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<br /> G�NERAL NOTES � s��(,'�"�: .
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<br /> . THE TOTAL LENGTH OF CRACKING CAN BE ESTIMATED AT .009 FEET OF CRACKS PER SQ/FT OF SLAB AREA. THE ���� � �'� �'
<br /> CONSTRUCTION JOINTS W ALL WALLS, ELEVATED SLABS AND BEAMS SHALL NOT BE FURTHER APART THAN 60 FEET IN THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING. THE CONTRACTOR, STRUCTURAL OWNER SHOULD RESERVE FUNDS FOR THIS ONE TIME MAINTENANCE PROGRAM, WHICH IS TO TAKE PLACE TWO YEARS � �
<br /> CODE: INTERNATIONAL BUILDING CODE IBC (2015) ANY DIRECTION. ENGINEER-OF-RECORD, SUB-CONTRACTORS INVOLVED WITH THE POST-TENSIONING WORK, REPRESENTATIVES OF THE AFfER THE COMPLETION OF CONSTRUCTION. � �
<br /> CITY OF SEATTLE AND REPRESENTATIVES OF THE SPECIAL INSPECTION AGENCY SHALL ATTEND THIS MEETING.
<br /> ������ �� ALL CONSTRUCTION JOINTS SHALL BE ROUGH TO A MAGNITUDE OF 3/" AND SHALL BE WIRE BRUSHED, CLEANED AND . EVEN THOUGH CRACKING IS NORMAL AND MOST OFTEN NOT STRUCTURALLY SIGNIFICANT, WHEN CRACKING OCCURS � ,�� s��33253 Ati �,
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<br /> MOISTENED IMMEDIATELY PRIOR TO PLACING NEW CONCRETE. CONFORM TO PTI SPECIFICATION SECTION 6 "INSTALLATION REQUIREMENTS." DURING CONSTRUCTION THE CONTRACTOR SHALL CONTACT THE ARCHITECT/ENGINEER FOR REVIEW, THE CONTRACTOR ��SSIONAL ����
<br /> FLOOR LIVE LOADS: SEE SHEEf S114 SHOULD BUDGET .004 F7 OF EPDXY INJECTED CRACK REPAIR PER SQ/FT OF THE SLAB.
<br /> PLACE ALL SLABS-ON-GRADE W STRIP POURS OF 30 FEET MAXIMUM WIDTH WITH A MINIMUM OF 24 HOURS BETWEEN 1. DRAPES: PLACE TENDONS PARABOLIC BETWEEN SUPPORTS AND CONFORM TO CONTROLLING POINTS SHOWN ON �
<br /> ROOF SNOW LOADS: GROUND SNOW LOAD, Pg = 25PSF ADJACENT POURS. STRIP POURED SLABS SHALL HAVE SAW CUT CONTROL JOINTS SPACED AT 36 TIMES THE SL4B � [��o)EC-r :
<br /> ROOF SNOW LOAD, Pf = 25PSF > » THE DRAWINGS UNLESS NOTED OTHERWISE. DIMENSIONS SHOWN ON DRAWINGS LOCATE THE C.G. OF THE TENDON REFERRING THE CURRENT "PTI GUIDE SPECIFICATION FOR SEVEN-WIRE STEEL STRAND BARRIER CABLE APPLI�ATIONS".
<br /> THICKNESS (15 -0 MAXIMUM) ON CENTER. SAW CUTTING SHOULD BE PERFORMED BEFORE THE CONCREI�E STARTS TO FROM THE BOTTOM OF THE SLAB OR BEAM. LOW POINTS ARE AT MID-SPAN UNLESSNOTED OTHERWISE. � '
<br /> SNOW EXPOSURE FACTOR, Ce = 1.0 COOL AFTER PEAK HEAT OF CEMENT HYDRATION, AND AS SOON AS THE CONCRETE HAS HARDENED ENOUGH TO BARRIER CABLE CAN BE COATED IN PLASTIC EPDXY OR GALVANIZED AND SHALL BE DESIGNED TO MEF_-I� THE �` c A
<br /> SNOW LOAD IMPORTANCE FACTOR, Is = 1.0 SUPPORT EQUIPMENT WITHOUT DAMAGE AND NOT RAVEL THE CONCREi�E DURING CUTfING. SAW CUTTING SHALL BE AUTO-MOBILE RESTRAINT AND THE PEDESTRIAN PROTECTION REQUIREMENTS IN THE CURRENT IBC. � E�7F Ff1CILITIE�
<br /> THERMAL FACTOR, Ct = 1.0 DONE WITHIN 12 HOURS OF CONCRETE PLACEMENT. 2. SUPPORTS: TENDONS SHALL BE FIRMLY SUPPORTED AT INTERVALS NOT TO EXCEED 4 FT TO PREVENT � p Q� -
<br /> DISPLACEMENT DURING PLACING OF CONCRETE. � � lO,ET1 lIL
<br /> � WIND LOADS: ULTIMATE DESIGN WIND SPEED - 110MPH ALLOW A MINIMUM OF 24 HOURS BETWEEN PLACEMENT OF CONCRETE FOR COLUMNS, WALLS OR PIERS AND SLAB SHEAR REINF SHALL BE "DECON" STUD RAILS OR APPROVED EQUIVALENT. STUDS SHALL BE LOW CARBON STEEL,
<br /> RISK CATEGORY: II PLACEMENT OF CONCREfE ON THE ADJACENT FLOOR. 3. TENDON BUNDLES: TWISTING OR ENTWINING OF INDIVIDUAL STRANDS WITHIN THE BUNDLE WILL NOT BEPERMITTED. C1015 IN ACCORDANCE WITH ASTM-A10�: E i� ��ET�
<br /> WIND EXPOSURE: 'B'
<br /> YIELD STRENGTH 50KSI MINIMUM
<br /> Kzt - 1.00 �� ��� �D � 4. TOLERANCES: VERTICAL DEVIATIONS IN TENDON LOCATION SHALL NOT EXCEED: TENSILE STRENGTH 60KSI MINIMUM
<br /> INTERNAL PRESSURE COEFFICIENT = f0.18 A. f 1/4" FOR MEMBER THICKNESS� LESS THAN 8" 650'l EVEEZG[ZEEN WAY
<br /> PROVIDE SPECIFIED CURING COMPOUND AND SEALER FOR THE TOP SURFACE OF ALL SLAB WORK, UNLESS NOTED g, � 3/8" FOR MFMBER THICKNESS FROM 8" TO 24° STRUCTURAL TIMBER AND LUMBER TO BE STRESS GRADE HEM-FIR OR DOUGLAS FIR AS FOLLOWS: E��EIZETT, WA 98203
<br /> �RTHQUAKE LOADS: SEISMIC OCCUPANCY CATEGORY: II OTHERWISE. VERIFY COMPATIBILITY OF SPECIFIED SEALERS AND/OR HARDENERS WITH ARCHITECTURAL TOPPINGS AND C. f 1 2" FOR MEMBER THICKNESS MORE THAN 24" �
<br /> SEISMIC IMPORTANCE FACTOR, IE = 1.00 FINISHES. � USE SPECIES GRADE FB ��
<br /> MAPPED ACCELERATIONS, Ss = 1.396 S1 = 0.532 � � 5. CLEARANCE: PROVIDE 1" MINIMUM CLEARANCE BETWE�N TENDONS AND PARALLEL REINFORCING BAR OR INDIVIDUAL 4 X BEAMS/POST DOUGLAS FIR N0. 2 900 PSI �
<br /> SITE CLASS = � WIRES OF WELDED WIRE FABRIC. 6 X BEAMS/POST DOUGLAS FIR N0. 1 1350 PSI � ���1 11 �I �X..
<br /> DESIGN ACCELERATIONS, Sds = 0.931 Sd1 = 0.532 ALL CONCRETE WORK SHALL CONFORM T4 THE REQUIREMENTS OF ACI 117, LATEST EDITION, "SPECIFICATIONS FOR �
<br /> ����� ��� EXTERIOR & BEARING WALL STUDS DOUGLAS FIR N0. 2 900 PSI ��
<br /> SEISMIC DESIGN CATEGORY: D TOLERANCES FOR CONCREfE CONSTRUCTION AND MATERIALS AND COMMENTARY", EXCEPT AS MODIFIED BY THESE SHEAR WALL STUDS, PLATES AND BLOCKING DOUGIAS FIR N0. 2 900 PSI �
<br /> BASIC SEISMIC FORCE RESISTING SYSTEM: REINFORCED CONCRETE SHEAR WALL (R=5) DOCUMENTS. CONFORM TO PTI SPECIFICATION SECTION 6.5 "SHEATHING INSPECTION" ROOF JOISTS, FLOOR JOISTS DOUGLAS FIR N0. 2 900 PSI � ��S�C��T��
<br /> LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS (R=6.5) BEARING WALLS DOUGLAS FIR N0. 2 900 PSI
<br /> TOTAL DESIGN BASE SHEAR, V- 296 KIPS(SD). BASE SHEAR FOR WOOD STRUCTURE - 33 KIPS(SD) SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR TYPE AND LOCATION OF ALL FLOOR FINISHES, FLOOR 1. RESTORE TENDON GREASE COATING IN DAMAGED AREA. �,
<br /> INTERIOR STUDS AT NON-BRG WALLS HEM FIR STANDARD
<br /> SEISMIC RESPONSE COEFFICIENT, Cs- 0.19 FOR CONCRETE, Cs- 0.15 FOR WOOD DEPRESSIONS, AND NON-STRUCTURAL CURBS. 3. PLACEw IECE OEF LON�GTUIDINALLYSSLITTSIHEA HINGTAROUND GREAS DRTENDONSSLITNSAL�OB�E ONCSIDE�TEONDONMAGE. ALL OTHER �UMBER HEM FIR STANDARD / B�ER � �RCHITEC I�S' INC`:
<br /> ANALYSIS PROCEDURE USED: STATIC LATERAL LOAD PROCEDURE SLABS SHALL MEET THE FLOOR FLATNESS FF AND FLOOR LEVELNESS FL TOLERANCES INDICATED IN SPECIFICATIONS. OPPOSITE TEAR. LENGTH OF SLIT SHEATHING SHALL OVERLAP GREASED AREA BY 21N. AT EACH END. „ 20U0 - 116Tf-1 �VENIIL NE
<br /> � � � � WOOD AND WOOD BASED MATERIALS USED IN CONTACT WITH SOIL CONCRETE OR MASONRY INSTALLED WITHIN 1 OF
<br /> 4. TAPE ENTIRE LENGTH OF SLIT SHEATHING, SPIRALLY WRAPPING TAPE AROUND SHEATHING TO PROVIDE AT LEAST TWO
<br /> FINISHED FLOOR SLABS THAT DO NOT MEET THE SPECIFIED SURFACE TOLERANCES SHALL BE REPAIRED AT THE CONCRETE OR MASONRY, OR EXPOSED TO MOISTURE EITHER INTERIOR OR EXTERIOR, SHALL BE TREATED WITH AN � SUI�I E '�
<br /> �p pRAWINGS � LAYERS OF TAPE. TAPING SHALL OVERLAP SLIT SHEATHING BY 21N. AT EACH END. BEFORE TAPING, SLIT SHEATHING
<br /> CONTRACTOR S EXPENSE. CONTRACTOR TO SUBMIT PROPOSED REPAIR PROCEDURES TO THE ARCHITECT/STRUCTURAL
<br /> SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWING SUBMITTALS PROCESSED BY ENGINEER FOR REVIEW AND APPROVAL PRIOR EXECUTION OF REPAIR WORK. SHALL BE DRY AND FREE OF GREASE. APPROVED PRESERVATIVE PER THE "PRESERVATIVE TREATMENi" SECTION BELOW. SOLID BLOCKING OF NOT LESS THAN E3ELLEVUE, WA 9800�
<br /> THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO 2" NOh11NAL THICKNESS SHALL BE PROVIDED AT ENDS AND �4T ALL SUPPORTS OF JOISTS AND RAFTERS. BETWEEN
<br /> DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS TNE DESIGN CONCEPT, BY INDICATING WHICH T�_�1��E: �� ��' , „ SUPP�RTS PROVIDE BLOCKING OR BRIf�GING AT 8'-0" Q.C. �� 'k2�.637.0831
<br /> MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND WHERE EXPANSION ANCHORS ARE SPECIFIED, USE "HILTI KWIK BOLT TZ" REFERENCE ICC REPORT ESR-1917. CONFORM TO PTI SPECIFICATION SECTION 7 fiENDON STRESSING. �
<br /> � ) ` F�X.637.1878
<br /> INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE WHERE SCREW ANCHORS ARE SPECIFIED, USE "SIMPSON TITEN HD"(REFERENCE ICC REPORT ESR-2713). ALL SILL PLATES AT SHEAR WALLS TO BE 3X_ PRESERVATIVF �iREATED DOUGL�S-FIR �2, U.N.O. ON THE PLANS. SILL
<br /> CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHQP DRAWING SUBMITTALS ARE PROCESSED BY WHERE EPDXY ANCHORS ARE SPECIFIED, USE "HILTI HY-200" OR "SIMPSON SET-XP"(REFERENCE ICC REPORT STRESSING SHALL BE PERFORMED WITHIN 96 HOURS OF CONCRETE PLACEMENT UNLESS APPROVED BY THE ENGINEER. PLATES SHALL HAVE A MOISTURE CONTENT OF �IOT GREATER THAN 19% BEFORE BEING COVERED WITH INSULATION, NOTE:
<br /> THE ENGWEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. ESR-3187 AND ESR-2508). INTERIOR WALL FINISH, FLOOR COVERING OR OTHER MATERIAL. i. ���� p��� �,
<br /> � THE PRik1E �l?RACT DRAIM�I�S.
<br /> frOUN�TifltdS "NILTI HIT-RE 500" AND °SIMPSON SET" MAY NOT BE USED, UNLESS SPECIFICALLY PRE-APPROVED BY THE STRESS IN THE FOLLOWING SEQUENCE: ALL STUD WALL SILL AND TOP PLATE MEMBERS SHALL BE SURFACE-DRIED (S-DRY) LUMBER (MOISTURE CONTENT = � (�Vll, U1�IDSCAPE S"iRUCTURI�,
<br /> MAXIMUM SOIL PRESSURE 3500PSF FOR FOUNDATION ON UNDISTURBED NATIVE SOIL OR SUITABLE FILL ON ' OR LESS DURING FRAMWG). ALL STUDS AND POSTS MAY BE SUR�ACE-GREEN (S-GREEN) LUMBER (MOISTURE �� �iEt�iANlCRI, PI_UMBiiVG.
<br /> UNDISTURBED NATIVE SOIL EXTERIOR FOOTINGS SHALL BEAR 1'-6" (MINIMUM) BELOW FINISH GRADE. ALL FOOTINGS STRUCTURAL ENGINEER. 1. Sl1aB TEMPERATURE TENDONS. 19� � ��� �� Fl�
<br /> 2. UNIFORMLY DISTRIBUTED SLAB TENDONS. CONTENT = 19� TO 23% DURING FRAMING) OR S-DRY LUMBER. THE MOfSTURE CONTENT OF THE FRAMING SNALL BE
<br /> SHALL BEAR ON FIRM UNDISTURBED NATIVE SOIL BELOW ORGANIC, SURFACE SOILS OR SHALL BE PLACED ON SUITABLE FOR EPDXY ANCHORS, USE ASTM A193 GRADE B7 THREADED ROD, UNLESS OTHERWISE NOTED. HOLES MUST BE 3. BEAM TENDONS, OR BANDED SLAB TENDONS. LESS THAN 12 � PRIOR TO INSTALLATION OF GYPSUM WALLBOARD SHEATHING. PROZECTION, SHAIl � U� IN
<br /> FILL ON UNDISTURBED NATIVE SOIL PER GEOTECHNICAL GUIDANCE, IF SUITABLE SOIL IS NOT FOUND. BACKFILL TO BE CLEANED OF DUST AND DEBRIS AND BE FREE OF STANDING WATER WHEN EPDXY IS INSTALLED. SPECIAL INSPECTION �1����� �� ������'
<br /> THOROUGHLY COMPACTED PER SPECIFICATIONS. PROVIDE 2 �5 (MINIMUM) CONTINUOUS BOTTOM OF ALL WALLS AND OF EPDXY ANCHORS IS REQUIRED. DO NOT CUT ANY REINFORCING BARS TO INSTALL ANCHORS. DEFECTIVE HOLES �I�N �� ���' �� �
<br /> FOOTINGS, FOR ADDITIONAL INFORMATION, REFER TO SOIL REPORT N0. 16-0326, BY GEOTEST, DATED JUNE 23, 2016. SHORING SHALL REMAIN IN PLACE UNTIL TENDOI�S ARE STRESSED. SHORING AT CLOSURE STRIPS AND POUR STRIPS � CONOIR�►CT�t SHALL VEltiFY /1PdD
<br /> SHALL BE FILLED SOLIU WITH EPDXY. SHALL REMAIN IN PLACE UNTIL CONCRETE IN STRIP HAS ATTAINED DESIGN STRENGTH. WOOD MEMBERS WERE EVALUATED USING SURFACE DRIED (S-DRY) LUMBER (MOISTURE CONTENT = 19% OR LESS). NATE DlAi�iS�OWS A�IONG
<br /> THE FLOOR-TO-FLOOR COMPRESSION OF SUCH WOOD MEMBERS (PLATES AND STUDS) DUE TO A MOISTURE CONTENT ALL DRAWINGS, d4NY ,
<br /> FOR ANY SUBSTITUTIONS TO THE ABOVE, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER CHANGE OF 11% (BASED ON AN EQUILIBRIUM MOISTURE CONTENT, EMC = 8%) WILL BE APPROXIMATELY 1/10 INCH a �d��, � CTI��
<br /> �' MANUFACTURER'S LITERATURE DESCRIBING THE ANCHORS AND LISTING ICC APPROVED ALLOWABLE SHEAR AND TENSION RESHORING SHALL CONFIRM TO ACI 301, SECTION 2.3.3. ALL SLABS (INCLUDING POST-TENSIONED) ARE DESIGNED FOR PER FLOOR. ADDITIONAL FLOOR-TO-FLOOR COMPRESSION OF WOOD STUDS DUE TO FULL COMPRESSIVE LOAD WILL BE � � �I��� �� �
<br /> ALL CAST-IN-PLACE CONCREfE SHALL BE WITH THE EXPOSURE CATEGORIES, WATER-CEMENT RATIOS, ENTRAINED AIR VALUES. THE LOADS SPECIFIED ON THE STRUCTURAL DRAWINGS AND AT ANY POINT DURING CONSTRUCTION, THE LOADING APPROXIMATELY 1/32 INCH PER FLOOR. ADDITIONAL COMPRESSION OF WOOD FRAMING MAY OCCUR DUE TO FRAMING � � � �E ARqiI�ECT F�
<br /> AND MINIMUM 28-DAY COMPRESSIVE STRENGTNS AS INDICATED IN THE CONCRETE SCHEDULE ON THIS SHEET. SHOULD NOT EXCEED THE DESIGN LOADING. CONTRACTOR SHALL SUBMIT FORMWORK REMOVAL AND RESHORE TECHNIQUES AND LOCAL STRESS CONCENTRATIONS. ALL FULL BUILDING HEIGHT ELECTRICAL, MECHANICAL AND PLUMBING � ��� �� � � ��
<br /> � ��� � INSTALLATION PROCEDURE AND DRAWINGS AS APPLICABLE SEALED BY A PROFESSIONAL ENGWEER LICENSED IN THE SYSTEMS SHOULD BE DESIGNED TO ACCOMMODATE THESE MOVEMENTS. USE OF WOOD STUDS AND PLATES WHICH WILL �� � � ���A�� �
<br /> ELEMENTS EXPOSURE CATEGORY w/c AIR f'c • � 1HE I�(S) I�) QUESTION.
<br /> FOUNDATION FO SO CO 0 STATE WHERE THE PROJECT IS LOCATED FOR THE STRUCTURAL ENGINEER S INFORMATION. HAVE MOISTURE CONTENT CHANGES GREATER THAN 11% WILL EXPERIENCE GREATER MOVEMENT. THE VALUES ARE
<br /> POST-TENSIONED CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS, EXCEPT AS 2. NgT A �1LL SIZE DRAIMPIG U�Ii�SS
<br /> FOUNDATION WALLS FO SO CO 0 , BASED ON THE ASSUMPTION THAT ALL FLOORS ARE FRAMED WITH MANUFACTURED 4VOOD MATERIALS, SUCH AS THE TJI
<br /> MODIFIFD BELOW: AND LVL AND THAT THEY ARE PROTECTED FROM THE WEATHER DURING CONSTRUCTION. ��� � 2�p � �A �� ��
<br /> FOUNDATION WALLS ABOVE GRADE F1 SO C1 0.55 5.5 3500 ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" FIELD COMPRESSIVE STRENGTH OF CONCRETE SHALL BE A MINIMUM OF 4,000 PSI AT TIME OF STRESSING. STRENGTH ' � 1HiS SHEET IS NOT 24' x 36°
<br /> BASEMENT WALLS FO SO CO ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRE?E" SHALL BE VERIFIED BY TESTING AT LEAST TWO CYLINDERS. THE AVERAGE COMPRESSIVE STRENGTH SHALL EQUAL OR pY'�QD CON�lE�S: TNEN IT tS NOT TO S'C6�LE.
<br /> �• » EXCEED THIS MINIMUM VALUE WITH NO CYLINDER MORE THAN 200 PSI BELOW THIS MINIMUM VALUE. ALTERNATE TEST WHERE THE STRUCTURE IS LOCATED IN SDC A B OR C CHANGE 3"X3"X1 4"PLATE WASHERS TO "STANDARD"WASHERS. � - -- _ _
<br /> SLAB ON GRADE FO SO CO PTI POST-TENSIONING MANUAL � �
<br /> SLAB ON GRADE EXPOSED TO WEATHER F2 SO C2 0.4 7 5000 „ „ METHODS MAY BE PROPOSED TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION.
<br /> EXTERIOR WALLS F1 SO C1 0.55 5.5 3500 PTI "F ELD FPROCOEDURES MANUALEFORI UNBOND DN SINGLE�STRAND TENDONS" � �
<br /> NON-EXTERIOR WALLS FO SO CO �� +��� SILL BOLTS TO BE 3 4 DIAMETER EMBEDDED 7 INTO THE CONCRETE. MAXIMUM SPACING OF SILL BOLTS SHALL BE
<br /> EXTERIOR COLUMNS Fl SO C1 0.55 5.5 3500 CONFORM TO PTI SPECIFICATION SECTION 7.1. "GENERAL" AND SECTION 7.2 "JACK CALIBRATION" PROVIDE CALIBRATION 48"O.C. AT DESIGNATED SHEARWALLS SILL BOLT SPACING SHALL BE PER THE PLANS. USE GAI VANIZE� 3" X 3" X �
<br /> NON-EXTERIOR COLUMNS FO SO CO � CERTIFICATES WITH EACH JACK. CONTRACTOR SHALL KEEP CERTIFICATES ON FILE FOR DURATION OF PROJECT. 1/4" PLATE WASHERS, WITH HOLES NO GREATER THAN 3/16"LARGER THAN THE BOLT DIAMETER AT ALL SHEARWALL � �
<br /> 1. COORDINATION DRAWINGS: SUBMIT DRAWINGS SHOWING SIZE & LOCATION OF ALL SLAB PENETRATIONS, BLOCKOUTS, SILL BOLTS. PROVIDE A MINIMUM OF TWO BOLTS EACH PIECE. PROVIDE ONE BOLT AT EACH END OF EACH PIECE, NOT
<br /> ELEVATED PT SLAB / RC SLAB FO SO CO 0.4 0 5000 CONDUIT, EMBEDS & OTHER ITEMS WHICH MAY AFFECT TENDON PLACEMENT. LESS THAN 6"AND NOT MORE THAN 12"FROM THE END. �� -
<br /> , CONFORM TO PTI SPECIFICATION SECTION 7.3 "ELONGATION MEASUREMENT" MEASURED ELONGATIONS SHALL AGREE WITH � ------- -- -- •
<br /> CONCRETE MIX DESIGNS FOR ALL CONCRETE ELEMENTS SHALL COMPLY WITH SECTION 19.3 OF ACI318-14 BASED ON 2, SHOP DRAWINGS: THE CONTRACTOR SHALL SU�MIT SHOP DRAWINGS PREPARED AND STAMPED BY AN ENGINEER CALCULATED VALUES WITHIN t7�, DISCREPANCIES EXCEEDING 7� SHALL BE RESOLVED WITH THE ENGINEER PRIOR TO
<br /> THE EXPOSURE CATEGORIES LISTED IN THE ABOVE TABLE. NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE. REGISTERED IN THE STATE OF WASHINGTON TO THE ARCHITECT AND THE ENGINEER OF RECORD FOR REVIEW RND CUTTING AND CAPPING THE TENDONS INVOLVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH MALLEABLE IRON WASHERS EXCEPT ON STEEL
<br /> BEAM NAILERS USE CUT WASHERS. NAILERS TO STEEL BEAMS SHALL BE ATTACHED WITH 5/8" BOLTS AT 3'-0" O.C. ►t�visio����: u;�rE
<br /> APPROVAL. AND THEN IT SHALL BE SUBMITTED TO DPD FOR FINAL APPROVAL. THE SHOP DRAWINGS SHALL TE1dp0�1 F STAGGERED. �
<br /> � INCLUDE THE DETAILED DESIGN OF TENDONS AND ANCHORAGES, THE CALCULATION OF STRESS LOSSES DUE TO FORCES DURING•AND AFTER STRESSING SHALL NOT EXCEED THE FOLLOWING VALUES � � - _
<br /> ALL REINFORCING BARS SHALL BE NEW BILLEi� STEEL ASTM A615, GRADE 60 CONFIRMING TO ACI 318 SECTION 20.2.2.5. CREEP, SHRINKAGE, TENDON RELAXATION, ANCHORAGE SLIP, AND FRICTION. THE SHOP DRAWINGS SHALL ALSO FORCE AT JACKING............................33.0 KIPS NAILS SHALL CONFORM TO REQUIREMENTS OF ASTM F 1667 AND HAVE A MINIMUM BENDING STRENGTH OF 90KSI FOR �
<br /> WELDABLE REINFORCING BARS SHALL CONFIRM TO ASTM A706. INCLUDE THE TENDON LAYOUT, DEAD-END, AND STRESSING-END LOCATIONS, AND TENDON SUPPORT LAYOUTS FORCE AT ANCHORING.......................28.9 KIPS �> » � Q CITY UPDATES 10 13 17
<br /> EPDXY COATED BARS, WHERE INDICATED ON PLAN, SHALL CONFORM TO ASTM A775 WITH DETAILS NECESSARY FOR INSTALLATION. SHANK DIAMETERS BETWEEN ,142 AND .177 . ALL WOOD-TO-WOOD NAILING SHALL BE PER IBC TABLE 2304.9,1. IF �
<br /> FINAL EFFECTIVE FORCE....................26.8 KIPS PLANS AND DETAILS SPECIFY 8D, 10D OR 16D NAILS, THEY SHALL HAVE THE FOLLOWING PROPERTIES:
<br /> ALL WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A185.
<br /> EPDXY COATED WWR SHALL CONFORM TO ASTM A884, CLASS A. 3. MILL TEST REPORTS: CONFORM TO PTI SPECIFICATION SECTION 2.1(C). PROVIDE CERT�FIED MILL TEST REPORTS � �
<br /> ALL HEADED SHEAR STUD REWFORCEMENT SHALL CONFORM TO ASTM A1044. FOR EACH COIL OR PACK OF STRAND. CONTRACTOR SHALL KEEP REPORTS ON FILE FOR DURATION OF PROJECT. TENDON STRESSING REPORTS SHALL BE COMPLETED BY THE SPECIAL INSPECTOR AND SHALL CONTAIN THE FOLLOWING: 8D = 0.131" DIA X 2-1/2" �
<br /> DATE INSPECTOR'S NAME, JACK IDENTIFICATION NUMBER, TENDON MARK FINISHED TENDON LENGTH, REQUIRED 10� = 0.148" DIA X 3"
<br /> ALL CONCRETE REINFORCEMENT SHALL BE DE(AILED, FABRICATED, LABELED, SUPPORTED, SPACED IN FORMS, AND ���� �� � �u� � ELQNGATION, GAUGE PRESSURE REQUIRED TO ACHIEVE CALCULATED ELONGATION, ACTUAL ELONGATION, ACTUAL GAUGE 16D = 0.162" D!A X 3-1/2" .
<br /> SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE FOLLOWING MATERIALS SHALL BE USED WHERE AN "ENCAPSULATED SYSTEM" IS NOTED ON THE DRAWINGS. PRESSURE, AND PERCENT DIFFERENCE IN ACTUAL TO REQUIRED ELONGATION.
<br /> � ACI 31� AND THE "MANUAL OF STANDARD PRACTICE FOR DETAILIN� REINFORCED CONCRETE STRUCTURES", ACI 315. �� ���I�� ALL SUBSTITUTIONS SHALL HAVE THE WRITi�EN APPROVAL OF THE ENGINEER OF RECORD PRIOR TO USE.
<br /> 1. STRAND: ASTM A416 SEVEN WIRE STRAND, GRADE 270, 1/2" DIAMETER (AREA = 0.153 SQ-IN), LOW RELAXATION
<br /> THE CONTRACTOR SHALL SUBMIT CHECKED SHOP DRAWINGS SHOWING REINFORCING DETAILS, INCLUDING STEEL SIZES, TYPE. CONFORM TO PTI SPECIFICATION SECTION 2 "PRESTRESSING STEEL". STRANDS SHALL ORIGINATE FROM APTI CONFORM TO PTI SPECIFICATIQN SECTION 8 "TENDON FINISHING". FfNISHING SHALL BE COMPLETED WITHIN 3 DAYS OF LIGHT GAUGE METAL FRAMING CQNNECTORS AND THEIR REQUIRED FASTENERS SHALL BE "STRONG-TIE"BY SIMPSON
<br /> SPACING, PLACEMENT AND SUPPORT DETAILS AND QOWELS AT EXPANSION JQINTS FOR REVIEW PRIOR TO FABRICATION. CERTIFIED PLANT. ACCEPTANCE OF STRESSING RECORDS. � COMPANY, OR APPROVED EQUAL.
<br /> Cl1T�I1�G APPR()VVAL:
<br /> ALL REINFORCING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF LATEST EDITION OF ACI 318 AND THE SPLICE 2. SHEATHING: CONFORM TO PTI SPECIFICATION SECTION 2.3 SHEATHING SHALL BE APPLIED USING A CONTINUOUS EXCESS STRAND SHALL NOT BE CUT WITHOUT APPROVAL OF THE ENGINEER. ENGINEER WILL PROMPTLY REVIEW AND AL� FASTENERS AND CONNFCTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED �
<br /> TABI_E INCLUDED IN THE STRUCTURAL DOCUMENTS UNO. ALL WWR SHALL BE LAPPED TWO (2) FULL MESH PANELS AND EXTRUSION PROCESS AND SHALL HAVE NO SEAMS. FOR CORROSIVE ENVIRONMENTS CONFORM TQ PTI SEND A MEMO APPROVING CUTTING THE TENDONS. BASIC ELONGATION TOLERANCE IS t7� FROM CALCULATED. OUT OF STEEL WITH A G185 SPECIFICATION OR TYPE 304 & 316 STAINLFSS STEEL TYPE 304 AND 316 STAINLESS STEEL �
<br /> TIED SECURELY. SPECIFICATION SECTION 4 "SHEATHING" & SECTION 5 "CORROSION PREVENTIVE COATING". TOLERANCE TENDONS WILL BE APPROVED BY TNE ENGINEER ON A CASE BY CASE BASIS. SHOULD BE USED FOR ALL CONNECTORS AND FASTENERS IN CONTACT WITH AZCA TREATED WOOD AND SOME
<br /> � �����: VARIATIONS OF ACQ TR;�ATED WOODS. HOT-DIPPED GALVANIZED STEEL SHOULD NEVER COME IN CONTACT WITH ,
<br /> WHERE REQUIRED, DOWELS SHALI_ MATCH THE SIZE AND SPACING OF MAIN REINFORCING, UNO. 3. GREASE: CONFORM TO SECTION 2.4 OF THE PTI "SPECIFICATION" CONFORM TO PTI SPECIFICATION SECTION 8.1 "GENERAL" STAINLESS STEEL.
<br /> L1C�iT �IET!!L PLA COt�iNEC`�D I�QOD ��
<br /> ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT PADS SHALL BE REINFORCED WITH AT LEAST ONE (1) LAYER 4. ANCHORAGES & COUPLERS: CONFORM TO PTI SPECIFICATION SECTION 3 "ANCHORAGES AND COUPLERS. "PROVIDE 1. AFTER ACCEPTANCE OF THE STRESSING REPORT BY THE ENGINEER TRIM TENDON TAILS. IF TENDONS ARE CUT BY �
<br /> OF 6X6-W4.0 X W4.0 WWR AT TOP CONTINUOUS, UNO. SEE HVAC, PLUMBING AND ELECTRICAL DRAWINGS FOR GREASE CAPS FOR ALL ANCHORAGES AT ALL STRESSING ENDS. TENDON ANCHORAGES AND COUPLING SHALL BE SHALL BE FACTORY FABRICATED TRUSSES. DESIGN AND FABRICATION SHALL CONFORM TO THE REQUIREMENTS OF THE IBC �o
<br /> MEANS OF QXYACETYLENE CUTTING TORCH, DO NOT DIRECT FLAME TOWARD WEDGES. TENDON LENGTH PROTRUDING AND THE DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE
<br /> ADDITIONAL REINFORCING REQUIREMENTS FQR PADS. DESIGNED TO DEVELOP STATIC AND DYNAMIC STRENGTH REQUIREMENTS OF SECTION 3.16 (A) AND SECTION 3.1.8 BEYOND WEDGES AFTER CUT�ING SHALL BE 3/41NCH f 1/4 INCH. INSTITUTE. ENGINEERING DESIGN AND SHOP DRAWINGS BEARING THE STAMP OF A PROFESSIONAL ENGINEER REGISTERED
<br /> (1) AND (2) OF PTI "GUIDE SPECIFICATION FOR POST-TENSIONING MATERIALS". CASTING SHALL BE NONPOROUS 2, IMMEDIATELY AFTER TRIMMING EACH TENDON TAIL, INSTALL THE GREASE CAP WITH A TIGHT POSITIVE FIT. ENSURE IN THE STATE OF WASHINGTON AND SHOWING ALL DErAILS OF CUNSTRUCTION REQUIRED FOR A COMPLETE INSTALLATION
<br /> BAR SUPPORTS IN CONTACT WITH EXPOSED SURFACES SHALL BE PLASTIC TIPPED. AND FREE OF SAND, BLOW HOLES, VOIDS, AND OTHER DEFECTS. PROVISION SHALL BE MADE FOR PLASTIC CAP THAT CAP IS FILLED COMPLETELY WITH GREASE PRIOR TO INSTALLATION. SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW. SHOP DRAWINGS TO INCLUDE ALL PERMANENT AND TEMPORARY
<br /> TO FIT TIGHTLY AND SEAL BARRED END ON STRESSING SIDE OF ANCHOR. BEARING SIDE OF ANCHOR CASTING 3. FOLLOWING COMPLETION OF STEPS 1 AND 2, FILL ALL STRESSING POCKETS WITH GROUT AS DESCRIBED IN THE BRIDGING AND BRACING REQUIRED FOR THE TRUSSES; SHOP DRAWINGS NOT SHOWING THIS WILL BE REJECTED. WOOD DR�����'N BY
<br /> IN �ION-PRESTRESSED CAST IN PLACE CONCRETE, THE SPECIFIED CONCRETE COVER FOR REINFORCEMENT SHALL NOT SHALL HAVE PROVISION FOR PLASTIC SLEEVE. WHICH SHALL PREVENT MOISTURE LEAKS INTO ANCHOR CASTING OR FOLLOWING SECTION ROOF TRUSSES SHALL CONFORM TO ASTM-D 5055 STANDARDS. �
<br /> BE LESS THAN THE FOLLOWING, UNLESS LARGER COVER IS NOTED ELSEWHERE. TENDON SHEATHING. FOR WEDGE TYPE ANCHORAGES, WEDGEGRIPPERS SHALL BE DESIGNED TO PRECLUDED
<br /> PREMATURE FAILURE OF PRESTRESSING STEEL DUE TO NOTCH OR PINCHING EFFECTS UNDER STATIC AND DYNAMIC �� �� �= �R� (�U�I�i�T� LUY�
<br /> �CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 IN. TEST LOAD CONDITIONS STIPULATED UNDER PARAGRAPH (A), FOR LOW RELAXATION PRESTRESSING STEEL CONFORM TO PTI SPECIFICATION SECTION 8.3 "STRESSING POCKETS" SHALL BE FABRICATED TO THE RFQUIREMENTS OF ANSI/AITC F,190.1. LUMBER SHALL BE VISUALLY GRADED WESTERN CHECKED 61`
<br /> �CONCRETE EXPOSED TO EARTH OR WEATHER: �6 THROUGH �18 BARS 2 IN. �
<br /> MATERIALS. SPECIES, COMBINATION 24F-V4 FOR SIMPLE B�AMS, 24F-V8 FOR CANTILEVER BEAMS AND COLUMNS. LAMINATED �
<br /> �5 BAR, W31, OR D31 WIRE AND SMALLER 1-1/2 IN. 1. AFTER CLEANING WITH A WIRE BRUSH OR OTHER SUITABLE METHOD, COAT INSIDE CONCRETE SURFACES OF THE MEMBERS TO BE AITC CERTIFIED. ADHESIVES USED IN THE GLULAM MANUFACTURING PROCESS SHALL CONFORM TO
<br /> a CONCREfE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 5. REPAIR TAPE: "3M TAPE N0. 226, "3M, ST. PAUL, MN. POC�ET WITH A BONDING AGENT. AITC 405 FOR WET USE ADHESIVES. PROJECT# 77
<br /> SLABS, WALLS, JOISTS: #14 AND �18 BARS 1-1/2 IN. 2. FILL POCKEf WITH NON-SHRINK GROUT. GROUT SHALL NOT CONTAIN CHLORIDES OR CHEMICALS DELETERIOUS TO
<br /> �11 BAR AND SMALLER 3/4 IN. 6. ANCHOR CAP: GREASE CAPS AND CLEAR/TRANSLUCENT GREASED TRUMPETS (OR THE ZERO VOID SYSTEM BY GTI STEEL.
<br /> BEAMS, COLUMNS: REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1-1/2 IN. OR APPROVED EQUIVALENT) AT THE PT ANCHORS SHALL BE USED TO PROVIDE WATER-TIGHT CONNECTIONS 3. SUBMIT SPECIFICATIONS FOR PROPOSED BONDING AGENT AND MORTAR TO ENGINEER FOR REVIEW PRIOR TO USE � SE-l� ISSIIE D�\fE: �O�I
<br /> BEfWEEN THE PT SHEATHING AND ANCHORS. �� �� F��;
<br /> ALL STAINLESS STEEL REINFORCING SHALL BE AUSTENITIC TYPE 316 DEFORMED BARS CONFORMING TO THE STANDARDS EMBEDS FOR SUPPORT OF ALL NON-STRUCTURAL ELEMENTS, MECHANICAL AND OTHER EQUIPMENT SHALL BE CAST
<br /> OF �STM A276 AND ASTM A955. A. STRESSING END: PLASTIC CAP SHALL FIT TIGHTLY, COVERING STRESSING END OF BARREL AND WEDGES, INTO THE SLAB. DRILLED OR POWDER DRIVEN FASTENERS WILL NOT BE PERMITfED UNLESS IT CAN BE SHOWN THAT
<br /> SI-fEE-l�-1 I-[LE
<br /> AND SHALL BE FITTED WITH SEALING DEVICE. CAP SHALL ALLOW MINIMUM 1 1/4" PROTRUSION OF FASTENERS WILL NOT DAMAGE CONCRETE OR TENDONS. MARKING OF TENDON LOCATIONS ON SLAB SOFFIT WILL BE �
<br /> PROVIDE #4 HAIRPIN BARS WITH 12" LEGS AT 6" O.C. (MINIMUM) AT HEAD OF ALL OPENINGS WITH 2-�5 BARS STRAND BEYOND WEDGES. REQUIRED. NO SUCH ANCHORS SHALL BE PLACED WITHIN A DISTANCE OF FOUR TIMES THE SLAB THICKNESS FROM
<br /> EXTE_NDING 30"BEYOND OPENING AT HEAD. PROVIDE (2) �5 EXTRA BARS EXTENDING 30" (MINIMUM) BEYOND CORNERS B, WTERMEDIATE STRESSING ENDS: PfASTIC CAP SIMILAR TO ABOVE SHALL BE USED WITH EXCEPTION THAT THE FACE OF ANY COLUMN. NO REBAR SHALL BE CUT OR DAMAGED BY SUCH ANCHORS.
<br /> AT TOP, BOTTOM AND EACH SIDE OF OPENINGS. USE (2) #5 X 4'-0" DIAGONALS AT EACH CORNER OF OPENINGS CAP SHALL BE OPEN TO ALLOW PASSAGE OF STRAND WITH MINIMUM 1/4" CHIMNEY EXTENSION OF CAP.
<br /> EXCFPT FOR 6" WALLS. USE (1) �5X4'0" DIAGONAL AT EACH CORNER IN 6" WALLS. C. COATING MATERIAL: WEDGE AREA AND PLASTIC CAP SHALL BE COMPLETELY FILLED WITH SAME GREASE � � ��� �� � �` � �IV��1I_, I��� �'; ,
<br /> USED ALONG LENGTH OF STRAND. SINCE CONCRETE SHRINKS AND CONTINUES TO SHRINK FOR UP TO TWO YEARS AFTER CONSTRUCTION, ENGINEER
<br /> USE �4 RAISER BARS FOR ALL SLABS. WHERE SLAB STEEL IS PARALLEL TO A BEAM OR WALL PROVIDE #4 X 5 -0 AT RECOMMENDS A CRACK REPAIR AND MAINTENANCE PROGRAM BE IMPLEMENTED FOR THOSE S�BS EXPOSED TO WATER
<br /> � 7. SLEEVE AND GROMMET: A PLASTIC SLEEVE SHALL BE USED ON BEARING SIDE OF ANCHOR CASTING WHICH WILL SHEET n
<br /> OR CHEMICALS. IT IS COMMON FOR CRACKING DUE TO SHORTENING TO OCCUR. THESE CRACKS DO NOT NORMALI Y
<br /> 12' O.C. IN TOP OF SLAB ACROSS BEAM OR WALL. WHERE SLAB IS ON ONE SIDE ONLY, TOP ELBOW BARS SHALL BE � �
<br /> #4 X 3'-0" AT 12" O.C. AT OPENINGS UNDER 18" SQUARE PROVIDE 2 BARS SAME SIZE AS MAIN STEEL EXT�NDING 32 PREVENT MOISTURE LEAKS IN TO ANCHOR CASTING OR TENDON SHEATHING, PLASTIC SLEEVE SHALL BE MiNIMUM IMPAIR THE STRUCTURAL INTEGRITY OF THE SLAB, HOW�/ER THESE SLABS SHOULD �IAVE A ONE-TIME CRACK
<br /> MAINTENANCE OPERATION, WH�CH CONSISTS OF. PSN� C�r�SU��II�G EI��INEERS, INC.
<br /> DIAMETERS PAST OPENING, AT EACH SIDE AND DIAGONALLY AT CORNERS. 10" LONG. A GROMME� SHALL BE USED AT STRESSING ENDS. SPLIT GROMMET AT INTERMEDIATE STRESSING •INSPECTION OF SLABS AND SUPPORTING MEMBERS TWO YEARS AFfER CONSTRUCTION
<br /> POINTS, T0 PREVENT MOISTURE LEAKS INTO ANCHOR CASTING OR TENDON SHEATHING. �200 SfXTH AVENUE, SU1TE 601 �
<br /> •R PARRING CRACKS TO BE REPAIRED . SEATTLE, WA 98121 � �
<br /> P: 206.622.4580 F:206.622.0422
<br /> www.psm-engineers.com
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