticking out from the seated wedges. If strand is less than 1/2"above wedges, remove anchor from the tendon and start over. 2.2.7. Prior to installing the Zero Void®Locking Cap with Grease, confirm that no strand wires are bulging between the wedges preventing proper seating of the wedges. If strand wires are bulging between the wedges remove anchor from the tendon and start over. 2.2.8. Inspect the Zero Void®Locking Cap with Grease and verify that the compression gasket is properly installed. 2.2.9. Install the Zero Void®Locking Cap with Grease by making a one-quarter turn using a 15/16" 12-point socket or 24mm 6-point socket with ratchet. Make sure that the cap is locked into position—the ribs on the cap align with the lugs on the anchor. 2.2.10.Store and protect tendon until placed at the job-site. 2.3. Plant procedures for installing Intermediate Zero Void®Encapsulated Anchorages (Coupler)on Continuation Tendons: 2.3.1. Assemble Intermediate Anchor on Continuation Tendon (Coupler)by inserting the 6" Zero Void®Translucent Seal into the Zero Void®Intermediate Encapsulation (housing). Use either a GTI Press or 6" hand installation tool to press large end of 6"Zero Void® Translucent Seal into Zero Void®Intermediate Encapsulation (housing). Make sure that the 6"Zero Void®Translucent Seal is fully inserted evenly into Zero Void®Intermediate Encapsulation (housing)(tabs should be sticking through anchor slots). A GTI Zero Void®Seal Press is recommended for this step. 2.3.2. Place assembled Intermediate Anchor(housing and seal)onto Continuation Tendon, seal first. Slide the Intermediate Anchor Assembly(housing and seal)down tendon approximately 12"to allow for push seating. 2.3.3. Prepare the sheathed strand by stripping off approximately 2-1/2"of sheathing. Inspect strand end for any damage; there shall be no deformation, burrs, wire stick-out, uneven Guide General Notes for the Zero Void®Encapsulation System Version 20080626 Page 3 of 8 cuts, or other mis-cuts (tendon end must be flat and round). Do not continue until deformations are corrected. 2.3.4. Install Zero Void®Intermediate Barrel Anchor in the Load Plate for Barrel Anchors installed in GTI Push Seater. Do not attempt to use GTI Push Seater without proper stressing load plate installed (injury or anchorage damage could occur). 2.3.5. Insert the prepared stripped tendon end through the Zero Void®Intermediate Barrel Anchor that is installed in the Load Plate for Barrel Anchors on the GTI Push Seater. The strand must be inserted into the magnetic Wedge Holder deep enough to make contact with the ram (approximately 5/8"). Place wedges on the exposed strand and against the magnetic Wedge Holder. Confirm that the strand is contacting the ram (push strand forward and hold until wedges seat in anchorage). 2.3.6. Engage the pump and seat the wedges to 85% of Minimum Ultimate Tensile Strength of the Strand, making sure to keep hands and fingers clear of the anchor, wedges, and moving piston (example: ' ", 270ksi, low-relaxation strand, strand area 0.153si, seating piston area is 5.15si; gauge pressure = (270ksi x 1,000 Ibs/kip x 0.153si x 85%)=5.15si = 6,818 psi (-6,800psi)gauge pressure. All anchorages should be seated to 85%of Minimum Ultimate Tensile Strength of the Strand. It is the plant's responsibility to maintain equipment calibration on a regular basis (Note that equipment should be calibrated a minimum of every six months per PTI's Manual for Certification of Plants producing Unbonded Single Strand Tendons). 2.3.7. Confirm that 1/2—5/8"of bare strand is sticking out from the seated wedges. If strand is less than 1/2"above wedges, remove anchor from the tendon and start over. 2.3.8. Pull the Intermediate Anchor Assembly(housing and seal)over the Zero Void® Intermediate Barrel Anchor and install the Zero Void®Intermediate Spacer. 2.3.9. Install the Zero Void®Temporary Intermediate Shipping Cap on the end of the Intermediate Anchor Assembly by screwing it in clockwise. 2.3.10.Store and protect tendon until placed at the job-site. 3. FIELD INSTALLATION 3.1. Stressing-End Zero Void®Encapsulated Anchorages (Plasma Cutting): 3.1.1. (6"Zero Void®Translucent Seals can be installed in the shop or in the field) Assemble Stressing-End anchor by inserting the 6"Zero Void®Translucent Seal into the Zero Void® Encapsulated Anchor. Use either a GTI Press or 6" hand installation tool to press large end of 6"Zero Void®Translucent Seal into Zero Void®Encapsulated Anchor. Make sure that the 6"Zero Void®Translucent Seal is fully inserted evenly into Zero Void® Encapsulated Anchor(tabs should be sticking through anchor slots). A GTI Zero Void® Seal Press is recommended for this step. 3.1.2. Drill 1"straight holes in the edge forms at center-line of each stressing-end tendon. 3.1.3. Insert Zero Void®Pocket Former Mandrel into wedge cavity of the Zero Void® Encapsulated Anchorage Assembly and turn clock wise to lock in place. 3.1.4. Place Zero Void®Pocket Former(Plasma)over Zero Void®Pocket Former Mandrel and position in proper orientation. Press Zero Void®Pocket Former(Plasma)onto Zero Void® Encapsulated Anchorage Assembly until it fully seats onto Zero Void®Encapsulated Anchorage Assembly. Note that the plasma torch discharge (sparks)comes out of the large end of the stressing pocket void; therefore, the Zero Void®Plasma Pocket Former must be positioned so that the discharge does not cause a safety hazard and the cut strand tail does not damage the torch head when severed. Please review the details below for proper positioning of the Zero Void®Plasma Pocket Former. Guide General Notes for the Zero Void®Encapsulation System Version 20080626 Page 4 of 8 t , i ° i ''. . -5-riarp, 1%.\\--- sovi\ ) _.............. „000__ e b...., ..4 .ii ... .. _,,,..„,„ i so_...._‘, 0 k\ 0/0 *VA fi‘ Acceptable Zero Void°Plasma Pocket Former Orientations 3.1.5. Push the remaining projection of the Zero Void°Pocket Former Mandrel through the 1" hole in the edge form and tighten with a Zero Void°Pocket Former Nut by turning clockwise (do not over tighten). 3.1.6. When a GTI Sheathing Stripper is used, tendon sheathing shall not be cut and removed until just prior to tendon stressing. 3.1.7. It is recommended that a GTI Bar Support be placed under the tendon near the Zero Void°Translucent Seal to prevent anchorage movement prior to concrete encasement. 3.2. Stressing-End Zero Void°Encapsulated Anchorages (Oxyacetylene Cutting—Metal Ring): 3.2.1. (6"Zero Void°Translucent Seals can be installed in the shop or in the field) Assemble Stressing-End anchor by inserting the 6"Zero Void°Translucent Seal into the Zero Void° Encapsulated Anchor(Metal Ring). Use either a GTI Press or 6" hand installation tool to press large end of 6"Zero Void®Translucent Seal into Zero Void° Encapsulated Anchor (Metal Ring). Make sure that the 6"Zero Void®Translucent Seal is fully inserted evenly into Zero Void®Encapsulated Anchor(Metal Ring)(tabs should be sticking through anchor slots). A GTI Zero Void°Seal Press is recommended for this step. 3.2.2. Drill 1" Straight holes in the edge forms at center-line of each stressing-end tendon. 3.2.3. Insert Zero Void°Pocket Former(Torch) into Zero Void°Anchorage Assembly with tapered end inside anchor casting. 3.2.4. Place Zero Void®Anchorage Assembly with GTI Pocket Former(Torch)through 1" hole in the edge form and securely fasten to formwork. 3.2.5. When a GTI Sheathing Stripper is used, tendon sheathing shall not be cut and removed until just prior to tendon stressing. 3.2.6. It is recommended that a GTI Bar Support be placed under the tendon near the Zero Void°Translucent Seal to prevent anchorage movement prior to concrete encasement. 3.3. Intermediate Zero Void°Encapsulated Anchorages (Coupler) in first pour: 3.3.1. (6"Zero Void°Translucent Seals can be installed in the shop or in the field) Assemble Stressing-End anchor by inserting the 6"Zero Void°Translucent Seal into the Zero Void° Encapsulated Anchor. Use either a GTI Press or 6" hand installation tool to press large end of 6"Zero Void°Translucent Seal into Zero Void°Encapsulated Anchor. Make sure that the 6"Zero Void°Translucent Seal is fully inserted evenly into Zero Void° Encapsulated Anchor(tabs should be sticking through anchor slots). A GTI Zero Void° Seal Press is recommended for this step. 3.3.2. Drill 1-1/4" straight holes in the edge forms at center-line of each tendon. 3.3.3. Insert Zero Void°Pocket Former Mandrel into wedge cavity of the Zero Void° Encapsulated Anchorage Assembly and turn clock wise to lock in place. 3.3.4. Place Zero Void®Intermediate Pocket Former(large diameter)over Zero Void°Pocket Former Mandrel and press Zero Void° Intermediate Pocket Former onto Zero Void° Encapsulated Anchorage Assembly until it fully seals onto Zero Void°Encapsulated Guide General Notes for the Zero Void® Encapsulation System Version 20080626 Page 5 of 8 Anchorage Assembly. Small diameter will go through edge form. Note that a Zero Void° Intermediate Pocket Former must be used. 3.3.5. Push the remaining projection of the Zero Void°Pocket Former Mandrel through the 1- 1/4" hole in the edge form. 3.3.6. Install Zero Void°Pocket Former Nut by turning clockwise (do not over tighten). 3.3.7. When a GTI Sheathing Stripper°is used, tendon sheathing shall not be cut and removed until just prior to tendon stressing. 3.3.8. It is recommended that a GTI Bar Support be placed under the tendon near the Zero Void°Translucent Seal to prevent anchorage movement prior to concrete encasement. 3.4. Intermediate Zero Void°Encapsulated Anchorages(Coupler) in continuation pour: 3.4.1. Note tendon in previous pour shall be stressed in accordance with Tendon Stressing prior to proceeding. 3.4.2. Tendon tails shall be removed using plasma cutting or a cut-off saw after the Engineer has given approval prior to proceeding. Cutting with an Oxyacetylene Torch is prohibited with Intermediate Zero Void°Encapsulated Anchorages(Coupler) 3.4.3. Continuation Tendon will have Zero Void° Intermediate Encapsulation Anchorage Assembly installed with Zero Void° Intermediate Shipping Cap fixed to anchorage. 3.4.4. Remove Zero Void° Intermediate Shipping Cap and inspect as follows: 3.4.4.1. Remove Zero Void° Foam Spacer from Zero Void° Intermediate Encapsulation Anchorage Assembly. 3.4.4.2. Slide the encapsulation (housing and seal)down over the strand and inspect the Zero Void°Barrel Anchor that is located inside the encapsulation. 3.4.4.3. Confirm that the wedges are properly seated in the Zero Void°Barrel Anchor and 1/2"—5/8" of strand is sticking out from the wedges. 3.4.4.4. If Zero Void°Barrel Anchor looks correct, slide encapsulation (housing and seal) back into place and reinstall Zero Void®Foam Spacer. 3.4.4.5. If Zero Void°Barrel Anchor looks defective, DO NOT INSTALL TENDON. Call post-tensioning supplier for instructions. 3.4.5. After completion of inspection, the Continuation Tendon is ready to be attached to the tendon stressed in previous pour. 3.4.6. Remove Zero Void°Temporary Intermediate Cap from the tendon stressed in the previous pour and confirm there is no damage to the threads of the Zero Void°Threaded Barrel Anchor. 3.4.7. Attach the Zero Void°Encapsulation by tightening clockwise until both Encapsulations make contact. Hand tighten only. Inspect to confirm that the step on the encapsulation housing fits completely inside the concrete of the previous pour. 3.4.8. Roll out tendon in continuation pour. 3.4.9. After tendon has been rolled out and profiled but prior to concrete placement, return to intermediate and confirm that all Zero Void°components are tight. 3.5. Intermediate Zero Void°Encapsulated Anchorages (Continuous Strand) in first pour: 3.5.1. Zero Void°Encapsulated Anchor Casting and Zero Void° 12" Intermediate Tube with Adapter should be located on the fabricated tendon at the approximate location of the construction joint. 3.5.2. Confirm that the Zero Void°Encapsulated Anchor Casting and Zero Void° 12" Intermediate Tube with Adapter are securely assembled; if not, securely assemble. 3.5.3. Drill 1"straight holes in the edge forms at center-line of each tendon. 3.5.4. Insert Zero Void°Intermediate Split Pocket Former into Zero Void°Anchorage Assembly with tapered end inside anchor casting and attach Zero Void®Anchorage Assembly to edge form. 3.5.5. Install a GTI Split Cable Seal on the end of the Zero Void° 12" Intermediate Tube with Adapter and inject pt coating (grease) into the Zero Void° 12" Intermediate Tube with Adapter to remove all air voids. 3.5.6. When a GTI Sheathing Stripper°is used, tendon sheathing shall not be cut and removed until just prior to tendon stressing. Guide General Notes for the Zero Void®Encapsulation System Version 20080626 Page 6 of 8 3.5.7. It is recommended that a GTI Bar Support be placed under the tendon near the Zero Void® 12" Intermediate Tube to prevent anchorage movement prior to concrete encasement. 3.6. Intermediate Zero Void® Encapsulated Anchorages (Continuous Strand) in continuation pour: 3.6.1. Note tendon in previous pour shall be stressed in accordance with Tendon Stressing before proceeding. 3.6.2. Zero Void®24" Intermediate Tube with Intermediate Cap and Adapter should be located on the fabricated tendon at the approximate location of the construction joint. 3.6.3. Confirm that the Zero Void®24" Intermediate Tube with Intermediate Cap and Adapter are securely assembled; if not, securely assemble. 3.6.4. Attach Zero Void®24" Intermediate Tube with Intermediate Cap and Adapter to Zero Void®Anchorage Assembly stressed in previous pour by making a one-quarter turn using a GTI Spanner Wrench (alternately a 1-1/4" open-end wrench may be used). Make sure that the cap is locked into position. 3.6.5. Confirm that there is a minimum of 4"overlap from end of sheathing to end of Translucent Tube. If not, call post-tensioning supplier for instructions. 3.6.6. Install a GTI Split Cable Seal on the end of the Zero Void®24" Intermediate Tube with Intermediate Cap and Adapter and inject pt coating (grease)into the Zero Void®24" Intermediate Tube with Intermediate Cap and Adapter to remove all air voids. 3.6.7. Roll out tendon in continuation pour. 4. PREPARATION FOR STRESSING AND STRESSING 4.1. Zero Void®Pocket Former(Plasma) Removal: 4.1.1. After edge forms are removed, grab the shaft of the Zero Void®Pocket Former Mandrel, turn counter clockwise, and pull out to separate the Zero Void®Pocket Former Mandrel and Zero Void® Pocket Former/Zero Void®Intermediate Pocket Former from the Zero Void®Encapsulated Anchor. 4.1.2. Save Zero Void®Pocket Former Mandrel, Zero Void®Pocket Former/Zero Void® Intermediate Pocket Former, and Zero Void®Pocket Former Nut—all parts are reusable. 4.1.3. Inspect anchor and especially wedge cavity for concrete, concrete slurry, and/or debris. If concrete, concrete slurry, and/or debris are present, remove prior to striping sheathing and/or stressing. 4.2. Zero Void®Pocket Former(Torch) Removal: 4.2.1. After edge forms are removed, grab the shaft or fins of the Zero Void®Pocket Former (Torch)and twist and pull away from slab edge to separate the Zero Void®Pocket Former(Torch)from the Zero Void®Encapsulated Anchor(Metal Ring). 4.2.2. Save Zero Void®Pocket Former(Torch)—it is reusable. 4.2.3. Inspect anchor and especially wedge cavity for concrete, concrete slurry, and/or debris. If concrete, concrete slurry, and/or debris are present, remove prior to striping sheathing and/or stressing. 4.3. Sheathing Removal using GTI Sheathing Stripper®: 4.3.1. The GTI Sheathing Stripper®cannot be used on tendons having a diameter larger than 0.665" (strand plus grease plus sheathing). 4.3.2. The GTI Sheathing Stripper®should be inspected periodically during use for any buildup of materials between the blade and the cutter head. Remove blade and clean out blade slot as needed. Replace cutting blade as needed when dull. 4.3.3. Wedge cavity must be free of concrete, concrete slurry, and/or debris for the GTI Sheathing Stripper®to work properly(and for proper stressing). Do not use the GTI Sheathing Stripper°to remove concrete, concrete slurry, and/or debris—this will damage the tool. 4.3.4. Push the GTI Sheathing Stripper°into wedge cavity until it stops. 4.3.5. Once the GTI Sheathing Stripper®is properly inserted, rotate clockwise two to three turns. The first one to two revolutions will draw the GTI Sheathing Stripper fully into the Guide General Notes for the Zero Void®Encapsulation System Version 20080626 Page 7 of 8 anchor and a final revolution will cut the sheathing after the GTI Sheathing Stripper has bottomed out. 4.3.6. Leave the GTI Sheathing Stripper in place—do not pull out. Grab the sheathing, twist, and pull back sheathing several inches before removing the GTI Sheathing Stripper°. 4.3.7. Pulling the GTI Sheathing Stripper®out of the anchor prior to pulling sheathing back could result in damage to the blade tip thus reducing the life of the blade. 4.3.8. Using the GTI Sheathing Stripper°to move the cut piece of sheathing can damage the blade thus reducing its life. 4.3.9. If for any reason the tool needs to be removed from a partially cut strand, simply "unscrew" it(turn out counter clockwise). 4.4. Sheathing Removal using other methods: 4.4.1. Remove sheathing to the proper depth of the wedge cavity. 4.4.2. Sheathing must not interfere with wedge seating. 4.4.3. If sheathing was precut prior to concrete placement, twist sheathing and pull off. 4.5. Tendon Stressing: 4.5.1. Remove excess grease and/or dirt from stressing tails. 4.5.2. When using a Zero Void° Intermediate Anchor(Coupler), check to make sure there is a recess into the first pour for seating of coupler encapsulation. Remove Barrel Anchor Thread Protector to inspect Zero Void°Threaded Barrel Anchor threads for damage prior to installation. If damaged, do not install; replace with undamaged Zero Void°Threaded Barrel Anchor. Install the Zero Void°Threaded Barrel Anchor over the strand and onto the Zero Void° Encapsulated Anchor Casting. 4.5.3. Install wedges in proper orientation and hand seat. 4.5.4. Apply an elongation reference mark. 4.5.5. Confirm concrete is up to required strength before stressing. 4.5.6. Stress tendon to 80%of Minimum Ultimate Tensile Strength of the Strand (or as noted on approved Installation Drawings). 5. TENDON FINISHING 5.1. Tendon Tail removal using GTI Plasma Cutter: 5.1.1. Confirm that the Engineer has given approval to cut the tendon tails before proceeding. 5.1.2. Set up the GTI Plasma Cutter following the instructions provided with the equipment. 5.1.3. Plasma Shield is not required when using the GTI Plasma Cutter at Zero Void° Intermediate Anchorage (Coupler). When Shield is removed for plasma cutting at Zero Void®Intermediate Anchorage (Coupler), do not allow Torch Head to touch strand (keep 1/8" away during plasma cutting). Check the Torch for proper assembly and appropriate front-end torch parts. Replace all worn parts before use. 5.1.4. The Cable Clamp must be firmly attached to the end of the tendon tail prior to starting the cutting process. 5.1.5. Place the Shield around the strand and slide the Torch and Handle into the stressing pocket void. Note that the plasma torch discharge(sparks)comes out of the large end of the stressing pocket void; therefore,the Zero Void°Plasma Pocket Former must be positioned so that the discharge does not cause a safety hazard and the cut strand tail does not damage the torch head when severed. 5.1.6. When the Shield has bottomed out in the pocket former void at the face of the Zero Void° Encapsulated Anchor, start the cutting process by rotating the Torch Head to one side of the strand and press the trigger on the Torch Handle. Note start the cut from the solid side of the Shield and rotate towards the open slot. Compressed air should start coming out of the nozzle and in approximately three seconds an arc will start the cutting process. Rotate the Torch Head across the strand until the cable has been cut. This will take about three to five seconds. (If flare-up occurs in the pocket former void, leave torch head in the pocket former void an additional one to three seconds so that air extinguishes the flare-up). Guide General Notes for the Zero Void®Encapsulation System Version 20080626 Page 8 of 8 5.1.7. The GTI Plasma Cutter should cut the tendon tail so that 1/2—3/4"of bare strand is sticking out from the seated wedges. 5.1.8. The Torch's consumable life will be extended if the cutting process is done in one pass. 5.2. Tendon Tail removal using Torch: 5.2.1. Confirm that the Engineer has given approval to cut the tendon tails before proceeding. 5.2.2. Set up the torch following the instructions provided with the equipment. 5.2.3. The torch should cut the tendon tail so that 1/2—3/4" of bare strand is sticking out from the seated wedges. 5.2.4. Do not damage the tendon, wedges, or plastic encapsulation by excessively heating strand. 5.3. Installing Zero Void°Locking Cap with Grease(including compression gasket): 5.3.1. Install Zero Void°Locking Cap with Grease (including compression gasket)within 24 hours of cutting tendon tail. 5.3.2. Prior to installing the Zero Void°Locking Cap with Grease, confirm that 1/2—3/4"of bare strand is sticking out from the seated wedges. 5.3.3. Inspect the Zero Void°Locking Cap with Grease and verify that the compression gasket is properly installed. 5.3.4. Install the Zero Void°Locking Cap with Grease (including compression gasket) by making a one-quarter turn using a 15/16" 12-point socket or 24mm 6-point socket with ratchet. Make sure that the cap is locked into position—the ribs on the cap align with the lugs on the anchor. 5.4. Installing GTI Clear D.E./L.E. Cap with Grease(including o-ring): 5.4.1. Install GTI Clear D.E./L.E. Cap with Grease (including o-ring)within 24 hours of cutting tendon tail. 5.4.2. Prior to installing the GTI Clear D.E./L.E. Cap with Grease, confirm that 1/2—3/4"of bare strand is sticking out from the seated wedges. 5.4.3. Inspect the GTI Clear D.E./L.E. Cap with Grease and verify that the o-ring is properly installed. 5.4.4. Install the GTI Clear D.E./L.E. Cap with Grease (including o-ring) by taping it into the Zero Void°Encapsulated Anchor Casting (Metal Ring)so that the outer lip properly seats. Make sure that the cap is locked into position. 5.5. Installing Zero Void°Temporary Intermediate Cap: 5.5.1. Install Zero Void°Temporary Intermediate Cap within 24 hours of cutting tendon tail. 5.5.2. Prior to installing the Zero Void°Temporary Intermediate Cap, confirm that 1/2—3/4"of bare strand is sticking out from the seated wedges. 5.5.3. Remove Barrel Anchor Tread Protector and install the Zero Void°Temporary Intermediate Cap by taping it onto the Zero Void°Encapsulated Anchor Casting. 5.5.4. The Zero Void°Temporary Intermediate Cap will protect the threads on the Zero Void° Intermediate Threaded Barrel Anchor until continuation pour tendon is installed. Gil Dimon-Sorted Cut Sheets REV DESCRIPTIRI DATE APPROVED 1.200 [30.481 7° 0 © GENERAL TECHNOLOGIES, INC. 1995. ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL, IN ANY FORM, IS STRICTLY PROHIBITED. &LESS OTIERVISE SPECIFIED, • ov TOLERANCES ARE AS Fois. • C GENERAL TECHNOLOGIES,INC. ANGULAR :OS• _ _----_--.-- INCHES INILDETERSI x .02 X ±45 T"`� . 0.5 ±0.6 WEDGE, 2 PIECE, .5', 1,2' LONG xxx ,m5 XXR t Da .> ±ADI > t 0A25 DRAWN DATE MENU BP 1/25/18 OWED DATE DWG ND c201115 �W APPROVED DATE SIZE A SCALE 2x st€s 1 or REV DESCRIPTION DATE APPROVED Ll Cu LJ O O 1,201 [30.50] © GENERAL TECHNOLOGIES, INC. 1995. ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL, IN ANY FORM, IS STRICTLY PROHIBITED. UNLESS OTHERWISE SPECIFIED, • TOLERANCES ARE AS FOLLOWS: 41C GENERAL TECHNOLOGIES, INC. ANGULAR± 0.5* i INCHES [MIUMETERS] TTILE .X 3 .02 X t 0.5 .XX .O, X.X 0.25 GTI Si -05, 2 PC WEDGE, 1.2" LG .XXX f .005 X.XX t 0.1 .XXXX f .00i X.XXX± 0.025 DRAWN DATE ASSEMBLY CHECKED DATE DWG NO. REV c201515 APPROVED DATE SIZE A SCALE FULL SHEET 1 OF 1 REV DESCRIPTION I DATE APPROVED f1,201 C30,5Ji I C71T� 0,063 C1,61 _-_-_- 01,000 t[25 %so © GENERAL TECHNOLOGIES, INC. 1995. ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL, IN ANY FORM, IS STRICTLY PROHIBITED. UNLESS OTHERWISE SPECIFIED, • TOLERANCES ARE AS FOLLOWS: fiC GENERAL TECHNOLOGIES, INC. ANGULAR± 0.5 i INCHE* 02 VIIUMETEROS7 2—PC 1.5" WEDGE .XX * .01 XX.X ± 0.25 .XXX t .005 X.XX t 0.1 W/CLIP RING .XXXX t .001 X.XXX t 0.025 DRAWN DUDE ASSEMBLY BP 5-14-19 CHECKED DATE DWG NO. REV c201518 APPROVED DATE - SIm A SCALE FULL SHEET 1 OE 1 ICI INOCISIXON I ME I ("...... ...."' ......... .. I M_ @ I i 3.221 [81,8] JJ ® GEIIRAL TECHNOLOGIES,INC.1995 ALL RIGHTS RESERVER COPYING IF THIS MATERIAL,IN ANY FOBBI,IS STRICTLY PROHIBITER tun s NE As MUM CT GENERAL TECHNOLOGIES,INC. MUM IT CI XX S 125 Pocket Fortier ... as cm:aces a"` `GTI ,5', ZERO VOID,MR, T/PS SHANK • ., aRa, r c204331 as B Isom id Iam I al 1 IRS I DESCRIFTON , an I .mokew CUa C I Na !i T o H w - 7zi, i , � 3,882 [98,6] \ ® GENERAL TECHNOLOGIES,INC.1995.ALL RIGHTS RESERVEQ COPYING OF THIS MATERIAL,IN ANY FORM,IS STRICTLY PROHIBITED. 21122142 MAIM UREA NE a MD. GENERAL TECHNOLOGIES.INC. DOR omn[rmn IX =A 22 _� 30Tocket Former Ad :.aos IAI x U MOW Nam MR GTI ZERO VOID PS STEM 'w c204332 . ,R. 8 1mu le km I v I I^e'I DESCRIPTION I ME I /MOM 4.751 1120,7] Al/r ///' 7 I. M-ia co v I I .--joierr / \N\\ \ I) % / // ® GENERAL TECHIROGIES,INC.I995.ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL,IN ANY FORA,IS STRICTLY PROHIBITED. MISS onuvoE a m Eu , 115 RAW,NE Ni M IMS �T GENERAL TECNNOLOCNES,INC. I IMIM s 1S YOI Om5IIERfJ `X o025 s 45Tocket Former 5205 s MI =0:oars Na J ; MOO .,E Mp" mom . GTI ZERO VOID PS STEM OR c204333 Mvv x,E az B Isms I.. 1 of 1 REV I DESCRIPRON I DATE I APPROVED f 01.320 [33.53] i , JI N O o 7' //V I P L 40P GREASE 1 ~1 © GENERAL TECHNOLOGIES, INC. 1995. ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL, IN ANY FORM, IS STRICTLY PROHIBITED. UNLESS OTHERWISE SPECIFIED, TOLERANCES ARE AS FOLLOWS: �� GENERAL TECHNOLOGIES, INCAN . INCHES 02 0.5LAR* viumETERS7 .10C * .01 X.X *0.25 END CAP .XXX * .005 X.XX *0.1 .XXXX* .001 X.XXX* 0.025 A55EMBee DRAMA 0.B. 03/05/04 CHECKED DAZE DWG HO. REV 206109 A APPROVED DATE SIZE A SCALE 2:1 SHEET 1 OF 1 REV DESCRIPTION DATE APPROVED 5.836[148.2] f I 1�/ / //// //// / I 1/ ;HL jIIu I I _ _ I _ _N I II II I I / II/ /! // //// // / 1 I • � © GENERAL TECHNOLOGIES,INC.1995.ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL,IN ANY FORM,IS STRICTLY PROHIBITED. UNLESS TOLER NOCESE ARE S SPECIFIED,ASEOUOWS: �� GENERAL TECHNOLOGIES,INC. ANGULAR XGS INCHES VAIUMETGRST mLE 4100 *GI G 0.3 T OA .5"ZV SEAL,TRANSPARENT 25 .sssrnnr '''' PP on6/13/18 CHFCgE0 `" Pw`N` c206314 H APPROVED D. s. B I.,.E 1:1 FHA, 1 VT 1 REV DESCRIPTION DATE APPROVED —.NM—J 1,039 [26.4] - ilk Fr // !(--1.* \ ,--, 1611 �a ,�01 ) CUo ,,,, ,L. 1 , , „ii, .14,,,„. .......... ,... __J 4(4/( 1111 ' i © GENERAL TECHNOLOGIES, INC, 1995, ALL RIGHTS RESERVED. • COPYING OF THIS MATERIAL IN ANY FORM, IS STRICTLY PROHIBITED. �� , UNLESS OTIERVISE SPECIFIED, p TOLERANCES ARE As FaLOV9 �� GENERAL TECHNOLOGIES, INC. ANr0EAR ti.02 as INCHES CHIMERS] TINF �I I 0,5 x x A ZV DE CAP, SHIRT, W/GREASE �\� xoo oB xaaa 13es / Assn \� �� BP DATE 13/19 206333 CLUMP DATE IG c206332 7 APPROVED DATE sMEE A RULE 211 SLEET 1 LE 1 R. DESCRIPTION DATE APPROVED • (7.374[187.3]) (1 1.353[288.4] • r e � 1 I, (5.188[131.8]) (246329) 206350 -(02.566[65.2]) LsN 11 © GENERAL TECHNOLOGIES,INC.1995.ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL,IN ANY FORM,IS STRICTLY PROHIBITED. UNLESS OTHERWISE SPEC.. TOLERANCES ARE AS FOLLOWS: C. • GENERAL TECHNOLOGIES,INC. ANGULAR INCHES (MILIMETERSI .x '01 xR X0.25 .5'ZV INTERMEDIATE ENCAP ASSY t:U05xxxtU.l xxx t.001 X.XXX 1OARSDRA nssF�neLr N PP u"S/13/19 CHECKED DAT oW No c206350REV APPROVE, DALE SUE B I sc 1:4 I s" I > 1 DISC ka 2P.IE iI PR.VHU '4111A. K..,_,_ 2.391 [60.7] ,-11.-- allill , / / / / , , i_____ f/ / / / i O N 1 Lri u / 0 / / N t > / / / / /.i © GENERAL TEC HNOLOGIES, INC. 1995. ALL RIGHTS RESERVED COP"NG OF THIS MATERIAL, IN ANY PORN, IS STRIC RLY RRC-1IBI-ED. _II_Ess c IcrwlsE sr_cI-I_D • -cn rr-.c , Az A I, ,,AD. � GENERAL TECHNOLOGIES,INC. ANC.' AR f ,1— INC I-ES [WI I\IFTFR, IIII- Xxxx< t X. t . 5 "ZV I \TER , CAD LT r<X<± > X_X I 11/IVIC r r-E y EL -A-r r- c206364 A -F=HD NJ E _IZE ,\ _cA_L FJLL EHLEI 1 1 L"l MESCRIPTD1 I OW I APPRWED 0 _ -1,497 138.02] 7 1 1 I I 14111 I .iii.:::41040011 la INV I CO © GENERAL TECHNOLOGIES, INC. 1995. ALL RIGHTS RESERVED. COPYING OF THIS MATERIAL, IN ANY FORM, IS STRICTLY PROHIBITED. MESS OTIERVISE SPECIFIED, TELERNICES APE AS GENERAL TECHNOLOGIES, INC. APt#LAR f as• EN nroEr METERS] niu x :,02 x :as Xa : _ 5" ZV INTER, EXT, LT MOW wAini BP ME03/19/19 — MOD MTE NG m c206365 A APFlM'D MXE six A scut 112 s1Etr I a- 1 REI. DESCRIPTION DATE APPROVED 2.43[61.7] - 1 rm_ i�� JO% 'O li 1r' II f�"4 u �`i� Ii Ill-® 1 11 I 141 I 1 ih ; 1 O STAF+,TEXAS (T \ I I ! o:'Mr��,I °: IlCO i T/�� ! uos MIME �� I \� i/ CH to I, �'�_Cl 11'110.10 n CO \�� 1 I , I US PATENT u 4 T Ill www. net/ I1n 'p 11 ,e. PC7Y T hnl JP 1 1 BM ,.. _,_ , __ i Ip.21 - 2.617[66.5]-- to ' ty4' �� tom,°:, � 14. (04' 1. ,,, II� , m % © GENERAL TECHNOLOGIES,INC 1995 ALL RIGHTS RESERVED. C COPYING OF THIS MATERIAL,IN ANY FORM,IS STRICTLY PROHIBITED. �® I UNLESS eRAOTHERWISE �`"aE A SPECIFIED. o iow°s: �� GENERAL TECHNOLOGIES,INC. ANGULAR t0.5° pow, IrvCH6+ ImILReFEDR'IS ♦ttcmeiv .0, o•z �5"Z—VOID ENCAPSULATION �"'" I3I °X"iv2ula 5"ZERO VOID SYSTEM ,` \ ° DATE `` c246301 ,rrxo�w oATe sue B I seas 1:2 15,EE 1 OF I RES DESCRIPTiori DATE _YR„u_ 2.43[61.7] // �� ,;1 IPcf, Q r Ili 1III ► 1 �, ��r"�'�� u-�� IN _ 1 1 101 I 1 It O SUna�u.TIXAS i ,"\, %Tr Oa SI 11%,11‘111'!9,1,/ .G. thi, „.....4^,a,magut. LI!p!!111J1 CO www.pii-usa.net/ OI O ,u1 O', �= patellb.snhnl ‘',..:-/—----1-----—J. 1 05 11 2.627[66.7]- ,1 4 141k I� ` c I�0 `�© N oNGUUR XMILWFEPSI I i x °s .5"Z-VOID ENCAPSULATION 1.015 =Dots .,��. tO \ D®N' w 11/21/18 .5"ZERO VOID SYSTEM c247301 V .vwo�® Dore sue B I scue I Is"' 1 ' 1 Information To Build On Engineering•Consulting• Testing REPORT OF HYDROSTATIC TEST Tested for: General Technologies, Inc. Project Name: GTI 0.5" Zero Void Encapsulation 13022 Trinity Drive Torch SE, Threaded Ring, 6" Seal Stafford, Texas 77477 Date: September 20, 2016 PSI Project No.: 0204601-65 On August 26 and 27, 2016, a representative of Professional Service Industries, Inc. (PSI) arrived at General Technologies, Inc. (GTI)to witness water tightness testing of the GTI 0.5" Zero Void Encapsulation System—Torch Stressing-End, Threaded Metal Ring with 6" Seal and a standard sheathing overlap. The results of the inspection are as follows: On August 26, 2016, a PSI Technician witnessed the submersion of three test specimens per GTI Hydrostatic Testing Procedures, Ver. 160408 (Attachment A). Three test specimens labeled Group D consisting of the following components were assembled and then submerged: Group D • 207501, .5 Z-VOID ENCAPSULATION, METAL RING, THREADED. • 207336, .5" Z-VOID THREADED CAP Live End W/GREASE (without grease) • 206314, .5"Z-VOID SEAL 6" TRANSPARENT. • 201515, 2-PIECE WEDGE • 0.5" Coated Strand The PSI Technician verified that strand-end of the test specimen was wax sealed to prevent water contamination, the anchorage cap was installed, and the water filled pressure vessel had a red colored dye in the water. After full submersion of all test specimens, the water Pressure was set for 10PSI as confirmed by the calibration sheet attached in Attachment B. Test specimens were submerged at 12:25 pm and must be held for a period of no less than 24 hours. On August 27, 2016, a PSI Technician witnessed the removal of three test specimens from the water bath after a 24-hour hold period at 12:25 pm. All excess water on the surface of the test specimens was dried off to prevent water contamination during examination. The three test specimens were disassembled and examined. The PSI Technician visually verified that there was no visible water intrusion into the anchorage system. Results of Hydrostatic Test Conducted August 26 to 27, 2016 Water Submersion Specimen ID Pressure Time Observations Group D-1 10 psi 24-hours No Visible Water Penetration Group D-2 10 psi 24-hours No Visible Water Penetration Group D-3 10 psi 24-hours No Visible Water Penetration Professional Service Industries,Inc.•1413 West Barbours Cut Blvd•La Porte,TX 77571 •Phone 281/471-2900•Fax 281/471-2956 Hydrostatic Testing: PSI Project No.: 0204601-65 GTI 0.5"Zero Void Encapsulation System Torch SE, Threaded Ring, 6" Seal Figure 1 —Test specimens prior to submersion and after disassembling _ zi I 1 k Group D Tested August 26 to 27, 2016 PSI Technician: Ruben Andrade Test Procedures: GTI Hydrostatic Testing Procedures, Ver.160408 (Attachment A) CONCLUSIONS The GTI 0.5"Zero Void Encapsulations remain water-tight— no visible water intrusion into the anchorage system —when tested in accordance with GTI Hydrostatic Testing Procedures, Ver. 160408 thus meeting the requirements of ACI and PTI. QUALIFICATION The services performed by PSI were performed in accordance with our proposed scope of services and the standard of care as practiced by professionals performing similar services in this geographic locale. Our testing and observations were performed on a full time basis during testing. No other warranty or guarantee is expressed or implied. This report may not be copied, except in the entirety, without the expressed written permission of PSI. If you have any questions or require any additional information, please contact us at your convenience. Respectfully submitted, Professional Service Industries, Inc. Michael D. Phares, NDE District Manager riri=gt...±11 Page 2 Attachment A-1 GENERAL TECHNOLOGIES, INC. Aor GTI HYDROSTATIC TESTING PROCEDURES Version 160408, Appendix "A" Objective To define the process for performing Hydrostatic Testing of Encapsulated Systems. Purpose To maintain consistent testing procedures which follow the requirements of the American Concrete Institute(ACI)and the Post-Tensioning Institute (PTI)for Hydrostatic testing of encapsulated anchorage systems. Documents are ACI 423.7-14, Specification for Unbonded Single-Strand Tendon Materials and PTI M10.2-2000, Specification For Unbonded Single Strand Tendons. Requirements The following are excerpts from ACI 423.7-14 (PTI requirements are similar) identifying the requirements: 9.3—Encapsulated systems The encapsulation assembly shall remain watertight when tested and subjected to a uniform hydrostatic pressure for a period of 24 hours in accordance with 9.6. The following minimum uniform hydrostatic pressure shall be used in the test: a) For applications governed by ACI 318: 1.25 psi (8.6 kPa) b) For applications governed by ACI 350: 10 psi (68.8 kPa) 9.6—Hydrostatic test 9.6.1 Representative couplers and anchorages shall be tested to verify a watertight encapsulation of prestressing steel and all connections in conformance with 9.6.1.1 through 9.6.1.3. Three tests are required for each assembly with all three passing for the system to pass. 9.6.1.1 Anchorages shall remain watertight when tested and subjected to a hydrostatic pressure of no less than that specified in 9.3 for a period of 24 hours. 9.6.1.2 Representative samples from production runs, selected and assembled by the manufacturer, shall be used in testing. Stressing, intermediate, and fixed anchorage assemblies shall each be tested. 9.6.1.3 During the testing procedure, the following steps are required to detect the presence of moisture: a)Add white pigment to the post-tensioning coating b) Use a colored dye in the water that will contrast with the white color of the post-tensioning coating c)After 24 hours, the encapsulation system shall be removed and the color of the coating shall be noted. No colored dye staining inside the encapsulation system anywhere on the white PT coating is permissible. Procedures The following procedures show how to perform the hydrostatic testing of the General Technologies, Inc. encapsulation post-tensioning anchorage systems. 1. Components 1.1. Randomly select components from production lots. Attachment A-2 1.2. At intermediate anchorages, the tube length can be modified to fit into the water bath since the seal of the anchorage is being tested. 1.3. Obtain coated strand sample from a post-tensioning supplier. 1.3.1. Confirm that coated strand meets PTI requirements for sheathing and pt coating thickness. 1.3.2. Maintain records of strand details and thickness. 2. Assemble components into test assemblies utilizing same procedures that are used in the field. 2.1. Use white pigment in all the post-tensioning coating utilized in assembling the components. 2.2. Confirm that all components required for the anchorage system are used (fixed-end, intermediate, and stressing-end). 3. Additional procedures used to finish off test assemblies. 3.1. Apply and seal a strand cap to exposed ends of post-tensioning strand to prevent contamination of the test assembly through water migration up the strand. 3.2. Seat wedges in the test assemblies so there is no accidental movement of the strand relative to the anchor. 4. Submerge and maintain test assemblies in water bath. 4.1. Water to contain a dye that will contrast with the white pigmented post-tensioning coating. 4.2. Maintain test for a minimum of 24 hours 4.3. Maintain test assemblies in the pressure pot, at a minimum of 1.25 psi (8.6 kPa), 2 psi (13.76 kPa), 5 psi (34.4 kPa)or 10 psi (68.8 kPa)as the test requires. 5. Remove test assemblies from water bath. 6. Disassemble test assemblies. 6.1. Look for any water intrusion into the anchorage system. 6.2. Look for staining of the white pigmented post-tensioning coating. 6.3. Confirm that all components required for the anchorage system were used (fixed-end, intermediate, and stressing-end). Metrics Verification of the following is required to successfully pass the test: 1. Length of elapsed time at the minimum depth is greater than 24 hours 2. Record pressure of the test assemblies in the water bath insuring it is equal to or greater than the minimum of 1.25 psi (8.6 kPa), 2 psi (13.76 kPa), 5 psi (34.4 kPa)or 10 psi (68.8 kPa)as the test requires. 3. No colored dye in the water stains the white pigmented post-tensioning coating 4. Identification of component parts Reporting The independent testing laboratory shall write a report confirming the results of the tests that they verify. The test report shall include descriptions of the tests and procedures (identifying this procedure in the test report will satisfy this requirement). The test report shall identify all of the components, the test assemblies, and whether the assemblies were fixed-ends, intermediate anchorages, or stressing ends. The test report shall contain pictures of the tests as necessary for a clear understanding of the tests. The test report shall indicate whether each test assembly passed or failed the based upon the requirements of PTI and ACI. GTI Hydrostatic Testing Procedure Page 2 Ver. 160408 Attachment B-1 Pressure Gauge Calibration Report CR-8.11 Rev.B f7ch Cal Report Number: 81084 Established 1984 CERTIFICATE OF CALIBRATION Ashcroft Pressure Gauge , S/N#: 63257-01 30.00 PSI Capacity with 1.00 PSI Subdivisions Issued To: General Technologies, Inc. Stafford, TX This instrument has been tested and calibrated in accordance with Technology & Calibration's procedure, WI-8.11, Latest Revision with Pressure measuring instruments certified to N.I.S.T. traceable standards. This calibration is in conformance with Technology & Calibration's Quality Assurance Program, ANSI/NCSL Z540.1 and ISO 10012-1. Environmental conditions during calibration are 72 degrees F +/- 4 degrees F and less than 65%relative humidity. The collective uncertainty of the measurement standard does not exceed 25%of the acceptable tolerance for each characteristic of the measuring and test equipment being certified. PO Number: 515948 Work Location: TechCal, Houston Pressure Range: 30.00 Subdivisions: 1.00 Units: PSI Rated Accuracy : 1.67 % of Span Accuracy Grade: B Tolerance +/-: 0.50 PSI As Found As Left Applied Actual %of Span Applied • Actual % of Span Pressure Reading Error Pressure Reading Error 0.00 0.00 0.00 % Downscale Percent 0.00 0.00 ° Dawnscale Percent 6.00 6.00 0.00 % Rdg @ 40% Hysteresis 6.00 -20.00 % Rdg @ 40% Hysteresis 12.00 12.00 0.00 % 12.00 0.00 % 12.00 -40.00 % -40.00 % 18.00 18.00 0.00 % 18.00 -60.00 % 24.00 24.00 0.00 % 24.00 -80.00 % 30.00 30.00 0.00 % 30.00 -100.00 9/0 X As Found /As Left Calibration Date October 26, 2015 Recall Date October 26, 2016 MST Traceable Standard(s) Manufacture Serial Number Range Accuracy Recall Date Chandler Engineering 22028 100-30,000 PSI +/-.025%OR 04/12/2018 Ametek 15544 5-15,000 PSI +/-.025% 04/12/2018 Admet/lloneywell TCPS-2007 30,000-60,000 PSI +/-.050% 10/24/2015 NIST#'s:S/N#22028&15544 are Calibrated by JM Test Systems,Inc.,An ISO 17025 Accredited Company,A2LA Cert#1995.04 NIST#'s:S/N#TCPS-2007 is Calibrated by Fluke,An ISO 17025 Accredited Company,A2LA Cert#1599.01 Comments: Calibrated&Certified • Calibrated By: pr ved C. Parinello • *This certificate shall not be reproduced except in full,without the written approval of Tech Cal. Technology&Calibration, Inc. 3538 Pinemont Dr.,Houston,Texas 77018 888-546-6506 Ph 713-692-1722 Fx www.techcal.com Attachment B-2 Vacuum Gauge Calibration Report CR-8.14 Rev.B Technology& Calibration, Inc. Report Number: 81084 "When Quality Counts" Fstebllshed.1984 CERTIFICATE OF CALIBRATION Ashcroft Vacuum Gauge, S/N#: 63257-01 30.00 In/HG Capacity with 1.00 In/HG Subdivisions 1' Y Issued To: General Technologies, Inc. Stafford, TX This instrument has been tested and calibrated in accordance with Technology & Calibration's procedure, WI- 8.14, Latest Revision with Vacuum measuring instruments certified to N.I.S.T. traceable standards. This calibration is in conformance with Technology & Calibration's Quality Assurance Program, ANSI/NCSL Z540,1 and ISO 10012-1. Environmental conditions during calibration are 72 degrees F +/- 4 degrees F and less than o humidity. 25% 65 /o relative The collective uncertainty of the measurement standard does not exceed of the acceptable tolerance for each characteristic of the measuring and test equipment being certified. PO Number: 515948 Work Location: TechCal,Houston Pressure Range: 30.00 g • Subdivisions: 1.000 Units: In/HG Rated Accuracy : 1.67 % of Span Accuracy Grade: B Tolerance +/-: 0.50 In/HG As Found As Left Applied Actual Applied Actual Vacuum Reading Error Vacuum Reading Error 0.00 0.00 0.00% Downscale Percent 0.00 0.00% Downscale Percent 6.00 6.00 0.00% Rdg a 40% Hysteresis 6.00 -20.00% Rdg @ 40% Hysteresis 12.00 12,00 0.00% 12.00 0.00% 12.00 -40,00% -40.00% 18.00 18,00 0.00% 18.00 -60.00% 24.00 24.00 0.00% 24.00 -80.00% 30.00 30.00 0.00% 30.00 -100.00% X As Found /As Left Calibration Date October 26,2015 Recall Date October 26,2016 NIST Tracable Standard(s) Manufacture Serial Number Range Accuracy Recall Date Crystal Eng. 758790 0-30 IN HG +_.1 %OR 10/21/2016 Comments: Calibrated Certified III a d& Cert Calibrated By: , ro ed B C. Pariuello N.Green,QA Mgr. *This certificate shall not be reproduced except in full,without the written approval of Tech Cal. "Technology&Calibration,Inc. 3538 Pinemont Dr.,Houston,Texas 77018 888-546-6506 Ph 713-692-1722 Fx www,techcal.com Most Widel Accepted and Trusted y p E ler EVALUATION SERVICE in Innovation ICC-ES Evalua ion Report ESR-2515 ICC-ES I (800)423-6587 I (562)699-0543 I www.icc-es.org Reissued 02/2019 This report is subject to renewal 02/2020. DIVISION: 03 00 00—CONCRETE SECTION: 03 38 00—POST-TENSIONED CONCRETE REPORT HOLDER: GENERAL TECHNOLOGIES, INC. EVALUATION SUBJECT: GTI ZERO VOID® POST-TENSIONING SYSTEM ICC ICC ICC --------.). (............_11 --4444$ ' USTEV cc 1 ,.. Kau "2014 Recipient of Prestigious Western States Seismic Policy Council ■ ■ WSSPC Award in Excellence" �Frna� "�' (WSSPC) A Subsidiary of ceoec�s��.�i ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. ANSI There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this orr€o report, or as to an roduct covered h there ort. co,�Ec,xcss P Y p y P PrcaiuL cermrenor 8(J3 Fi J00 Copyright© 2019 ICC Evaluation Service, LLC. All rights reserved. MEICC EVALUATION SRY[GE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2515 Reissued February 2019 This report is subject to renewal February 2020. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE (12.7 mm)and the GTI S1-06 Zero Void® Post-Tensioning Section:03 38 00—Post-Tensioned Concrete System components are used with 0.6-inch-diameter (15.2 mm), seven-wire low relaxation steel strand REPORT HOLDER: conforming to ASTM A416, Grade 270 LR. The GTI Zero Void® Post-Tensioning System anchorage and coupler GENERAL TECHNOLOGIES,INC. assemblies comply with ACI 318 Sections 18.21.1 and 18.14.1 [which require compliance with ACI 423.7-07 EVALUATION SUBJECT: (2006 IBC:ACI 423.6-01)].They also comply with Sections i 2.2 and 2.2.6 of PTI Specifications for Single-strand GTI ZERO VOID®POST-TENSIONING SYSTEM Unbonded Tendons, dated May 2003, as required by Sections 5.3.1 and 6.3 of PTI Standard Requirements for 1.0 EVALUATION SCOPE Design of Shallow Post-Tensioned Concrete Foundations Compliance with the following codes: on Expansive Soils, which is referenced in IBC Section 1808.6.2 (2006 IBC Section 1805.8.2). Refer to Figure 1 • 2012, 2009 and 2006 International Building Code®(IBC) for illustrations of the anchor and coupler assembly • 2013 Abu Dhabi International Building Code(ADIBC)t components. tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced 3.2 GTI Zero Void® Post-Tensioning System in this report are the same sections in the ADIBC. Components: Property evaluated: 3.2.1 GTI S1-05ZV Anchor Casting: The GTI S1-05ZV Structural Anchor Casting is a ductile iron casting complying with ASTM A536, Grade 80-55-06. Acceptable BHN (Brinell 2.0 USES Hardness Number) range is 187 to 255. The anchors are 2.1 General Uses: used with either of the wedges described in Section 3.2.7. The GTI Zero Void® Post-Tensioning System is used as 3.2.2 GTI Sure-Lock®Anchor Casting: The Sure-Lock® anchorages at fixed-end, intermediate, and stressing-end Anchor Casting is a ductile iron casting complying with locations, and as couplers for unbonded, monostrand ASTM A536, Grade 80-55-06. Acceptable BHN range is (single-strand), post-tensioning tendons in prestressed 187 to 255. The anchors are used with either of the es described in Section 3.2.7. concrete designed in accordance with Chapter 18 of ACI wedges 318, under the provisions of IBC Section 1901.2. The 3.2.3 GTI SM1-05ZV Anchor Casting: The GTI SM1- components of the system may be used in structures 05ZV Anchor Casting is a ductile iron casting complying assigned to Seismic Design Categories A through F. g g g with ASTM A536, Grade 80 55 06. Acceptable BHN 2.1 Slab-on-ground Foundations on Expansive Soils: (Brinell Hardness Number) range is 187 to 255. The ® anchors are used with the GTI S1-05 1.2 inch wedges The GTI Zero Void® Post Tensioning System is also used described in Section 3.2.7. as anchorages at fixed-end, intermediate, and stressing- end locations, and as couplers for unbonded, monostrand 3.2.4 GTI SC1-05ZV Anchor Casting: The GTI SC1- (single-strand), post-tensioning tendons in prestressed 05ZV Anchor Casting is a ductile iron casting complying concrete slab-on-ground foundations on expansive soils with ASTM A536, Grade 80-55-06. Acceptable BHN regulated under IBC Section 1808.6.2 (2006 IBC Section (Brinell Hardness Number) range is 187 to 255. The 1805.8.2). anchors are used with the wedges described in Section 3.0 DESCRIPTION 3.2.8. 3.1 General: 3.2.5 GTI S1-05ZV Barrel Anchor: The GTI S1-05ZV Barrel Anchor is machined from steel bar conforming to the The GTI Zero Void® Post-Tensioning System consists of Euro-Asian Council for Standardization Metrology and ductile iron anchor castings, steel barrel anchors, steel Certification (ESAC) Standard GOST 1050-74, Grade C55 couplers and steel wedges, as described in Section 3.2. or National Standard of P.R.C. GBfT 3077-1999, Brand The GTI S1-05 and SC1-05 Zero Void® Post-Tensioning 40Cr. The anchors are used with either of the wedges System components are used with 1/2-inch-diameter described in Section 3.2.7. ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed �h ANSI as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as r: to any finding or other matter in this report,or at to any product covered by the report m rx xci r,.. r . .ti� Copyright©2019 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 4 ESR-2515 I Most Widely Accepted and Trusted Page 2 of 4 3.2.6 GTI S1-05ZV Intermediate Coupler: The GTI from steel bar conforming to GB/T 3077-1999, Brand 40Cr; S1-05ZV Intermediate Coupler is comprised of a housing, the wedges are manufactured from steel conforming to a threaded barrel anchor and a smooth barrel anchor. The GB/T 3077-1999, Brand 20CrMnTi. threaded barrel anchor and smooth barrel anchor are 4.0 DESIGN AND INSTALLATION machined from steel bar conforming to GOST 1050-74, Grade C55 or GB/T 3077-1999, Brand 40Cr and the 4.1 Design: housing is machined from steel bar conforming to GOST 4.1.1 General Uses: Concrete prestressed with the GTI 1050-74, Grade C60 or GB/T 3077-1999, Brand 40Cr. The Zero Void® Post-Tensioning System anchorage and couplers are used with either of the wedges described in coupler assemblies must be designed in accordance with Section 3.2.7. Chapter 18 of ACI 318, with the anchorage zones 3.2.7 GTI S1-05 Wedges: GTI S1-05 1.2 inch and 1.3 designed in accordance with Sections 18.13 and 18.14 of inch wedges are two-piece wedges which are 1.2 and 1.3 ACI 318. inches (31 and 33 mm) long, respectively, and are 4.1.2 Slab-on-ground Foundations on Expansive manufactured from steel conforming to ASTM A108 Grade Soils: The moments, shears and deflections used in the 12L14 or GB/T 3077-1999, Brand 20CrMnTi. The wedges design must be based on PTI Standard Requirements for are heat treated according to the specification, and have Analysis of Shallow Concrete Foundations or Expansive case and core hardness as specified in the GTI quality Soils, as noted in IBC Section 1808.6.2 (2006 IBC Section documentation. 1805.8.2). The foundation must comply with IBC Sections 3.2.8 GTI SC1-05 Wedges: GTI SC1-05 wedges are two- 1904 and 1907 (Section 1910 in the 2009 and 2006 IBC), piece wedges which are 1.1 inches(27.9 mm)long and are and be designed in accordance with PTI Standard manufactured from steel conforming to GB/T 3077-1999, Requirements for Design of Shallow Post-Tensioned Brand 20CrMnTi. The wedges are heat treated according Concrete Foundations or Expansive Soils, as noted in IBC to the specification, and have case and core hardness as Section 1808.6.2 (2006 IBC Section 1805.8.2). In addition, specified in the GTI quality documentation. the prestressed concrete must be designed in accordance 3.2.9 GTI S1-05 One-Time Use (OTU) Splice Chuck: with the applicable provisions of Chapter 18 of ACI 318, The GTI S1-05 One-Time Use (OTU) Splice Chuck is with the anchorage zones designed in accordance with comprised of a housing, two threaded barrels(one on each Sections 18.13 and 18.14 of ACI 318. end), and two three-piece wedges (one on each end). 4.2 Installation: Supplied with the splice chuck are two springs (one on The GTI Zero Void® Post-Tensioning System components each end)with a plastic transfer head, and an iron washer must be installed in accordance with the manufacturer's to facilitate the assembly of the splice chuck with the published installation instructions. The manufacturer's tendons. The housing and barrel anchors are machined published installation instructions must be available at the from steel bar conforming to GB/T 3077-1999, Brand 40Cr; jobsite at all times during installation. The GTI Zero Void® the wedges are manufactured from steel conforming to Post-Tensioning System components must only be used in GB/T 3077-1999, Brand 20CrMnTi. combination with other components described in this 3.2.10 GTI S1-06ZV Anchor Casting: The GTI S1-06ZV report. Anchor Casting is a ductile iron casting complying with 4.3 Special Inspection: ASTM A536, Grade 80-55-06. Acceptable BHN (Brinell Hardness Number) range is 187 to 255. The anchors are Special inspection must be provided for the installation and used with either of the wedges described in Section 3.2.13. stressing of the tendons, in accordance with Section 1705.3.3 of the 2012 IBC or Section 1704.4 of the 2009 or 3.2.11 GTI S1-06ZV Barrel Anchor: The GTI S1-06ZV 2006 IBC, as applicable. The special inspector's duties Barrel Anchor is machined from steel bar conforming to the include verification of concrete compressive strength National Standard of P.R.C. GB/T 3077-1999, Brand 40Cr. at the time the tendons are stressed; compliance with the The anchors are used with either of the wedges described design engineer's requirements, including prestressing in Section 3.2.13. instructions; and checking elongation and jacking force 3.2.12 GTI S1-06ZV Intermediate Coupler: The GTI S1- parameters, and the sequence of tendon stressing, as well 06ZV Intermediate Coupler is comprised of a housing, a as end and edge distance and tendon spacing dimensions. threaded barrel anchor and a smooth barrel anchor. The 5.0 CONDITIONS OF USE threaded barrel anchor and the smooth barrel anchor and the housing are machined from steel bar conforming to The GTI Zero Void® Post-Tensioning System described in GB/T 3077-1999, Brand 40Cr. The couplers are used with this report complies with,or is a suitable alternative to what either of the wedges described in Section 3.2.13. is specified in, the code noted in Section 1.0 of this report, subject to the following conditions: 3.2.13 GTI S1-06 Wedges: The GTI S1-06 1.6 inch wedge is two-piece wedges which are 1.6 inches (40.6 mm) long, 5.1 The materials, fabrication and installation must and is manufactured from steel conforming to ASTM A108 comply with this report and the manufacturer's Grade 12L14 or GB/T 3077-1999, Brand 20CrMnTi. The instructions. In the event of a conflict between this wedges are heat treated according to the specification,and report and the manufacturer's instructions, this report have case and core hardness as specified in the GTI governs. quality documentation. 5.2 Where fire-resistance-rated construction is required, 3.2.14 GTI S1-06 One-Time Use (OTU) Splice Chuck: the minimum concrete cover on the tendons, anchor The GTI S1-06 One-Time Use (OTU) Splice Chuck is castings, wedges, and couplers must comply with comprised of a housing, two threaded barrels(one on each Table 721.1(1), Item 4-1.1 or 4-1.2 of the 2012 IBC; or end), and two three-piece wedges (one on each end). Table 720.1(1), Item 4-1.1 or 4 1.2 of the 2009 and Supplied with the splice chuck are two springs (one on 2006 IBC, as applicable. each end)with a plastic transfer head, and an iron washer 5.3 The design and installation of the anchor castings, to facilitate the assembly of the splice chuck with the wedges, and couplers and the prestressed concrete tendons. The housing and barrel anchors are machined must be in accordance with Section 4.0 of this report. ESR-2515 I Most Widely Accepted and Trusted Page 3 of 4 5.4 Special inspection must be provided in accordance name (General Technologies, Inc.) and address, part with Section 4.3 of this report. designation and tracing codes, and the evaluation 6.0 EVIDENCE SUBMITTED report number(ESR-2515). Data in accordance with the ICC-ES Acceptance 7.2 The report holder's contact information is the Criteria for Post-tensioning Anchorages and Couplers following. of Prestressed Concrete (AC303), dated April 2011 GENERAL TECHNOLOGIES, INC. (editorially revised March 2014). POST OFFICE BOX 1503 7.0 IDENTIFICATION STAFFORD,TEXAS 77477 (281)240-0550 7.1 GTI Zero Void® Post-Tensioning System components www.gti-usa.net are identified by markings and labeling. The anchor salesAgti-usa.net castings are identified by embossments with the product name designation and date lot codes. Packages of the anchor castings, machined anchors, couplers and wedges are labeled with the company • 4.4 GTI SMI-OSZV Anchor CaS3ing '`_- - -- _ --°- Gil SC1-OS Wedges r.E1 t w O fit"N °aN4 ' i Gil SCI-GSZV Anchor Caning FIGURE 1—GTI ZERO VOID®POST-TENSIONING SYSTEM COMPONENTS ESR-2515 Most WidelyAccepted and Trusted Page4of4 P GTI S1-05, 1.2"Wedges GTI S1-05, 1.3"Wedges GTI S1-06, 1.6"Wedges GTI S1-05ZV Barrel Anchor GTI S1-06ZV Barrel Anchor GTI S1-05ZV Anchor Casting is '- .fig, 0.5"Sure Lock Anchor Casting :: em . GTI S1-06ZV Anchor Casting .............. I/ Mww+ wwuuwuW" R" Y[F rn Gil S1-05ZV Intermediate Coupler �:KK GTI S1-O6ZV Intermediate Coupler -... „ - GTI S1-05 One-Time Use(OTU)Splice Chuck GTI S1-06 One-Time Use(OTU)Splice Chuck FIGURE 1—GTI ZERO VOID'POST-TENSIONING SYSTEM COMPONENTS(Continued) UV COMPLIANCE ` GENERAL TECHNOLOGIES, INC. Ar March 10, 2016 Subject: UV Exposure Protection — GTI Zero Void® System To whom it may concern: General Technologies, Inc., certifies that the encapsulated anchors and components of the GTI Zero Void® System are produced with polymer resin that provides protection from UV exposure for a minimum of 90-days. Sincerely, GENERAL TECHNOLOGIES, INC. Larry Krauser Vice President 13022 Trinity Drive • P.O. Box 1503 • Stafford, Texas 77477 • Tel: (281) 240-0550 • Fax: (281) 240-0990 Installation Instructions 1. It is recommended that the installation foreman for pt have a minimum of 5 years experience and be level 2 PTI Certified. The supplier will not accept responsibility for installation done by an outside installer. 2. Tendons shall be shop fabricated with pre-assembled fixed end anchorages. Pocket formers will be used at stressing end to recess the anchor castings so that required cover is achieved. 3. Care shall be taken that tendons are located and held in their designated positions as shown on the approved istallation drawings. U.n.o. by the construction documents or approved by the EOR,tolerances for the vertical location of the tendons shall not be more then +/-1/4" for slabs less than 8", +/-3/8"for slabs 8"-24", and +/- 1/211 for slabs more than 24". 4. Tendons in beams shall be grouped to provide adequate clearance to mild reinforcing and facilitate concrete placement. 5. A minimum of 2 tendons shall be placed directly over supporting columns in each direction. 6. Small deviations in the horizontal spacing of slab tendons is permitted when required to avoid openings, inserts, dowels, ect. With specific location requirements. Where tendon locations interfere with each other, one tendon may be moved horizontally to avoid the interference. 7. Twisting or entwining of individual tendons within a group is not permitted. Entwining of goups within a beam is not permitted. 8. Profiles will conform to control points shown on drawings and will have an approximate parabolic drape between supporst u.n.o. Low points will be at midspan u.n.o. Harped tendons will be straight between high and low points. 9. If tendons must be curved horizontally to avoid opening or obstruction,tendon groups will be flared so that a minimum of 2" of seperation is maintained between each tendon.Tendon will be flared a maximum of 1:6 unless noted otherwise on the structural drawings. If tendons are flared more than 1:10 unless noted otherwise on the structural drawings, haripins shall be used to transfer the horizontal radial force to the concrete. Refer to structural drawings for additional reinforcing requirements. 10. All dimensions showing the location of the tendons are to the center of gravity of the steel (CGS) u.n.o. 11. Tendons will be supported on reinforcing bars spaced at a maximum of 48" o.c. unless noted otherwise on the structual drawings and secured to the support bar at each tendon/support bar intersection to ensure the correcxt vertical and horizontal location is maintained during the placing of the concrete. Supports shall be installed to pervent excessive movement during placement of concrete. 12. Support bars #4 typ. U.n.o. 13. Anchorage devices will be recessed a minimum of 2". Backup bars will be placed behind all anchors u.n.o. refer to anchorage details herein along with structural drawings for reinforcing requirements. 14. All blockouts or pockets required for access to anchors in beams or slabs will be adequately reinforced so as not to decrease the strength of the structure. All blockouts and pockets should be sealed in such a manner as to eliminate water leakage through or into the blockout or pocket. Location of all blockouts or pockets will be approved by the EOR. 15. Plastic or metal conduit may be embedded in the slab providing that they meet specifications and are approved by the EOR. Wherever there is interference between PT and embedded elements, PT layout takes precedence. If embedded elements have specific location requirements, refer to not#9 in this section. 16. Penetrations shall not be permitted in beams or drop caps unless shown on PT drawings or typical details and approved by the EOR. Stressing Instructions Stressing operations shall not begin until tests of concrete cylinders, cured under job site conditions indicate that the concrete in the member has attained the minimum compressive strength specified for stressing in the project contract documents. Failure to heed this warning could result in a concrete blow out causing injury or even death. Stressing shall not commence until a designated represnative from the owner is present to witness the operation. All represenatives should be PTI certified. The contractor shall have a represenative present to record and maintain the stressing record. All representatives should be PTI certified. Poweriesin Cents Valve Form No. 102527 SPX POWER TEAM' MU Operating & Installation SPX HyTEC SPX Corporation Instructions for: SPX Corporanon 655 Eisenhower Drive 588511th street oti�atorcna, 118 6O-0995 USA 9500 9505 9509 Roc ond,if 6 11 0 9-3699 USA Phone:(507)455 7000 Internet Address: Tech.Services:(800)533-6127 9501 9506 9511 hap://wniti.poi%er team.coin Sac:(800)955-8329 Tech Sennes:(800)477-8326 OrderLntry:(507)455-1480 9502 9507 9520 Fax:(800)765-8326 Fax (800)283 8665 9504 9508 Order Entry:(800)541-1418 International Sales:(507)455-7223 Fax:(000)288-7031 Fax (507)455-7746 9504-PARK 9508-BOC 2-POSITION/3-POSITION, 3-WAY/4-WAY MANUAL CONTROL VALVE Max. Capacity: 10,000 PSI i SPECIFICATIONS MAX.WORKING 10,000 PSI r- PRESSURE (9) 44 Nil.•• <9 MAX.FLOW RATING 5 GPM MAX.VALVE WI CASE(RETURN 500 PSI LINE)PRESSURE PORT SIZES 3/8 NPTF o UII�IP _, NOTE: •Inspect the valve upon arrival. The carrier, not the manufacturer, is responsible for any damage resulting from shipment. •Read and carefully follow these instructions. Most problems with new equipment are caused by improper operation or installation. SAFETY PRECAUTIONS AWARNING To help prevent personal injury: •Before operating the pump, all hose connections must be tightened with the proper tools. Do not overtighten. Connections should only be tightened securely and leak-free. Overtightening can cause premature thread failure or high pressure fittings to split at pressures lower than their rated capacities. •Should a hydraulic hose ever rupture, burst, or need to be disconnected, immediately shut off the pump and shift the control valve twice to release all pressure. Never attempt to grasp a leaking pressurized hose with your hands.The force of escaping hydraulic fluid could cause serious injury. •Do not subject the hose to potential hazard such as fire, sharp surfaces, extreme heat or cold, or heavy impact. Do not allow the hose to kink, twist, curl or bend so tightly that the oil flow within the hose is blocked or reduced. Periodically inspect the hose for wear, because any of these conditions can damage the hose. •Do not use the hose to move attached equipment. Stress can damage the hose, resulting in possible personal injury. •Hose material and coupler seals must be compatible with the hydraulic fluid used. Hoses also must not come in contact with corrosive materials such as creosote-impregnated objects and some paints. Consult the manufacturer before painting a hose. Never paint the couplers. Hose deterioration due to corrosive materials can result in personal injury. Note:Shaded areas reflect last revision(s)made to this form. Sheet No. 1 of 1 ©SPX Corporation Issue Date: Rev. 3-30-96 Operating and Installation Instructions, Form No. 102527, Back sheet 1 of 1 SPECIFICATIONS t STEM C+`) \, 0 GAP SCREW ...,,o) I7),\_/; ,, 11 __ .' ,1/ t PORT"B" VALVE Leave plugged if HANDLE , i using only one port PORT"A" 2-POSITION 3-POSITION NOTE: • This valve is a low torque design for use with double-acting or single-acting cylinder(s). • If this valve is to be used as a 3-way with single-acting cylinder(s), one port(A or B)must remain plugged. • Valve handle can be moved to the desired position by loosening the cap screw and rotating in increments of 22-1/2°.Torque cap screw to 60/80 in. lbs. CONTROL VALVE SET-UP PROCEDURE This pump-mounted valve can be connected in a variety of ways. The following steps will help ensure a safe, efficient, and trouble-free set-up. 1. Remove port plugs form the pump, valve(s) and cylinder(s). 2. Seal all pipe connections with a high grade of thread sealant such as Power Team HTS6. Teflon tape can be used if only one layer is applied carefully, two threads back, to prevent it from being pinched by the fitting and broken off inside the pipe end. Loose pieces of tape could travel through the system and obstruct the flow of oil or cause jamming of precision-fit parts. 3. Refer to the appropriate valve parts list for a hydraulic schematic. 4. For subplate-mounted valves, refer to Operating & Installation Instructions#102529 for mounting information. TYPICAL WORK HOLDING APPLICATIONS Shown below are two typical work holding applications. Direct any questions about set-up to the appropriate Technical Services staff as listed at the top of page 1 of 1. (C �� Valve . i Valve t,��„.J r 0 Tees or _ Manifolds ,,/1.-74',.k. Port is INN AS �r plugged --------... 01,ifti Single-acting Barns + 'w+ tf tJ � tr Double- Y" Manifold ' " [G acting t( Rams Aro SINGLE-ACTING CYLINDER(S) IN THE CIRCUIT DOUBLE-ACTING CYLINDER(S)IN THE CIRCUIT CONTROLLED BY A PUMP-MOUNTED VALVE CONTROLLED BY A PUMP-MOUNTED VALVE Power Team Hydraulic Pump Id 'u ioltre-If �. SPX Hydraulic Technologies Tech Services: +1 800 477 8326 ( E 5885 11th Street Fax: +1 800 765 8326 Rockford, IL 61109-3699 USA Order Entry: +1 800 541 1418 powerteam.com Fax:+1 800 288 7031 AIR, ELECTRIC, OR GAS-POWERED TWO-STAGE HYDRAULIC PUMP 5,000 OR 10,000 PSI Operating Instructions for: 3S-6224 65804 PA550 X1A1 8S-8033 66027 PA90A X1E1 110-000251E-* 66027-230 PE55 SERIES X1E1-TDS 4060 SERIES 66105 PE90 SERIES X1E1C 4070 100220 PE120M X1E2 4080 SERIES 100220-230 SERIES X1E3 60014-AMP AHC-10E PG55 SERIES Y26 SERIES 60018-AMP EP-720-G PLA6014 Y60 SERIES 60208 EP-720-G-230 PLE6014 Y70 SERIES 61217 HWP*-JR PLE6014-220 X1A1-PT 61217-50-220 JT07192 RSST-20 X1E1-PT 61217-575 NTW-HPE310 SST-200T ©2014 SPX CORPORATION 1 Form No. 102463 Rev. 9 February, 2015 CONTENTS SAFETY DEFINITIONS 3 SAFETY PRECAUTIONS 3 HYDRAULIC PUMP SET-UP PROCEDURE 7 1. Motor Hook-up and Operation 7 2. Electric line connection (for electric motor units only) 7 SET-UP AND OPERATION 9 1. Filling The Reservoir 9 2. Hydraulic Connections 10 3. Valve Options 10 4. Hydraulic Gauge (Optional) 10 5. Adjusting The Hydraulic Gauge 12 6. Reservoir Vent Air Filter (Optional) 12 7. Priming The Pump 12 8. Adjusting The Pressure Regulating Controls 13 9. Adjusting The Pressure Regulating Valve 13 10. Adjusting The Pressure Switch 14 PREVENTIVE MAINTENANCE 15 1. Bleeding Air From The System 15 2. Hydraulic Fluid Level 15 3. Lubrication (Air Driven Motor Only) 15 4. Maintenance Cleaning 15 5. Draining And Flushing The Reservoir 16 6. Adding Oil To The Reservoir 16 7. Sound Reduction 17 8. Checking Brushes On Universal Motors 17 REASSEMBLY SPECIFICATIONS 17 NEEDLE BEARING INSTALLATION SPECIFICATIONS 18 TROUBLESHOOTING GUIDE 18 POWER TEAM FACILITIES 23 DECLARATION OF INCORPORATION 24 ©2014 SPX CORPORATION 2 Form No. 102463 Rev. 9 February, 2015 SAFETY DEFINITIONS Safety symbols are used to identify any action or lack of action that can cause personal injury. Your reading and understanding of these safety symbols is very important. A DANGER Danger is used only when your action or lack of action will cause serious human injury or death. a WARNING Warning is used to describe any action or lack of action where a serious injury can occur. DANGEROUS VOLTAGE Dangerous Voltage is used to describe any action or lack of action that could cause seri- ous personal injury or death from high voltage electricity. a CAUTION Caution is used when action or lack of action can cause equipment failure, either immedi- ate or over a long period of time. SAFETY PRECAUTIONS A WARNING To help prevent personal injury, HYDRAULIC HOSE • Before operating the pump, all hose connections must be tightened with the proper tools. Do not overtighten. Connections should only be tightened securely and leak-free. Overtightening can cause premature thread failure or high pressure fittings to split at pressures lower than their rated capacities. • Always shut off the electric motor before breaking any connections in the system. • Should a hydraulic hose ever rupture, burst, or need to be disconnected, immediately shut off the pump. Never attempt to grasp a leaking pressurized hose with your hands. The force of escaping hydraulic fluid could cause serious injury. • Do not subject the hose to potential hazard such as fire, sharp surfaces, extreme heat or cold, or heavy impact. Do not let the hose kink, twist, curl or bend so tightly that oil flow within the hose is blocked or reduced. Periodi- cally inspect the hose for wear, because any of these conditions can dam- age the hose. • Do not use the hose to move attached equipment. Stress can damage the hose, causing personal injury. ©2014 SPX CORPORATION 3 Form No. 102463 Rev. 9 February, 2015 A. Hose material and coupler seals must be compatible with the hydraulic fluid used. Hoses also must not come in contact with corrosive materials such as creosote-impregnated objects and some paints. Consult the manufacturer ,. before painting a hose. Never paint the couplers. Hose deterioration due to corrosive materials can result in personal injury. PUMP • Do not exceed the PSI hydraulic pressure rating noted on the pump nameplate 'OLIO or tamper with the internal high pressure relief valve. Creating pressure be- yond rated capacities can result in personal injury. • Before replenishing the oil level, retract the system to prevent overfilling the pump reservoir.An overfill can cause personal injury due to excess reservoir pressure created when the cylinders are retracted. CYLINDER • Do not exceed the rated capacities of the cylinders. Excess pressure can result in personal injury. • Do not set poorly balanced or off-center loads on a cylinder. The load can tip and cause personal injury. POWER SUPPLY(Electric) iA • Never use an ungrounded power supply with this unit. • The pump must be compatible with existing line voltage. • Disconnect the pump from the power supply when performing maintenance or repair on the unit. • If the unit's power supply is damaged or the inner wiring is exposed in any way, replace immediately. • Any electrical work must be done by a qualified electrician. • If the power cord is damaged or wiring is exposed, replace or repair immedi- ately. • Changing the voltage on the jet motor(single, or three phase) is a complicated and, if not done correctly, dangerous procedure. Consult the pump manufac- turer's Technical Services Department for specific information before attempt- ing any rewiring. Rewiring voids CSA approval. • All voltages must be wired for CW rotation when viewed from the lead end (top) of the motor. • Check the total amperage draw for the electrical circuit you will be using. (For example: Do not plug a motor or motors that may draw 25 amps into a 20 amp fused electrical circuit.) • Do not attempt to increase the powerline capacity by replacing a fuse with another fuse of higher value. Overheating of the powerline and the possibility of a fire will result. • To rewire a motor from one voltage to another or when a flow control valve is changed between manual and solenoid, consult the electrical schematic in the pump's parts list. ©2014 SPX CORPORATION 4 Form No. 102463 Rev. 9 February, 2015 • Circuit Breakers: If motor stops due to an overload or power outage, Universal Motor: Move motor switch to OFF and control valve to neutral. Let motor cool or wait until power is restored. Reset circuit breaker switch in power panel. (The pump motor doesn't have a circuit breaker.) Single-phase Motor: Thermal overload switch will break circuit to the motor. Move motor switch to OFF and control valve to neutral.Allow motor to cool before switching on again, or wait until power is restored. Three-phase Motor: A magnetic starter switch breaks circuit to the motor. Move the motor switch to OFF and control valve to neutral. Remove the cover on motor control box. Let the motor cool or wail until power is restored. One of three reset buttons must be pushed in to reset motor. Re- place cover. Power Supply (Gasoline Engine) • Read the instruction manual for the gasoline engine before using. • Do not allow fuel to splash on the engine when refueling. • Do not add fuel when the engine is running or very hot. Power Supply (Air Driven Motor) • Disconnect air supply when pump is not in use or when breaking any connec- tion in the hydraulic system. • A shut-off valve or quick disconnect should be installed in the air line to the pump unit. Close the shut-off valve before connecting the air line to the pump. ©2014 SPX CORPORATION 5 Form No. 102463 Rev. 9 February, 2015 JET MOTOR [III UNIVERSAL MOTOR -`= AIR MOTOR _ _it:7, c MI t col PQ76PV ---- .,--- 1. woo_ _ .____ __ 1 GASOLINE ENGINE -441 •227.® i DC MOTOR "�• lll1111111111111111t ' ----,.fif.----- 4, eill • .„ it wag ir- t • �/ S s+' RESERVOIR NOTE • Carefully inspect the pump upon arrival. The carrier, not the manufacturer, is respon- sible for any damage resulting from shipment. • Read and carefully follow these instructions. Most problems with new equipment are caused by improper operation or installation. • The hydraulic power unit can be ordered with "building block" flexibility. The customer can choose from a variety of motors, controls, reservoirs, and other options. Because of the many options available, these instructions will include directions for options that your particular pump may not have. • Do not change motors without consulting the pump manufacturer's Technical Services Department. ©2014 SPX CORPORATION 6 Form No. 102463 Rev. 9 February, 2015 HYDRAULIC PUMP SET-UP PROCEDURE 1. Motor Hook-up and Operation A. Universal Motor The universal motor is wired for 115 or 230 volts, 50/60 cycles according to the customer's request. This motor cannot be rewired. B. Jet Motor, Single-phase The single-phase jet motor is wired for 115 or 230 volts, 50/60 cycles according to the customer's request. C. Jet Motor, Three-phase The three-phase jet motor is wired for 230 or 460 volts, 50/60 cycles according to the customer's request. D. Gasoline-Powered Consult the instruction manual for the gasoline engine. E. Air Motor Remove the thread protectors from the air inlet, and install the air supply fittings (not sup- plied) as shown in Figure 1.Air supply must be minimum 50 CFM and 80 PSI, with 100 PSI maximum. 2. Electric Line Connections (for electric motor units only) a DANGER Your pump comes equipped with a standard plug and cord and is appropriate for the specified voltage of this pump (as identified on the product and package labeling). Before each use of the pump, the user must consult with the figure below in order to determine the applicable current draw for each specific application and then must ensure that the infrastructure of the facility in which the pump is to be used is suitable for safe operation of this pump based upon the following guidelines: A. Line circuit protection and disconnect are to be provided by the customer. B. Line circuit protection is to be at least 115% of the full load current at the peak pressure attained when the pump is in use (see figure below). Per the specific application. C. Refer to the pump nameplate for additional information about the pump's power rating. D. Refer to the SAFETY PRECAUTIONS at the beginning of this manual before operation and before making any modifications. MODIFICATIONS TO THE CORD AND/OR PLUG SHOULD ONLY BE DONE BYA QUALIFIED ELECTRICIAN. IT IS THEIR RESPONSIBILITY TO ADHERE TO ALL LOCAL, STATE AND FEDERAL CODES. Alternative cord sets are available based upon your specific application requirements (see figure below). Contact your local service center or distributor or www.PowerTeam.com for details. ©2014 SPX CORPORATION 7 Form No. 102463 Rev. 9 February, 2015 FLOW vs PRESSURE PES.PERFORMANCE o 30 € maw � a115V OKA vales ct 0 2:343‘t ILI LL 1 6 0 1000 2000 3000 40&O 54300 60 00 1000 N 00 9000 10000 PUMP PRESS ©2014 SPX CORPORATION 8 Form No. 102463 Rev. 9 February, 2015 IMPORTANT Seal all external pipe connections with a high-quality, nonhardening thread sealant. Teflon tape can be used to seal hydraulic connections if only one layer of tape is used.Apply the tape carefully, two threads back, to prevent it from being pinched by the coupler and broken off inside the system.Any loose pieces of tape could travel through the system and obstruct the flow of oil or cause jamming of precision-fit parts. 4 AIR MOTOR jar:: N.REDUCING BUSHING HAND OR FOOT CONTROL HOSE SHOWNCONTROL COUPLER TO AIR Recommended SOURCE•-..A. LUBRICATOR Air Line Hook-Up. < FILTER FIGURE 1 SET-UP AND OPERATION 1. Filling The Reservoir NOTE The pump has been shipped without oil in the reservoir. High-grade hydraulic oil has been shipped with the pump in a separate container. If additional oil is required, use a high-grade, approved hydraulic oil. A. Clean the area around the filler cap to remove all dust and grit.Any dirt or dust in the oil can damage the polished surfaces and precision-fit components of the pump. B. Retract all cylinders to the return position. C. Remove the filler cap, and insert a clean funnel and filter. Fill with hydraulic oil to 1/2"from the top of the filler hole. Replace filler cap with the breather-hole in the filler cap open. D. Cycle the pump (with cylinders attached) several times. Retract the cylinders, and check the oil level in the pump reservoir again. ©2014 SPX CORPORATION 9 Form No. 102463 Rev. 9 February, 2015 2. Hydraulic Connections A. Clean all the areas around the oil ports of the pump and cylinder. B. Inspect all threads and fittings for signs of wear or damage, and replace as needed. C. Clean all hose ends, couplers or union ends. D. Remove the thread protectors from the hydraulic oil outlets. Connect the hose assembly to the hydraulic oil outlet, and couple the hose to the cylinder. Although a high-grade, non- e hardening thread sealant is preferred, Teflon tape may be used to seal hydraulic connec- tions if only one layer of tape is used.Apply carefully to prevent the tape from being pinched by the coupler and broken off inside the pipe end.Any loose pieces of tape could travel through the system and obstruct the flow of oil. 3. Valve Options A. Automatic Dump Valve When the pressure switch setting is reached, the switch shuts off the motor.All pressure is automatically dumped. Turn the adjusting screw clockwise to increase pressure; turn the adjusting screw counterclockwise to decrease pressure. Refer to the section titled "Adjusting the Pressure Switch" for more information. B. "Posi-Check" Valves "Posi-Check" is a valve feature that holds the load while shifting from "advance" to "hold" positions. 4. Hydraulic Gauge (Optional) A. Automatic Dump Valve To monitor line pressure when using an automatic dump valve, a tee fitting is used between the valve and the pressure switch to adapt a hydraulic gauge. See Figure 2. .;J t a '0 0 o 0 0 FIGURE 2 ©2014 SPX CORPORATION 10 Form No. 102463 Rev. 9 February, 2015 B. "Posi-Check" Valves If a "Posi-Check" valve is used, a hydraulic gauge shows zero pressure when the valve is switched to the neutral (hold) position. Cylinder pressure, however, is held without loss. (1) Installation of the hydraulic gauge (refer to Figure 3): (a) Remove the pipe plug from the valve's gauge port. (b) Install a 45° elbow fitting. (c) Install the gauge into the 45° elbow fitting. GAUGE 45°ELBOW FIGURE 3 NOTE Seal all external pipe connections with a high-grade, non-hardening pipe sealant. Teflon tape can also be used to seal hydraulic connections if only one layer of tape is used.Apply the tape carefully to prevent it from being pinched by the coupler and broken off inside the pipe end.Any loose pieces of tape could travel through the system and obstruct the flow of oil. ©2014 SPX CORPORATION 11 Form No. 102463 Rev. 9 February, 2015 5. Adjusting The Hydraulic Gauge A. Locate the adjustment screw on the gauge (see Figure 4) and make adjustments as needed with a screwdriver. The adjustment screw is located on the lower right back rim of the gauge. You must reach under the portion of the shroud that the gauge is mounted in. 5000 4)00 6000 m0 7000 200 2000 500 _ 6000 =100 600 1000 9000 690 0 sE>n. 10000 PSI Matilafil mow mos 1111111.)* pnimmomminmmimmommin -- External❑ Adjustment Screw FIGURE 4 6. Reservoir Vent Air Filter(Optional) A. Remove the filler cap, and insert either the 45° fitting or the straight fitting. Fasten 0-ring end of fitting into pump. B. If the 45° fitting is used, place the rubber spacer (included) on the top threaded portion. Then thread the air filter on and hand tighten. C. If the straight fitting is used, thread the air filter on and hand tighten. 7. Priming The Pump A. When operating the pump for the first time: B. Valve and hose connections must be tight, and the reservoir must be filled to the proper oil level. Start the motor. C. Jog the pump several times to build pressure. If the pump doesn't build pressure, it may not be primed. Disconnect a hose from the system and route it back to the pump reservoir. Run the pump until a steady flow of oil is observed free of suspended air bubbles. Reconnect the hose to the system. ©2014 SPX CORPORATION 12 Form No. 102463 Rev. 9 February, 2015 D. Run cylinder out to its full travel several times to eliminate air from the system. For more complete instructions, refer to the section titled "Bleeding Air From The System" in PRE- VENTIVE MAINTENANCE section. E. The pump is ready to be put into regular operation. IMPORTANT After eliminating trapped air from a large work-holding system, retract the cylinders and refill the pump reservoir to 1/2" from the top of the filler hole. 8. Adjusting The Pressure Regulating Controls A. The pressure regulating valve and pressure switch are shown in Figure 5. The pressure regulating valve can be adjusted to bypass oil at a given pressure setting while the pump con- tinues to run. The pressure switch can be adjusted to stop the pump at a given pressure setting. To ensure accuracy and low pressure differential (approx. 300 PSI) throughout the pressure range (1,000 to 10,000 PSI depending on the pump model), the pressure switch should be used with the pressure regulating valve. The pressure switch must be set at a pressure lower than the pressure regulating valve to work properly. A Ai11* FIGURE 5 9. Adjusting The Pressure Regulating Valve NOTE For easy adjustment of the pressure regulating valve, always adjust the pressure by increas- ing to the desired pressure setting. ©2014 SPX CORPORATION 13 Form No. 102463 Rev. 9 February, 2015 A. Loosen the locknut on the pressure regulating valve (C), and back the adjusting screw (B) out a few turns with a screwdriver by turning in a counterclockwise direction. This will de- crease the setting to a lower than desired pressure. B. The pump must be completely connected. Set the motor control toggle switch on "Run" and push the "Start" button. C. With the screwdriver, slowly turn the adjusting screw (B) in a clockwise direction. This gradu- ally increases the pressure setting. When the desired pressure is reached, lock the adjust- ing screw in position by tightening the locknut. IMPORTANT: • The pressure range is from 1,000 to 10,000 PSI depending on the pump model. • The pressure switch must be set at a higher pressure than working range to prevent shut down during adjustment. It is also possible to bypass the pressure switch contacts by holding the start switch or remote control switch so that the motor runs continuously. 10. Adjusting The Pressure Switch A. Generally, the pressure switch should be used with the pressure regulating valve.A pressure switch can be used alone for operating electrical devices such as motors, solenoids, relays, etc., which are located elsewhere in the circuit. Refer to Figure 5. B. Loosen the locknut on the pressure switch (D), and turn adjusting screw (A) in a clockwise direction. This increases the pressure setting to a higher than desired pressure. C. Adjust the pressure regulating valve to the desired pressure setting by using the procedure previously outlined. D. With the pump running and bypassing oil at the desired pressure, slowly turn the pressure switch adjusting screw (A) in a counterclockwise direction, decreasing the pressure switch setting until the pump motor shuts off. Then lock the adjusting screw (A) in position by tight- ening the locknut. E. Release pressure. Run the pump to check the pressure setting and cut-out of the motor. If may be necessary to make a second adjustment. NOTE When the pressure switch setting is reached, the motor will shut off. However, the "coast" of the motor continues to deliver oil for a brief period. The pressure regulating valve bypasses this surplus oil, preventing it from going into the system.As a result, the pressure differen- tial can be held to approximately 300 PSI. ©2014 SPX CORPORATION 14 Form No. 102463 Rev. 9 February, 2015 PREVENTIVE MAINTENANCE A WARNING To help prevent personal injury, • Disconnect the pump from the power supply before performing maintenance or repair procedures. ) • Repairs and maintenance are to be performed in a dust-free area by a qualified technician. 1. Bleeding Air From The System Air can accumulate in the hydraulic system if the reservoir oil level is too low. This air causes the cylinder to respond in an unstable or slow manner. To remove the air: A. The hydraulic cylinder(s) must be positioned on their side(s)with the couplers located up- ward. B. Remove any load from the cylinder(s), and cycle the hydraulic system through several cycles (fully extend and retract the cylinders). IMPORTANT Some of the single-acting spring return cylinders have a cavity in the rod that forms an air pocket. This type of cylinder must be positioned upside down when the hydrau- lic system is bled. 2. Hydraulic Fluid Level A. Check the oil level in the reservoir after each 10 hours of use. Proper oil level is 1/2"from the top of the fill hole when all cylinders are retracted. B. Drain, flush, and refill the reservoir with an approved, high-grade hydraulic oil after approxi- mately every 300 hours of use. The frequency of oil changes will depend upon the general working conditions, severity of use, and overall cleanliness and care given the pump. 3. Lubrication (Air Driven Motor Only) A. If the pump is operated on a continuous duty cycle or a maximum speeds for extended periods, an automatic air line oiler should be installed in the air inlet line as close to the pumping unit as possible. Set the unit to feed 1-3 drops of oil per minute (one drop for every 50-75 CFM of air) into the system, or refer to the pump manufacturer's instructions. Use SAE No. 10 oil. 4. Maintenance Cleaning A. Keep the pump's outer surface as free from dirt as possible. B. Seal all unused couplers with thread protectors. C. Keep all hose connections free of dirt and grime. D. The breather-hole in the filler cap must be clean and unobstructed at all times. E. Equipment connected to the pump must be kept clean. F. Use only an approved, high-grade hydraulic oil in this pump. Change as recommended (every 300 hours). ©2014 SPX CORPORATION 15 Form No. 102463 Rev. 9 February, 2015 5. Draining And Flushing The Reservoir IMPORTANT Clean the pump exterior before the pump interior is removed from the reservoir. A. Remove the ten screws fastening the motor and pump assembly to the reservoir. IMPORTANT Do not damage the gasket or pump the filter or pressure regulating valves when lifting the pump and motor off the reservoir. See Figure 6. ACCUMULATOR (Not used on all -----, models) rz, i ' 'f I�, '' HIGH 1' L_'�L PRESSURE PRESSURE RELIEF REGULATING `` VALVE VALVE Cam% �' FILTER FIGURE 6 B. Clean the inside of the reservoir and fill with a suitable flushing oil. Rinse the filter clean. C. Place the pump and motor assembly back onto the reservoir, and secure with two machine screws assembled on opposite corners of the housing. IMPORTANT The hydraulic flow control valve must be in the neutral position for the following step. If the pump is equipped with a valve that has only an advance or retract position, place the valve in the advance position, and connect a hose to the advance port on the valve. Place the other end of the hose into the oil filler plug hole. D. Run the pump for several minutes. Then disconnect the motor and pump assembly, and drain and clean the inside of the reservoir. E. Fill the reservoir with an approved, high-grade hydraulic oil. Place the pump and motor assembly (with gasket) on the reservoir, and thread the ten screws. Tighten securely and evenly. 6. Adding Oil To The Reservoir A. Cylinder(s) must be fully retracted and the power supply disconnected when adding oil to the reservoir. B. Clean the entire area around the filler plug before removing the filler plug. C. Use a clean funnel with filter when adding oil. D. Use an approved, high-grade hydraulic oil (215 SSU @ 100° F) only. OO 2014 SPX CORPORATION 16 Form No. 102463 Rev. 9 February, 2015 7. Sound Reduction The electrically-powered hydraulic pump operates in the 90-95 dBA range. If further sound reduction is desirable, any of the following options will help reduce the sound level. A. Install a pressure switch. It shuts the motor off automatically when maximum pressure is reached (holding cycle). B. Use a 3450 RPM, 1-1/2 horsepower, 115 VAC, 60 Hz, 1-phase pumping unit. C. Use a 3450 RPM, 1-1/2 horsepower, 230 VAC, 60 Hz, 3-phase pumping unit. D. Install casters (two gallon reservoir only)to reduce the noise level. 8. Checking Brushes On Universal Motors To help prevent premature failure of the armature, check the brushes periodically. A. Remove the metal brush cover plates. B. Remove the brush holder caps and brush assemblies C. The brush assemblies must be replaced if they are 1/8" long or less. See Figure 7. D. Install brush assemblies, brush holder caps, and metal brush cover plates. !I r !: G!: G i t t t �i '� ' EIt—I i"�� . � � FIGURE 7 REASSEMBLY SPECIFICATIONS jr High pressure pump �/assembly(5,000 or 10,000 PSI unit) n"40 ZC (1,_ 0 _ -(\\, so i C 3 O'-0 ' - `' Assemble in sequence shown. 50 7 "' Lubricate under head and on threads. `N-- 0 i Torque to 180 in. lbs. ©2014 SPX CORPORATION 17 Form No. 102463 Rev. 9 February, 2015 f .702 r020 MIN. " t.020 MIN. BRUSH ARMATURE When replacing brushes or the armature,the dimen- sions shown must be as specified. NEEDLE BEARING INSTALLATION SPECIFICATIONS .1051.095=� NEEDLE BEARINGS .105/.095 When replacing the needle bearings on the drive gear of the basic pump,the dimensions shown must be as specified. TROUBLESHOOTING GUIDE A WARNING • To help prevent personal injury, any repair work or troubleshooting must be done by qualified personnel familiar with this equipment. • Use the proper gauges and equipment when troubleshooting. NOTE • Depending on the type of pump, it is often best to check for leaks by using a hand pump and applying pressure to the suspect area without the motor running. Watch for leaking oil and follow it back to its source. Plug• the outletports of the pumpwhen checkingfor leakage to determine if the leakage 9 g is in the pump or in the cylinder or tool. • Refer to the Parts List included with your particular pump when using this troubleshoot- ing guide. ©2014 SPX CORPORATION 18 Form No. 102463 Rev. 9 February, 2015 PROBLEM CAUSE SOLUTION Electric motor does not run 1. Pump not turned ON. 1. Flip toggle switch to "Run" position. 2. Unit is not plugged in. 2. Plug in unit. 3. No voltage supply. 3. Check line voltage. Check reset button on power panel. 4. Broken lead wire or 4. Replace defective parts. defective power cord plug. 5. Defective switches. 5. Check switches. 6. Defective motor. 6. Repair or replace motor. AWARNING 7. Defective starter relay. 7. Replace defective parts. 8. Defective remote switch. 8. Repair or replace remote To help prevent personal in- switch. jury, disconnect power sup- 9. Worn brushes 9. Replace brushes ply before removing cover. 10. Circuit breaker tripped 10.Add an additional circuit Any electrical work should because total amperage or use alternate circuit. be performed by a qualified electrician. draw too high for existing circuit. 11. Overheated motor(single- 11. Wait for motor to cool phase motor only). before restarting. Reset Magnetic starter thermal protector(Single- disengaged (three-phase phase motor will reset motor only). Thermal automatically.) protector open. 12. Faulty thermal protector 12. Replace (single-phase motor). Faulty magnetic starter (three-phase motor). ©2014 SPX CORPORATION 19 Form No. 102463 Rev. 9 February, 2015 PROBLEM CAUSE SOLUTION Pump is not delivering oil or 1. Oil level too low. 1. Fill reservoir to 1/2" from top delivers only enough oil to of filler hole with all advance cylinder(s) partially cylinders retracted. or erratically. 2. Loose-fitting coupler to 2. Check quick-disconnect cylinder. couplings to cylinders. Inspect couplers to ensure that they are completely coupled. Occasionally couplers have to be re- placed because the ball check does not stay open due to wear. 3. Air in system. 3. Bleed the system 4. Air leak in suction line. 4. Check and tighten suction line. 5. Dirt in pump or filter 5. Pump filter should be plugged. cleaned and, if necessary, pump should be dismantled and all parts inspected and cleaned. 6. Oil is bypassing through the 6. Be removing the double-acting cylinder. cylinder and capping the hoses, the pump and valve can be checked. Observe if pump holds pressure. 7. Cold oil or oil too heavy 7. Change to a lighter oil. (Hydraulic oil is of a higher viscosity than necessary). 8. Relief valve or low pressure 8. Adjust as needed. unloading valve out of adjustment. 9. Reservoir capacity is 9. Use smaller cylinder(s) or too small for the size of the larger reservoir. cylinder(s) used. 10. Defective directional valve. 10. Inspect all parts carefully and replace if necessary. 11. Sheared drive shaft key(s). 11. Replace. 12. Motor rotating in wrong 12. 3450 RPM motor: Refer to direction. electrical schematic on motor. 12,000 RPM motor: Reverse lead wires to brush holders.Air motor: Air line connected into wrong port. 13. Vacuum in reservoir. 13. Check for plugged vent in filler plug. 14. Low pressure pump worn 14. Remove end cap from low pressure gear pump . Clean pump, and replace worn gears, shifting spool, body or end cap. ©2014 SPX CORPORATION 20 Form No. 102463 Rev. 9 February, 2015 PROBLEM CAUSE SOLUTION Pump builds pressure but 1. Check to see if there are 1. Seal leaking pipe fittings cannot maintain pressure. any external leaks. If no oil with pipe sealant. leakage is visible, the problem is internal. If using a double-acting cylinder, remove it from the system to ensure that the leak is not in the cylinder. 2. To test for a leaking control 2. Clean, reseat or replace valve, lift the pump from flow control valve parts. If the reservoir but keep the the internal check valve(s) filter in the oil. Remove are leaking, the pump must the drain line to see if the be dismantled and the seat oil is leaking from the valve. areas repaired, poppets If the valve is not leaking, replaced, etc. the internal check valve could be leaking. Refer to the note concerning checking for oil leaks at the beginning of this Troubleshooting Guide. 3. Leaking pressure switch 3. Repair or replace seal. seal. Pump will not build full pres- 1. Faulty pressure gauge. 1. Calibrate gauge. sure. 2. Check for external leakage. 2. Seal faulty pipe fitting with pipe sealant. 3. Check the external 3. Lift the pump from the pressure regulator. reservoir, but keep the Check the relief valve filter immersed in oil. Note setting. the pressure reading when the relief valve begins to open. If functioning normally, it should start to leak off at relief valve pressure. 4. Look for internal leakage in 4. Remove the cylinder from double-acting cylinders. the pump. If the pump builds full pressure, the cylinder is defective. 5. Check for leaks in the flow 5. Clean and reseat or replace control valve. parts. ©2014 SPX CORPORATION 21 Form No. 102463 Rev. 9 February, 2015 PROBLEM CAUSE SOLUTION Pump will not build full pres- 6. Inspect the pump for 6. Same procedure as sure. (Continued) internal leakage. Check above, but look for leaks high pressure pump inlet or around the entire inner outlet ball checks. mechanism. If there are no visible leaks, the high pressure pump sub- assembly may be leaking. Remove all parts. Check the valve head assembly body for any damage to the sea area. Clean and reseat if necessary. Inspect for damage and replace if nec- essary, then reassemble. 7. Sheared key(s). 7. Replace 8. Inadequate air pressure (air 8. Increase air pressure. motor only). 9. Shifting spool seat and/or 9. Clean and reseat or shifting spool poppet replace. (located under high pres- sure pump assembly)worn. 10. Shifting spool 0-ring 10. With an 0-ring pick, (located within shifting remove 0-ring and backup spool bore)worn or broken. washer through low pressure pump assembly end. Replace. Cylinder(s) will not retract. 1. Check the system 1. Check the cylinder for pressure; if the pressure is broken return springs, and zero, the control valve is check couplers to ensure releasing pressure and that they are completely the problem may be in the coupled. Occasionally cylinder(s), mechanical couplers have to be linkage connected to replaced because one cylinder(s), or quick- check does not stay open disconnect couplings in the coupled position. P 2. Defective valve. 2. Check valve operation and inspect parts. Replace if necessary. 3. Inadequate air pressure (air 3. Increase air pressure. motor model only). Pump delivers excess oil 1. Faulty pressure gauge. 1. Calibrate gauge. pressure. 2. Relief valve not properly 2.Adjust the relief valve. set. Gasoline engine 1. Refer to instruction manual included with gasoline engine. ©2014 SPX CORPORATION 22 Form No. 102463 Rev. 9 February, 2015 POWER TEAM FACILITIES Rockford,Illinois USA European Headquarters Asia Pacific Headquarters Customer Service/Order Entry Tel: +31 45 567 8877 Tel: +65 6265 3343 Tel: +1 800 541 1418 Fax: +31 45 567 8878 Fax: +65 6265 6646 Fax: +1 800 288 7031 infoeurope@powerteam.com infoasia@powerteam.com Technical Services Shanghai,China Tel: + 1 800 477 8326 Tel: +86 21 2208 5888 Fax: + 1 800 765 8326 Fax: +86 21 2208 5682 info@powerteam.com infochina@powerteam.com ©2014 SPX CORPORATION 23 Form No. 102463 Rev. 9 February, 2015 DECLARATION OF INCORPORATION EC DECLARATION OF INCORPORATION OF PARTLY COMPLETED MACHINERY Serial#10XX Thierry Rouvelin Vice President Engineering We declare that our 1------"Models: 1. 2. Description of the product; To which this declaration relates are in conformity with the following: EN EN-ISO,ISO standards Title Per the provisions of the Machinery Safety Directive 2006/42 EC EN_ISO 12100-1 Basic concepts,general principles for design-Part 1 EN ISO 12100-2 Basic concepts,general principles for design-Part 2 EN-13478.2001+Al I; Fire prevention and protection EN ISO 14121-1:2007 Risk assessment-Part 1 EN 982 1996 Safety requirements for fluid power systems&their components Hydraulics EN 983:1996 Safety requirements for fluid power systems&their components-Pneumatics EN ISO 13849-1: ; Safety-related parts of control systems-Part 1 EN ISO13849-2:2008 Safety-related parts of control systems-Part 2 EN 61310-2:1995 indication,marking and actuation EN 61310-3:1999 Indication,marking and actuation EN.EN-ISO.ISO standards Title Per the provisions of the Noise Emission 2000/14 EC in the Environment by Equipment for Use Outdoors Directive EN 3200L0014 Noise emission in the environment for use outdoors ISO 3744 1994 Sound Power Level Measurements I,the undersigned,hereby declare that the equipment specified above conforms to the above European Communities Directive(s)and Standard(s).This product is not to be put into service until the final machine into which it is to be incorporated has been declared in conformity with SPX Hydraulic Technologies the provisions of this Directives,where appropriate. 5885 11''Street Rockford,IL 61109-3699 United States of America Rockford,Illinois January xx,2010 Authorized Representative: SPX Rail Systems Mr,Merida oball Unit 7,Thames Gateway Park Choats Road Dagenham,Essex RM9 efiel United Kigdorn ©2014 SPX CORPORATION 24 Form No. 102463 Rev. 9 February, 2015 _. PRECISION-HAYES INTERNATIONAL Stressing Jacks PH10101 Rev.B 01/15 5DA1 (20 Ton) .£ 5DA1-AL (20 Ton) . 6DA1 (30 Ton) -IN 1'6 eq Precision-Hayes International manufactures the 5DA1, 5DA1-AL, and 6DA1 Series jacks from a single piece of hardened steel to exacting specifications. The result is a durable, lightweight, and compact stressing jack. These attributes make the 5DA1, 5DA1-AL, and 6DA1 the jacks of choice Compact, lightweight, for elevated construction projects. • Double-acting jacks with power-seater double-acting - ideal for • 5DA1 - 20 ton, stresses up to .5" strands • 5DA1-AL - 20 ton, stresses up to .5 strand elevated construction projects. and weighs only 34 lbs. • 6DA1 - 30 ton, stresses up to .6" strand • 6" and 12" nose assemblies in stock for immediate delivery; other nose assemblies are available From stressing accessories tol hardware, Precision-Hayes International carries the most complete line of jacks and related components in the industr y. 5DA1 , 5DA1 -AL & 6DA1 Stressing Jacks 20 &30 Ton Jacks With Double-Acting Cylinders About Our Company Capacities Precision-Hayes International offers a complete line of anchors, 5DA1 and 5DA1-AL-20 ton jacks, stress strand up to.5"in chucks,wedges,and jack stressing systems for the post tension, diameter. For use with smaller strand,jack grippers of different sizes prestress and mining industries.With over 30,000 square foot of are available. manufacturing space,we are located in Seagoville,Texas,just south of Dallas.Our dedication and commitment to excellence have 6DA1 -30 ton jack,stresses strand up to.6" in diameter. made our company the leading supplier to these industries. For use with smaller strand,jack grippers of different sizes are available. Double-Action System The 5DA1,5DA1-AL,and 6DA1 jacks are double-acting,meaning 6"and 12"nose assemblies are in stock for immediate delivery; that the jacks open and retract using hydraulic power. Both jacks other nose assemblies are available per customer requirement. use power wedge setters to seat the wedges into the anchor.After the desired stressing pressure is achieved,the valve on the pump is Systems and Parts switched to the retract position.The valve then maintains pressure The 5DA1, 5DA1-AL and 6DA1 jacks can be purchased as single on the strand. Engaging the pump causes the wedge setter to push complete units with pump, hoses,and gauge. forward and seat the wedges;when a preset pressure is achieved, the jack will then begin its return stroke. We carry all of the pumps and valves necessary to operate our jack systems,along with a full line of replacement parts. �1 t1 411 ° "may.__ 1\10-6 No.H-9310 hoses connect (c) directly to jack,3/8"NPTF A 0 CD^ NN R N 4, No.H-9210S hose connects directly to Power Seat lie1/4"NPTF �_ Special 4-way,3-position \ Manual Valve No.VM43-LPS Jack Grippers on underside of jack ( �> Detachable \Nb" „0 Nose Piece p o 2 5DA1 , 5DA1 -AL Jack Stressing Jacks e fa) e e 0 - '<,4t,t4,- Ap 0 (k%4 )wi p ,, , , 1 _ ,01,, ,tt'l:Es. -‘417D4*71-144 €D O #\' , . :ii jam r� O e ��'� Item *5DA1 *5DA1 AL . 1 No. Part No. Part No. Description 1 401520 401520 Nose Body,3" © ' i 4 : „11535 Nose Body,4" 2 302050 302050 Wedge Setter Spring 3A 305361 305361 Wedge Setter,4" 5 340660 340660 Power Seater 0-ring `il 11. 6 401540 401540 Power Seater Housing 7 N/A N/A 3/8" NPT Pwg x 9 401650 401645 Front Cylinder Bushing t0 o mid ' ` 11 401640 401635 Rear Cylinder Bushing I .Kit 13 401740 401735 Cylinder Rod Cap I! 1 talIg 71 r ' 7,c1-7-15 u� €iJ:LO:miG0 iK01, t 15 340345 340345 Red Decal 17 N/A N/A SHCS EiI =a� a 19 401005 401005 Gripper Handle 1_ ,IR:9 45 r ; 1; : ` 21 N/A N/A Warning Decal 23 401685 401685 Gripper Plate Length Width Height Stroke Weight 18-1/2" 7-1/2" 2-3/4" 8-1/2" Steel=42 lbs. Aluminum=34 lbs. Effective cylinder area 6.28 sq.in. -Power Seater Housing Kit includes o-rings, back-up seals and is pressure tested 3 Stressing Jacks 6DA1 Jack m m <iryg41 ik_714.5. � �� J 4'4 ,&„ l am O �. 1 Nir o % l 0iit.v t° �� . O m 1T1 ct , Item *6DA1 ' 2 No. Part No. Description 1 403180 Nose Body,3" 2 302053 Wedge Setter Spring i a "@_. 3. 403140 Wedge Setter 3" 4. 403100 Power Seater Piston S. 304650 Power Seater`0" Ring 5A. �� 340652 Back-up 0-ring g li,, 6. 403120 Power Seater Housing 6A. :403125 ''**Power Seater Housing Kit " 7. N/A NPT Plug 8. 305500 Retainer Ring 9. 403040 Front Cylinder Bushing 10. 'ii` - �,403020 ., , Cylinder Rod �. . _ ' 11. 403060 Rear Cylinder Bushing o 12. 302470 '6DA1 Seal Kit ' `f" 13. 403080 Cylinder Rod Cap 14. 403000 Jack Body 15. 340345 Red Decal 16. 401780E Jack Handle 3 17. N/A SHCS 18. N/A " ', NPT Plug �� ,, �1 19. 401005 Gripper Handle 20. 400990 �„ .6"Grippers 7* i 21. N/A Warning Label 22. 340340 Warning Label 23. 401685 Gripper Retainer Plate Length Width Height Stroke Weight 18-1/2" 7-1/2" 3-1/16" 8-1/2" 52 lbs. *Effective cylinder area 7.95 sq. in. **Power Seater Housing kit includes o-rings, back-up seals and is pressure tested 4 Operation Stressing Jacks 1. Improper care and use of stressing equipment may result in property damage, and/or personal injury. Only trained, qualified personnel should be allowed in the immediate vicinity of equipment during use. Personnel doing the stressing and inspectors should remain clear of the strand being stressed at all times. Never permit anyone to stand in the immediate vicinity of the jack and the pump while stressing. 2. Open the jack gripper by pulling back on the gripper handle or cable. 3. Position the jack on the strand to be stressed and push forward until the jack nose bears on the anchor. Never attempt to adjust the position of the jack, either by striking or pushing after any load has been applied. Remove the jack and reposition if necessary. 4. Push the jack grippers forward to engage the strand making sure that: a. Jack grippers are parallel to avoid damage to themselves or the strand b. Strand is in proper position within the jack grippers. 5. Place the pump 4-way valve in stressing position. 6. Operate the pump by use of the pendent switch. (Use of the pendent switch allows the operator to stand at the side of the pump, out of harm's way, should the strand or jack grippers fail.) 7. On pumps equipped with a sequence valve or automatic seating valve: a. Start pump motor and run until proper pressure is indicated on the pressure gauge. b. Switch 4-way valve to retract position. c. Pressure will remain on the pressure side of the jack, but gauge will drop to zero and start to rebuild pressure. d. When preset pressure is achieved (depending on the equipment used),the seating plunger will be fully pressurized, a popping noise will be heard, and the jack will start to retract. e. When the jack is fully retracted, stop the pump and switch the 4-way valve to stressing position. The seating plunger should fully retract. It is important to stop the pump and switch the valve quickly to avoid excessive pressure build-up in the jack after it has completely returned.This excessive pressure build-up can cause premature failure of the jack seals, hoses and fittings. f. Slide the jack forward to release the jack grippers and remove the jack from the strand. NOTE: 1) For jacks without power seating wedge setters, after proper gauge pressure is achieved, by switching the valve to the retract position,the jack will begin to retract. 2) For maximum jack life, please keep cylinder rods retracted when not in use! 5 SCJ-Short Cable Jack s'02:0.45 A.•-• B* •Safe and effective for pulling 4" cables.* • No need for chairs or other cumbersome accessories. •Gripper jaws release when jack is fully retracted. • Requires only single hose and standard pump. • Uses standard 10"stroke cylinders;other strokes are available-call for quote. • Replacement parts readily available. For shorter cables,consult factory. Don'ts of Stressing Stressing Jacks 1. Don't stress any tendons which contain concrete slurry inside the anchor cavity. Concrete in the anchor cavity will prevent proper seating of the wedges. It is safer and less expensive to clean out concrete slurry than to have detension, repair or replace tendons,or repair the jack. 2. Don't use the jack when you can see that it does not seat properly on the face of the anchor. 3. Don't overstress tendons in order to achieve proper elongation. 4. Don't allow obstructions in the path of the jack extension. 5. Don't use extension cords longer than 100 ft.(30m)or less than 3 wire, 12 gauge. 6. Don't continue stressing if you suspect that something is not working properly. 7. Don't detension with loose plates,spacing shims or piggy backing. 8. Don't stand in immediate vicinity of the jack,or between the jack and the pump during stressing or destressing. 9. Don't permit other workmen in the immediate area of the jack or pump during stressing operations. 10. Don't hammer or beat on the jack or jack cylinders. 11. Don't do anything if your not sure—ask someone who knows. ALL OF THE INFORMATION LISTED IS MEANT TO BE A GENERAL GUIDELINE FOR OPERATION OF POST TENSION STRESSING EQUIPMENT.THE POST TENSIONING INSTITUTE PUBLISHES A"FIELD PROCEDURES MANUAL FOR UNBONDED SINGLE STRAND TENDONS"WHICH CAN BE OBTAINED BY CALLING(248)848-3180. 6 Stressing Accessories Stressing Jacks ZU4908PB Stressing Pump with .5" Trouble Shooting Anchor Powerseat Valve .6" Trouble Shooting Anchor %IIs r Jack Feet i ? '` i n 4 x: ry R Hand Wedge Setter ~ y 5DA1 Grippers with Handle, Standard Grippers with Handle Reusable Splice Chuck Chrome Pulling Wedges and Short Cable Tube with ,111 Detachable Nose Piece 10 j. 7 9 PRECISION-HAYES INTERNATIONAL :',.. .x' Precision-Hayes manufactures and stocks a broad line of hardware and equipment for the Barrier Cable Products Prestress,Mining and Post Tension Industries. GRABB IT®and other barrier " cable components are available J - ; from stock for next day delivery. Sure-Lock® " k Multi-Use Chucks Designed for repeated —_ 1 ,,, , E ij use, Sure-lock®spring- ? , t loaded chucks are 100% _ - mag particle inspected for cracks and imperfections,and each - ; 1011 ' ` body is proof tested to 125% of ultimate strand breaking load.Carefully controlled : �' heat-treatment of components provides , you with Extended Life and fully- `" warranted products. Bayonet-style caps allow quick release for easy cleaning and inspection.Combination reusable splice chucks for all types and sizes of strand are readily available. � 1. r - Sure-Lock®One Time - w Use Chucks t ,t Our one-time use chuck is r—. .1! available with 2 or 3 piece I' ,_ `' i i wedge set.Cost effective . design and reliable quality have been the Sure-Lock® We also offer . . . standard for more than 15 Fabrication Equipment years.One-time use splice •Complete Fabrication Lines 4i 1,,I chucks are also available, • Material Handling Equipment for all types and sizes • Expert Advise and Installation of strand. Strand Extrusion Systems a •Turn-Key Extrusion Systems Sure-Lock®Anchorage Systems •Custom Components for Upgrade •Over 25 Years Experience Building ,, The Sure-Lock® Production Equipment system is the industry"standard", i Wedges . and has been fully II , i ,t, Wedges are machined from high tested to all PTItk. `'', c quality steel and case hardened to ,. requirements. 1ti , . 1a This system iss precise specifications.All Sure Lock ', wedges are lot-controlled.They can used worldwide, --, pt '. ,':' be supplied in sizes 3/8"thru .7" with in thousands ` ''' y� _� 14' 2 or 3 piece wedges and retaining of applications. +r, „Y rings available. Proudly made in the USA since 1946 704 WEST SIMONDS RD. Seagoville, TX 75159 972-287-2390 Fax 972-287-4469 www.precision-hayes.com 1 MEMBER I POST-TEN S ONIN G ph INSTITUTE® ASBI 8 Certification port Ram CENTRAL STEEL INC. 2301 131ST AVE NE Lake Stevens WA 98258 Tel: 425-334-3100 Fax: 425-334-3003 Date: February 13, 2019 Project: 0 Report#: 2 10807 RE: Certification of One (1) Hydraulic Load System Capacity: 37,600 Ram: Mono - PT Model: 4" McDaniel Make: Power Team Gauge: 10,OOOpsi Test Date: 02/13/19 Serial Number: Ram: 02-PT-101 Gauge: 16-G115 Calibration Systems in Accordance with ANSI/NSCI: Z540-1. Test equipment traceable to N.I.S.T. This calibration is valid until: 08/12/19 Certified Average Readings (Kips) Readings (PSI) 0 0 5 800 10 1600 15 240011 20 3150 25 3950 30 4750 33 5200 Test Equipment S/N Test Date Recall Date Test No. Transducer Load Cell 080416A 08/10/18 08/10/19 5167-27664-16 Load Cell Display 080416 08/10/18 08/10/19 5167-27664-16 6000 5000 5200 0 4000 30(FS — 150 a 400 2000 600 1000 00 0 33- Kips Richard Picking Service Technician