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<br /> � 01000 - GENERAL REQUIRl�MENTS � 01005 - REQUIRED SUBMITTAL PROCEDURES 02002 , EXCAVATION SUPPORT AND PROTECTION 03101 - CONCRETE WALL REINFORCING 04100 CONCRETE MASONRY
<br /> X PLACE TWO HOFiIZONTAL#5 BARS AT EACH FLOOFi �EVEL OFi TOP OF WALL ELEVATION.
<br /> THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SUBMITTALS TO THE ENGINEER OF RECORD EXCAVATION FOR FOUNDATIONS SHALL BE PER PLAN TO COMPETENT NATIVE MATERIAL PER THE REINFORCED CONCRETE MASONRY SHALL CONFORM TO THE AMERICAN CONCRETE WSTITUTE
<br /> THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY PROVIDE CORNER BARS TO MATCH HORI�ONTAL REINFORCEMENT AT EACH WALL
<br /> � FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS,AND FOR REVIEW FOR CONFORMANCE AND APPROVAL FOUR WEEKS PRIOR TO POUR OF CONCRETE GEOTECHNICAL ENGINEERING RECOMMENDATIONS. OVER EXCAVATED AREAS SHALL BE CORNER AND INTERSECTION. PROVIDE TWO VERTICAL#5 BARS AT EACH WALL CORNER STANDARD ACI 530-13"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"IN ADDITION
<br /> � OR FABRICATION. BACKFILLED WITH LEAN CONCRETE OR PER GEOTECHNICAL RECOMMENDATIONS AT THE TO CHAPTER 21 OF THE 2015 IBC.
<br /> w ARCHITECTURAL PLANS SHALL BE REPORTED TO THE ARCHITECT WHO SHALL CORRECT THE AND INTERSECTION,AT ALL WALL OPENWGS PROVIDE TWO #5 BARS OVER, UNDER,AND
<br /> > CONTRACTOR'S EXPENSE THE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF MASONRY AT THE AGE OF 28 DAYS f'm
<br /> w DISCREPANCY W WRITING. ANY WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHOP DRAWINGS: AT THE SIDES OF THE OPENINGS. EXTEND THE HORIZONTAL BARS THE LAP SPLICE
<br /> v SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO ARCMITECTURAL PLANS FOR OPENINGS, EXCAVATION SLOPES SHALL BE SAFE AND SHALL NOT BE GREATER THAN THE LIMITS SPECIFIED DISTANCE PAST THE OPENING OR EXTEND AS FAFi AS POSSIBLE AND HOOK. PROVtDE SHALL BE 1900 PSL COMPLIANCE OF COMPRESSIVE STRENGTH SHALL BE IN ACCORDANCE WITH V o ',
<br /> � ARCHITECTURAL TREATMENTS, AND DfMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD ONE#5 BAR BY 4'-0"LONG DIAGONALLY AT EACH CORNER OF THE WALL OPENING. ALL IBC SECTION 2105.VERIFY COMPRESSIVE STRENGTH USING UNIT STRENGTH METHOD PROVIDED Z �
<br /> BY LOCAL, STATE,AND NATIONAL SAFETY REGULATIONS. � o,
<br /> � FOR DUCTS, PIPES, ETC. NOT SHOWN. FOR APPROVAL PRIOR TO FABRICATION. IF SHOP DRAWINGS DIFFER FROM THE CONCRETE SHALL BE PLACED AND CONSOLIDATED WALLS SHALL BE REINFORCED PER THAT: �
<br /> � APPROVED DESIGN DRAWINGS, NEW DESIGN DRAWINGS BEARING THE SEAL AND INSTALLATION OF CONSTRUCTION SHORING, IF REQUIRED, SHALL BE PER THE SHORING SCHEDULE BELOW U.N.O.:
<br /> � THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE DRAWINGS, NOTES,AND SPECIFICATIONS. a. UNITS OF GRADE N-1 CONFORM TO ASTM C 90 WITH A DENSITY OF NOT LESS THAN 110 � E'-
<br /> � CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. SUBMITTED ALONG WITH THE SHOP DRAWINGS TO THE APPROPRIATE JURISDICTION FOR /� � �s '�
<br /> Y APPROVAL PRIOR TO FABRICATION. U PCF AND A NET AREA COMPRESSIVE STRENGTH NOT LESS THAN 1900 PSI. N � °O
<br /> U BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. O`�003 - BACKFILL AND COMPACTION WALL THICKNESS HORIZONTAL VERTICAL LOCATION N c� o
<br /> m SHOP DRAWINGS ARE REQUIRED FOR: b. MORTAR OF TYPE S SHALL CONFORM TO ASTM C 270 WITH A MINIMUM COMPRESSNE o � �
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK INCLUDING BUT 6" #5 @ 15"OC #5 @ 15"OC CENTERLINE STRENGTH OF 1800 PSI AT 28 DAYS. � a �!
<br /> C7 BACKFILL SHALL NOT BE PLACED UNTIL THE REMOVAL OF FORMWORK AND DEBRIS. DO NOT
<br /> Z NOT LIMITED TO EXCAVATION, SHORING,AND OTHER WORK WITH ALL UTILITIES AND ADJACENT - MASONRY AND CONCRETE REINFORCEMENT �p�'� o �
<br /> cn PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. � -STUD RAILS BACKFILL WALLS UNTIL PROPERLY SUPPORTED. ALL BACKFILL MATERIAL AND PLACEMENT g" #5 @ 15"OC #5 @ 15"OC CENTERLINE c. GROUT SHALL CONFORM TO ASTM C 476 WITH A MINIMUM COMPRESSIVE STRENGTH C �' `� o
<br /> � � PROCEDURES SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING OF 2000 PSf AT 28 DAYS. W � a,
<br /> o -STRUCTURAL STEEL 10° #5 @ 15"OC #5 @ 15"OC EACH FACE
<br /> O�I OO1 - CODE REQUIREMENTS - MANUFACTURED WOOD JOIST RECOMMENDATIONS. � >.L
<br /> � 12" #5 @ 15"OC #5 @ 15"OC EACH FACE d. THICKNESS OF BED JOINTS MUST NOT EXCEED 5/8" � � u°',
<br /> °¢- ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE 02004 - SEGMENTAL RETAINING WALLS 14" #5 @ 12"OC #5 @ 12"OC EACH FACE SAMPLING AND T�STING OF UNITS SHALL BE IN ACCORDANCE WITH ASTM C 140. COMPRESSIVE � � "' a'
<br /> CONCRETE MIX DESIGN: �' .Y �' �
<br /> � �A S A D O P T E D B Y T H E C I T Y O F E V E R E T T V � ��' .
<br /> a SEGMENTAL RETAINING WALLS AND MECHANICALLY STABILIZED EARTH (MSE) RETAINING WALLS STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C 1019.VERIFICATION L z N �
<br /> Z B RE: SECTION 03100 SHALL BE DESIGNED BY OTHERS 03201 UNBONDED POST TENSION TENDONS FOR PRESTRESSED TESTS OF THE UNIT STRENGTHS SHALL BE COMPLETED PRIOR TO CONSTRUCTION AND DURING +r o � 3
<br /> 01003 - DESIGN LIVE LOADS / DATA WELDtNG PROCEDURE SPECIFICATIONS: CONCRETE CONSTRUCTION FOR EACH 5000 SQUARE FEET OF WALL AREA. � O° � �
<br /> g 03001 - REINFORCING STEEL ��� �� � ���-� �
<br /> DEAD LOADS: UNITS SHALL BE P�P,CED IN RUNNING BOND SUCH THATTHE HEAD JOINTS IN SUCCESSIVE '�-�" � =�''��'���'������'�.�
<br /> RE: SECTION 05100 UNBONDED POST TENSION TENDONS SHALL BE STRESS RELIEVED OR LOW RELAXATION ;���� F'� ����F�����-� -
<br /> REINFORCING STEEL DETAILING, FABRICATION,AND PLACEMENT SHAL�BE PER ACI 318-14. COURSES ARE HORIZONTALLY OFFSET BY ONE-HALF THE UNIT LENGTH. MAINTAIN VERTICAL �. �,µ ������� �����
<br /> ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT. SEVEN WIRE STRAND CONFORMING TO ASTM A-416. THE TENDON STEEL PFiOPERTIES SHAL.L CONTINUITY OF CORES OR CELL CAVITIES, USE OPEN END UNITS AT LOCATIONS OF VERTICAL ���� ��`���`�����~���`� '
<br /> SUBSTITUTION REQUESTS: REINFORCING STEEL SHALL MEETTHE FOL�OWING REQUIREMENTS: � �L'
<br /> �� BE AS FOLLOWS:
<br /> FLOOR LIVE LOADS: REINFORCING. PLACE HORIZONTAL REINFORCEMENT IN BOND BEAM UNITS. PROVIVE VERTICAL ;����s,.�,��,������� ��������-�� '
<br /> FLOORS (RESIDENTIAL) 40 PSF /\ PROVIDE WRITTEN SUBSTITUTION REQUEST SUBMll-1-AL WITH COPY OF CODE APPROVAL ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY 1/2"DIAMETER SEVEN WIRE STRAND 0.153 SQ. INCH AREA CONTROL JOINTS AT LOCATIONS SHOWN ON THE DRAWINGS. ����,�µ;�;��"�����������k�.�� :
<br /> /� REPORT(ICC-ESR) ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER ULTIMATE TENSILE STRENGTH fpu) 270 KSI (41.3 KIPS) o
<br /> BALCONIES 60 PSF � ALL CELLS SHALL BE GROUTED SOLID UNLESS NOTED OTHERWISE. GROUT SHALL CONSIST OF A �
<br /> DECKS 60 PSF DEFERRED SUBMITTALS: ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI} FOR ALL WELDABLE BARS N ,
<br /> MAXIMUM TEMPORARY STRESS TO MIXTURE OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS �, � o
<br /> ASTM A-185 SMOOTH BAR (fy=60 KSI) FOR WELDED WIRE FABRIC. OVERCOME FRICTION 216 KSI (33.0 KIPS) BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION QF THE CONSTITUENTS. , 1, ��l`�1�T N
<br /> PARKING 50 PSF A DEFERRED SUBMITTAL CONSISTWG OF CALCULATIONS BEARING THE SEAL AND � �I�\l. �
<br /> SIGNATURE OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE REINFORCING FOR SLABS ON GRADE SHALL BE 6X6 W1.4XW1.4 WELDED WIRE FABRIC UNLESS CLEAN CELLS AND BOND BEAMS TO BE GROUTED OF MORTAR AND PROTRUSIONS AND DEBRIS � � ?�r >� o
<br /> EXIT FACILITIES 100 PSF BEFOFiE GROUTWG.WHERE BOND BEAMS OCCUR.THE GROUT POUR SH/�LL BE STOPPED A �' � 1`�l.`� �
<br /> �g SUBMITTED ALONG WITH THE SHOP DRAWINGS FOR: NOTED OTHERWISE. PROVIDE LAP SPLICES PER THE LAP SPLICE SCHEDULE ON SHEET S6,00. THE MANUFACTURER OF THE UNBONDED POST-TENSIONING TENDONS SHALL BE A FULLY o r� o rr; ^ .
<br /> OFFICE 50 PSF REWFORCING STEEL AT ALL WALLS, SLABS,AND FOOTWGS SHALL BE CONTINUOUS AROUND CERTtFIED PTI PLANT AS DEFINED BY THE POST-TENSIONING INSTITUTE'S (PTI) PROGRAM FOR MINIMUM OF 1/2"BELOW THE TOP OF THE MASONRY. GROUT SHALL BE POURED IN MAXIMUM... � T ; � ^ �
<br /> - POST TENSION TENDONS CORNERS ELSE CORNER BARS SHALL BE PROVIDED. CERTIFICATION OF PLANTS PRODUCING UN80NDED SINGLE STRAND TENDONS. �~-' � _ . '��`� `� �
<br /> RETAIL 100 PSF -CONTINUOUS HOLDOWN ROD SYSTEMS �� � �
<br /> COMMON AREAS 100 PSF � SPECIAL INSPECTION SHALL COMPLY WITH IBC TABLE 1704.5.1. r �
<br /> - PREFABRICATED DECK AND RAILING SYSTEMS THE MANUFACTURER SHALL PROVIDE A L�TTER CERTIFYING THAT ALL PRODUCTS SUPPLIED d�'�v��','I„�� �1 � (�
<br /> - STEEL STAIRS COVER REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br /> -CANOPIES CONCRETE CAST AGAINST EARTH TO THE JOB SITE MEET THE CURRENT PTI "SPECIFICATIONS FOR UNBONDED SINGLE STRAND /� ; .
<br /> TEN�oNs�� STUDRAIL SPECIFICATIONS �L
<br /> ROOF SNOW LOADING: ALL BAR SIZES 3
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<br /> SNOW LOAD- UNIFORM, NON-REDUCIB�E 25 psf SHOP DRAWINGS SHALL BE SUBMIl-fED PER THE REQUIREMENTS OF SECTION 01330. THE SHEAR STUDS USED IN THE FABRICATION OF STUDRAILS ARE LOW CARBON STEEL, C1015 �
<br /> FORMED SURFACE EXPOSED TO EARTH OR WEATHER TENDONS SHALL BE PLACED WITH A VERTICAL TOLERANCE OF ± 1/4 INCH. IN ACCORDANCE WITH ASTM-A108.THE STRENGTH AND DUCTILITY REQUIREMENTS ARE:
<br /> SNOW LOAD IMPORTANCE FACTOR, Is 1.0 �
<br /> 0 0
<br /> #6 AND LARGER 2 YIELD STRENGTH: 50,000 PSI MINIMUM (345 MPA) � rn rn rn rn o o '
<br /> ROOF LIVE LOADS: #5 AND SMALLER 1 1/2" TENSILE STRENGTH: 60,000 PSI MINIMUM (414 MPA) p � �, a, � h �
<br /> �� = 2 o P S F 03202 TENDON ANCHORS E L O N G A T I O N I N 2 I N: 2 0% M I N I M U M N <- r- r- o 0
<br /> SOLAR PANEL ALLOWANCE 10 PSF CONCRETE NOT EXPOSED TO EARTH OR WEATHER � � � � � �
<br /> � rn rn .- r- co
<br /> R E D U C T I O N O F A R E A: 5 0% M I N I M U M o 0 0 .- o o �
<br /> WALLS AND JOISTS TENDONS ANCHORS SHALL BE FULLY ENCAPSULATED AND SHALL BE RECESSED 2 INCHES THE RAILS USED IN STUDRAILS ARE LOW CARBON STEEL TYPE 44W. THE STUDS ARE WELDED
<br /> WIND DESIGN DATA: MINIMUM FROM THE EDGE OF SLAB. CONTRACTOR SHALL TAKE SPECIAL PRECAUTIONS TO IN ACCORDANCE WITH AMERICAN WELDING SOCIETY(AWS) DL.L-94 AND CSA STANDARD
<br /> #14 AND #18 BARS 1 1/2" INSURE COMPLETE CONSOLIDATION OF CONCRETE AT TENDON ANCHORS. W59-1989AS CERTIFIED BY THE CANADIAN WELDING BUREAU. SHEAR REINFORCEMENT AT THE
<br /> BASIC WIND SPEED (ULTIMATE) 110 MPH #11 BARS AND SMALLER 3/4°
<br /> SLAB COLUMN CONNECTION,AS SHOWN ON THE DRAWINGS AND DETAILS SHALL BE HEADED
<br /> WIND IMPORTANCE FACTOR Iw = 1.0 01006 - CODE REQUIRED SPECIAL INSPECTIONS SLABS AND JOISTS SHEAR STUD REINFORCEMENT PER ICC-AC395. �
<br /> WIND EXPOSURE EXPOSURE B #14 AND #18 BARS 1 1/2" 03203 CORROSION PROTECTION SYSTEM � w �
<br /> THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL INSPECTIONS REQUIRED BY THE U � � ,
<br /> TOPOGRAPHIC FACTOR Kzt = 1.00 LOCAL BUILDING DEPARTMENT, IN ADDITION TO INSPECTIONS REQUIRED BY THE LOCAL #11 BARS AND SMALLER 1° p z � z
<br /> THE SINGLE-STRAND UNBONDED TENDON SYSTEM SHALL BE FULLY ENCAPSULATED INCLUDING p O �
<br /> INTERNAL PRESSURE COEFFICIENT GCpi = ± 0.18 BUILDING DEPARTMENT,THE OWNER OR A REGISTERED DESIGN PROFESSIONAL iN RESPONSIBLE BEAMS, COLUMNS A CORROSION-INGIB�TING COATING MATERIAL AND AN EXTRUDED PLASTIC SHEATH. THE SYSTEM � F- w U � � �
<br /> CHARGE ACTING AS THE OWNER'S AGENT SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS PRIMARY REINFORCEMENT 1 1/2" SHALL PREVENT THE INGRESS OF WATER INTO THE TENDON DURING ALL STAGES OF � � z w � � w�
<br /> WIND BASE SHEAR (WOOD PORTION) W = 323 K TO PROVIDEINSPECTIONS FOR ITEMS NOTED IN IBC SECTION 1704 WHICH ARE SUMMARIZED IN TIES, STIRRUPS,AND SPIRALS 1 1/2° CONSTRUCTION, AND ISOLATE THE STRAND AND ANCHORAGE FROM CONTACT WITH THE z p � U U � -
<br /> THE SPECIAL INSPECTION SCHEDULE ON SHEET S1.04. CONCRETE. TENDONS SHALL BE AS MANUFACTURED BY GENERAL TECHNOLOGIES INC. OR o a � O O
<br /> t=- cn � t-- i- �
<br /> REWFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE APPROVED EQUIVALENT. THE CORROSION PROTECTION SYSTEM SHALL MEET THE z � v � � w
<br /> EARTHQUAKE DESIGN DATA: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON EMPLOYED BY AN APPROVED AGENCY. PRIOR TO CONGRETE PLACEMENT, REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS REQUIREMENTS OF THE POST TENSION INSTITUTE'S"SPECIFICATION FOR UNBONDED SINGLE Q � � a .
<br /> ANALYSIS PROCEDURE THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF INSPECTIONS AND FURNISH THEM TO THE NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL SHALL NOT BE PERMI-iTED STRAND TENDONS" � � � � � p ,
<br /> BUILDING OFFICIAL AND THE ENGINEER OF RECORD ON A REGULAR BASIS. A FINAL REPORT WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD EXCEPT AS NOTED ON THE DESIGN... � � Z � � �
<br /> - EQUIVALENT LATERAL FORCE PROCEDURE-... O w O w w �
<br /> DOCUMENTING REQUIRED SPECIA�INSPECTIONS AND THE CORRECTION OF ANY U a. U � � �
<br /> SEISMIC IMPORTANCE FACTOR le - 1.0 DISCREPANCIES SHALL BE PROVIDED PRIOR TO COMPLETION OF BUILDING FINISHES. WHERE 03002 - CONCRETE REHABILITATION 03204 TENDON STRESSING o
<br /> - FABRICATION OF STRUCTURAL COMPONENTS AND ASSEMBLES IS BEING PERFORMED ON THE Z �
<br /> OCCUPANCY CATEGORY il PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE CONTRACTOR SHALL MAKE AN ALLOWANCE TO PROVIDE FOR CONCRETE Q m U o w � �
<br /> REHABILITATION INCLUDWG, BUT NOT LIMITED TO, CONCRETE SACKING, PATCHING, TENDON STRESSING SHALL NOT TAKE PLACE UNTIL CYLINDER TESTS INDICATE THAT THE :
<br /> REQUIRED EXCEPT HERE THE FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK CONCRETE HAS ATTAINED 75 PERCENT OF THE SPECIFIED 28 DAY COMPRESSIVE STRENGTH. �L`
<br /> SPECTRAL RESPONSE ACCELERATIONS Ss = 1.311 S1 = 0.498 REPAIR, SEALING,AND CRACK INJECTION. EXPOSED CONCRETE SHALL BE FINISHED PER •
<br /> WITHOUT SPECIAL INSPECTfON IN ACCORDANCE WITH IBC SECTION 1704.2.2. PERIODIC ARCHITECT. TENSIONING SHALL BE COMPLETED WITH A CALIBRATED HYDRAULIC RAM UNDER THE IMMEDIATE
<br /> SITE CLASS C INSPECTION ALLOWS INSPECTION AT INTERVALS NECESSARY TO CONFIRM THAT WORK w ao a�
<br /> REQUIRING SPECIAL.WSPECTION IS W COMPLIANCE WITH REQUIREMENTS. CONTINUOUS 03003 - CUTTING AND PATCHING CONTROL OF A PERSON WITH EXPERIENCE IN TENDON STRESSING. MAXIMUM TENDON FORCE �
<br /> � o 0
<br /> SPECTRAL RESPONSE COEFFICIENTS SDS =0.874 SD1 = 0.50 SHALL NOT EXCEED 33.0 KIPS (216 KSI). MAXIMUM TENDON ANCHOR SET FORCE SHALL NOT .
<br /> SPECIAL INSPECTION REQUIRES THAT THE WSPECTOR BE ONSITE AT ALL TIMES THAT WORK EXCEED 28.9 KIPS 189 KSI . MINIMUM TENDON F1NAL EFFECTIVE FORCE SHALL NOT BE LESS � W � 0 0 �
<br /> SEISMIC DESIGN CATEGORY D REQUIRING SPECIAL INSPECTION IS PERFORMED. SPECIAL PROCEDURES FOR CUTTING AND PATCHING SHALL BE VERIFIED WITH THE � � �- � � w � � � C9 � �
<br /> THAN 26.8 KIPS (175 KSI),CONTINUOUS SPECIAL INSPECTION AND RECORDING OF ALL � o v o m
<br /> ENGINEER OF RECORD PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BE
<br /> BASIC FORCE RESISTING SYSTEM ELONGATIONS SHALL BE REQUIRED DURING ALL STRESSING OPERATIONS. THE OBSERVED w c�ii � ��
<br /> RESPONSIBLE TO COORDINATE ALL TRADES SUCH THAT WORK COMPLIES WITH THE � -� � w
<br /> ELONGATIONS SHALL BE WITHIN MINUS 5 PERCENT TO PLUS 7 PERCENT OF THE CALCULATED m � o Q >-
<br /> - WOOD LEVELS- LIGHT FRAME (WOOD)WALL... Cs = 0.1345 O1 OO7 - STRUCTURAL OBSERVATION SERVICES SPECIAL PFiOCEDURES. THE CONTRACTOR SHALL MAKE AN ALLOWANCE FOR ALL + • + p z ¢ c� w o 0 0 „� �-_- '
<br /> C U T T I N G A N D P A T C H I N G. ELONGATIONS. IF ELONGAT�ONS EXCEED TOLERANCES STOP STRESSING PROCEDURE S t r U C I U r a I D r C�W I C�g L I S I -� w v � Y � o � o- o �
<br /> R = 6.5 STRUCTURAL OBSERVATION SHALL BE REQUIRED. STRUCTURAL OBSERVATION SHALL B IMMEDIATELY AND NOTIFY THE ENGINEER OF RECORD. REPORT ALL TENDON ELONGATIONS TO...
<br /> BE THE VISUAL OBSERVATION�F THE STRUCTURAL SYSTEM BY A REGISTERED DESIGN SHEET DESCRIPTION Rev Date Sheet Issue Date
<br /> Wo = 3.00 PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION S1.01 Structural Notes-Sheet 1 F 03/09/2020 03/09/2020
<br /> Cd = 4.00 DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE O3�OO - CAST-I N-PLACE CONCRETE TENDON TRIMMING AND PLACEMENT OF THE CORROSION PROTECTION SYSTEM GREASE CAPS S1.02 Structural Notes-Sheet 2 E 01l07I2020 01/07/2020
<br /> SEISMIC BASE SHEAR WOOD PORTION E = 330 K STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE SHALL BE COMPLETED WITHIN ONE DAY AFTER STRESSING APPROVAL. TENDON BLOCK OUTS - �
<br /> � � CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE S1.04 IBC 2015 Inspection Tables E 01/07/2020 01/07/2020
<br /> RESPONSIBILITY FOR REQUIRED SPECIAL INSPECTION AS NOTED IN SECTION 01006 OR SHALL BE FILLED WITH AN APPROVED NON-SHRINK GROUT. �
<br /> - CONCRETE LEVELS-SPECIAL REINFORCED Cs = 0,1748 FOR INSPECTIONS REQUIRED BY THE LOCAL JURISDICTION. THE OWNER OR OWNER'S STANDARD ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". S1.06 Abbreviations and Schedules E 01/07/2020 01/07/2020 �
<br /> CONCRETE SHEAR WALLS (A.1) AGENT SHALL RETAIN A REGISTERED DESIGN PROFESSIONAL TQ PERFORM STUCTURAL S1.20 Shearwall Schedule&Details E 01/0712020 01l07/2020
<br /> R = 5.0 OBSERVATIONS FOR ITEMS AS FOLLOWS: CEMENT AND CONCRETE SHALL CONFORM TO IBG SECTION 1903. ADMIXTURES SHALL S1.30 Hoidown Schedule&Details E 01/0712020 01/07/2020
<br /> Wo = 2.5 BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI 318-14 S1.31 Holddown and Rebar Details E 01/07/2020 01/07/2020
<br /> SECTION 3.6. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR 03205 SIAB PENETRATIONS -
<br /> ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER S1.40 Slab Loading Diagrams E 01/07/2020 01/07/2020
<br /> Cd = 5.00 - POST TENSION STEEL PLACEMENT PRIOR TO CONCRETE PLACEMENT BY AT LEAST 24hr S2.00 Foundation Plan E 01/07/2020 01/07/2020
<br /> SEISMIC BASE SHEAR E = 2024 K -WOOD STRUCTURAL PANELS PERIODIC SOLUBLE CHLORIDE ION SHALL NOT BE USED. PENETRATIONS INTO THE POST TENSIONED SLAB WITH DRIVEN FASTENERS OR DRILLED
<br /> -GENERAL FRAMING PERIODIC ANCHORS SHALL NOT BE PERMITTED WITH�UT PRIOR APPROVAL OF THE ENGINEER OF RECORD. S2.01 Level P1 PT Plan E 01/07I2020 01/07/2020
<br /> ,� THE CONTRACTOR SHALL SUBMIT MIX DESIGNS TO ENGINEER OF RECORD FOR S2A2 Level P1 Rebar Plan E 01I0712020 01/07I2020 �
<br /> APPROVAL FOUR WEEKS PRIOR TO PLACING CONCRETE. MIX DESIGNS SHALL BE 03206 CONTROL OF CRACKS IN CONCRETE S2.03 Level P1a PT Plan E 01/07I2020 01/07/2020
<br /> 01004 - GEOTECHNICAL INVESTIGATION THE REGISTERED DESIGN PROFESSIONAL SHALL KEEP RECORDS OF STRUCTURAL REVIEWED FOR CONFORMANCE TO IBC SECTIONS 1904 AND 1905. S2.04 Level P1a Rebar Pian E 01/07/2020 01/07/2020 ��
<br /> EARTHWORK AND FOUNDATIONS SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGINEERING OBSERVATIONS AND FURNISH THEM TO THE BUILDING OFFICIAL AND THE OWNER ON A UNDER NORMAL CONDITIONS AND FOR CONVENTIONAL BUILDINGS REINFORCED CONCRETE AND
<br /> CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: S2.06 Level 1 PT Plan E 01/0712020 01/07/2020
<br /> RECOMMENDATIONS. ALL FOUNDATIONS SHALL BE FOUNDED ON COMPETENT NATIVE MATERIAL REGULAR BASIS. A FINAL DOCUMENT NOTING REQUIRED STRUCTURAL OBSERVATIONS SHALL POST TENSIONED CONCRETE DEVELOPE CRACKS. CRACKS ARE DUE TO INHERENT SHRINKAGE OF �
<br /> (1) 28 DAY STRENGTH f'c [PSI] (2) MAX.WATER/CEMENT RATIO (3) MAX. SLUMP [IN] (4) S2.07 Level 1 Rebar Plan E 01l07/2020 01/07/2020 �}.�� �
<br /> OR BY OTHER MEANS AS DEFINED BY THE GEOTECHNICAL ENGWEER. BE COMPLETED AND THE CORRECTION OF ANY DISCREPANCIES SHALL BE PROVIDED TO THE AIR ENTRAINMENT [%] (5) SPECIAL INSPECTION REQUIRED (6) MIN. 90 LB SACKS OF CONCRETE, CREEP, AND THE RESTRAINING EFFECTS OF WALLS AND OTHER STRUCTURAL ELEMENTS. � '
<br /> BUILDING OFFICIAL AND THE OWNER PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY. S2.08 Level 2 PT Plan F 03/0912020 03/09/2020 `L°
<br /> CEMENT(7) LOCATION AND APPLICATION. CRACKS THAT FORM ARE NORMALLY COSMETIC. CRACKED CONCRETE MAINTAINS SERVICEABILITY S2.09 Level 2 Rebar Plan E 01/07/2020 01/07/2020 �
<br /> SEE THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY ASSOCIATED EARTH SCIENCES, � �
<br /> INC DATED MAY 28,2019. FOUNDATIONS SHALL BE SUPPORTED ON SPREAD FOOTINGS. � AND STRENGTH CAPABILITIES. AMID UN-BONDED TENDONS IN POST TENSIONED CONCRETE, IT IS S2.10A Shearwail and Holdown Plan E 01/0712020 01/07/2020 �
<br /> p ALLOWABLE BEARING CAPACITY IS 12,00o PSF. 01008 - CONTRACTORS RESPONSIBILITY ' `" ` �1) (2) (3) (4) (5) (6) (7) POSSIB�E THAT A NUMBER OF MICRO CRACKS,WHICH NORMALLY SPREAD OVER A WIDE AREA,WILL S2.10B Bearing Wall Plan E 01/07(2020 01/07/2020
<br /> 2500 0.45 4 ± 1 5 ± 1 NO EXTERIOR SLAB ON GRADE INTEGRATE INTO A SINGLE CRACK THAT EXCEEDS .01 INCH IN WIDTH. MOST OF SUCH CRACKS S2.11 Level 3 F1oor Framin F 03/09I2020 03/09/2020 �
<br /> DESIGN PARAMETERS ARE AS FOLLOWS: � EACH CONTRACTOR IS RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-OR 3000 0.58 5 ± 1 0 ± 1 YES FOOTINGS DEVELOP WITHIN TWO YEARS OF CONCRETE PLACEMENT. CRACKS IN EXCESS OF .01 INCH MAY g ��
<br /> REQUIRE PRESSURE INJECTION EPDXY REPAIR. S2.12 Level 4 Floor Framing F 03/09/2020 03/09/2020
<br /> PASSIVE EARTH PRESSURE 350 PCF SEISMIGRESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL WSPECTIONS (SECTION 4000 0.45 5± 1 0 ± 1 YES WTERIOR WALLS S2.13 Level 5 Floor Framing F 03/09l2020 03/09/2020
<br /> 01006)SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND 4000 0.45 4 ± 1 0 ± 1 YES EXTERIOR WA�LS SPECIAL EFFORT IS MADE TO REDUCE CRACK POTENTIAL BY INTRODUCING RELEASE AND CONTFiOL �
<br /> ACTIVE EARTH PRESSURE 35 PCF (UNRESTRAINED) THE OWNER PRfOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE S2.14 Level 6 Floor Framing F 03/09/2020 03/09/2020 I
<br /> 6000 0.39 5 ± 1 0 ± 1 YES COLUMNS JOINTS TO ALLOW MOVEMENT OF THE CONCRETE. IT SHALL BE EMPHASIZED THAT IT IS NOT S2.15 Roof Framin Plan F 03/09/2020 03/09/2020
<br /> 55 PCF (RESTRA�NED) CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: 9
<br /> 5000 0.44 4 ± 1 0 ± 1 YES INTERIOR CIP&PT ELEVATED SLABS * PRACTICAL TO PROVIDE TOTAL ARTICULATION AT CONCRETE JOINTS AND THEREBY ACHIEVE S2.16 Hi h Roof Framin Plan E 01/07/2020 01/07/2020
<br /> 25H PSF (MULTIPLE SUPPORTS) 9 g
<br /> ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE 5000 0.35 4 ± 1 5 ± 1 YES EXTERIOR ELEVATED SLABS * COMPLETE INHIBITION OF CRACKS. �/�
<br /> 1• 3000 0.50 5 ± 1 0 ± 1 YES ALL OTHER CONCRETE � S3A0 Concrete Wall Elevations E 01/07/2020 01/07/2020 V 1
<br /> STATEMENT OF SPECIAL INSPECTIONS; D S3.01 Elevator Plans E 01/07/2020 01/07/2020
<br /> SEISMIC EARTH PRESSURE 8H (ACTIVE) ONE COMPRESSION TEST MINIMUM SHALL BE COMPLETED FOR EVERY 150 CUBIC YARDS �
<br /> 11 H AT-REST 2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERC�SED TO OBTAIN CONFORMANCE WITH S4.01 Sections and Details E 01/07/2020 01/07/2020
<br /> � � THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; OR 5000 SQUARE FEET OF SURFACE AREA FOR EACH MIX DESIGN PLACED EACH DAY. A S6.00 Concrete Details E 01/07/2020 01/07/2020 ��, •
<br /> COEFFICIENT OF FRICTION 0.4 TEST SHALL BE THE AVERAGE STRENGTH OF TWO CYLINDERS MADE FROM THE SAME S6.01 Concrete Column Details E 01/07/2020 01/07/2020 O
<br /> PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE SAMPLE AND TESTED AT THE SPECIFIED AGE. ADDITIONAL CYLINDERS MAY BE MADE FOR �
<br /> SOIL PROFILE SITE GLASS C 3' METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF TNE REPORTS; AND INFORMATION REGARDING POST TENSIONING, FORM REMOVAL, STFiENGTH S6.02 Concrete Sections and Details E 01/07/2020 01/07/2020 �
<br /> DEVELOPMENT, OR OTHER PURPOSES. CONCRETE SHALL BE ACCEPTABLE IF: S6.03 Misc CMU Details E 01/07/2020 01/07/2020 � -�-� l�
<br /> ALL FOUNDATION INSTALLATIONS SHALL BE SUBJECT TO APPROVAL OF THE GEOTECHNICAL 4 IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERGISING SUCH CONTROL AND S6.04 Wall Sections North E 01/07/2020 01/07/2d20 �-+
<br /> ENGINEER. THEIR POSITIONS(S) IN THE ORGANIZATION. 1. NO TEST FALLS 500 PSI BELOW THE SPECIFIED STRENGTH ��� Q)
<br /> � S6.05 Wall Sections East E 01/07/2020 01/07/2020
<br /> � THE AVERAGE OF ALL SETS OF 3 CONSECUTIVE TESTS DOES NOT FALL BELOW S6.06 Wall Sections South E 01/07/2020 01/07/2020 � �
<br /> � S6.07 Wali Section West E 01/07/2020 01/07/2020 � .}.�
<br /> Z 01700: EXECUTtON REQUIREMENTS 2' THE SPECIFIED STRENGTH. � ,_._,
<br /> � S7.00 PT Details E 01/07/2020 01/07I2020 �...,� � � p
<br /> � INSTALLATION OF ALL STRUCTURAL COMPONENTS SHALL BE AS REQUIRED PER ALL LOCAL * ALL ELEVATED SLABS SHALL HAVE A SHRINKAGE LIMIT OF 0.035 PERCENT AT 28 DAYS. S7.01 PT Details E 01/07/2020 01/07/2020 � � N
<br /> @ CODES. PERFORM SHRINKAGE TEST IN ACCORDANCE WITH ASTM 157 S7.02 PT Details E 01/07(2020 01/07/2020 � �'' � � �
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<br /> � S8.00 LGMF Details E 01/07/2020 01/07I2020 �a � O , .
<br /> �o CONCRETE NOT MEETING THE ABOVE CRITERIA SHALL BE SUBJECT TO FURTHER TESTING S8.01 LGMF Details E 01/07I2020 01l07/2020 � "`
<br /> � 02000 - SITE CONSTRUCTION AT NO ADDITIONAL EXPENSE TO THE OWNER. U � � �
<br /> 59.00 Wood Framing Details F 03/09/2020 03/09/2020
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<br /> ALL SITE CONSTRUCTION SHALL BE CONSISTENT WITH THE GEOTECHNICAL ENGWEERING 59.01 Wood Framing Details F 03109/2020 03/09/2020 � � "
<br /> w RECOMMENDATIONS AS NOTED IN THE GEOTECHNICAL ENGINEERING REPORT(SEE SECTION CHAMFER ALL EXPOSED CORNERS PER THE ARCHITECTURAL PLANS OR 3/4 INCH IF NOT S9.02 Miscelfaneous Details F 03/09/2020 03/09/2020 � `� �-'
<br /> � 01004)AND IN SUBSEQUENT DIRECTIVES. SPECIFIED BY THE ARCHITECT. � � i�' � ,
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