HomeMy WebLinkAboutS-000 - GENERAL STRUCTURAL NOTES�
I. - GENERAL REQUIREMENTS
1. CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE 2014 INDIANA
BUILDING CODE (2012 INTERNATIONAL BUILDING CODE W ITH INDIANA AMENDMENTS).
2. PROJECTDESIGNLOADSFORINSERVICECONDITION
A. SUPERIMPOSED DEAD LOADS QNCLUDMG BUT NOT LIMITED TO):
12 PSF CEILING AND MECHANICAL
B. LNELOADS:
100 PSF TYPICAL GROUND FLOOR
PARTITIONS: W HERE PARTITIONS ARE PRESENT AND SUBJECT TO CHANGE, AN
ALLOWANCE OF 15 PSF HAS BEEN ADDED TO THE UNIFORM LNE LOADS ABOVE.
G SNOW LOADS:
20 PSF GROUND SNOW LOAD, Py
16 PSF FLAT-ROOF SNOW LOAD, Pi
1.0 SNOW EXPOSURE FACTOR, Ce
1.10 SNOW LOAD IMPORTANCE FACTOR, I.
1A THERMALFACTOR,C�
SEES-002 DRIFTSURCHARGELOAD,Pe
SEE 5-002 W IDTH OF SNOW DRIFTS, w
D. WIND LOADING CRITERIA:
120 MPH ULTIMATE WIND SPEED, V„i� (3-SECOND GUST)
93 MPH NOMINAL WIND SPEED, Vye
III RISKCATEGORY
C EXPOSURECATEGORV
+/- 0.16 INTERIOR PRESSURE COEFFICIENT, GCpi
SEES-002 COMPONENTS&CLADDING
E SEISMIC CRITERIA:
III RISK CATEGORY
1.1 SEISMIC IMPORTANCE FACTOR
0.148, 0.082 Ss, 51
D SITECLASS
0.15�, 0.131 Sds, Sdi
B SEISMIC DESIGN CATEGORV
STEELSVSTEMSNOT BASICSEISMIGFORCE-RESISTINGSVSTEM
SPECIFlCALLY DETARED
FOR SEISMIC RESISTANCE
143 KIPS DESIGN BASE SHEAR
0.066 Cs
3.0 R
EQLATFORCE ANALVSISPROCEDURE
3. FUTURE EXPANSION: THE STRUCTURAL DESIGN DOES NOT INCLUDE ANV PROVISIONS
FOR FUTURE EXPANSION.
4. THESTRUCTURALCONTRACTDOCUMENTSREPRESENTTHE FlNISHEDSTRUCTURE.
THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS,
TECHNIQUES OR SEQUENCES OF CONSTRUCTION AS THESE ARE THE RESPONSIBILITY OF
THECONTRACTOR.THECONTRACTORSHALLPROVIDEALLNECESSARYMEASURESTO
MAINTAIN AND PROTECT THE STRUCTURE DURING CONSTRUCTION.
5. STANDARD OR TVPICAL �ETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT
APPLY UNLESS NOTED OTHERW ISE.
6. THE CONTRACTOR SHALL ESTABLISH EXTENT OF STRUCTURAL WORK BASED ON THE
CONTRACTDOCUMENTSFROMALLDISCIPLINESASAWHOLE. WORKORWORK
RELATED TO STRUCTURE DESCRBED OR IMPLIED FROM OTHER DISCIPLMES
CONTRACT DOCUMENTS SHALL BE GIVEN DUE CONSIDERATION FOR PURPOSES OF
BIDDING.
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFlCATION OF ALL DIMENSIONS W ITH
ARCHITECTURAL DRAW INGS PRIOR TO START OF CONSTRUCTION.
8. THESTRUCTURALENGMEERASSUMESNOLWBILITYASTHERESULTOFTHE
REPRODUCTIVE USE OF THE STRUCTURAL CONTRACT DOCUMENTS OR ELECTRONIC
FILES FOR SHOP DRAW INGS.
9. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IN SUCH A MANNER SO THEIR
LOAD DOES NOT EXCEED THE DESIGN INSERVICE LNE LOAD PER SQUARE FOOT ON
FRAMED CONSTRUCTION.
10. NEITHER THE PRESENCE NOR LACK OF CONSTRUCTION OBSERVATION SHALL RELIEVE
THE CONTRACTOR OF THE RESPONSIBILITV OF COMPLETING W ORK M FULL COMPLIANCE
W ITH THE STRUCTURAL DOCUMENTS AND SPECIFICATIONS.
11. ALTERNATES OR OPTIONS ARE PROVI�E� FOR CONTRACTOR'S CONVENIENCE IF
SELECTEDTHECONTRACTORSHALLBERESPONSBLEFORALLNECESSARYCHANGES
AND SHALL COORDINATE ALL DETAILS.
12 OPENINGSINDICATEDINTHESTRUCTURALCONTRACTDOCUMENTSAREPRIMARV
OPENMGS. COORDINATE AND VERIFY OPENMGS, SLEEVES, CURBS, INSERTS, ETC.
WITHARCHITECTURAL,MECHANICAL,PLUMBINGANDELECTRICALWITH APPROPRIATE
TRADESPRIORTOCONSTRUCTION. SLEEVESORPENETRATIONSINPRIMARV
STRUCTURAL ELEMENTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR
REviEw.
13. ANY ENGINEERING DESIGN, PROVIDED BYOTHERSAND SUBMITTED FOR REVIEW,
SHALL BEAR THE SEAL OF REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF
INDIANA.
II. - FOUNDATION DESIGN INFORMATION
1. THE OW NER HAS OBTAINED A GEOTECHNICAL REPORT FROM ALT 8 WIRIG
ENGINEERING, INQ TITLED "PRELIMINARV SUBSURFACE INVESTIGATION 8
GEOTECHNICAL RECOMMENDATIONS I REHAB HOSPITAL I CARMEL, INDIANA", A8W
PROJECT NO. 191N0085 DATED APRIL 30, 2019 AND IT IS APPENDED AS PART OF THE BID
DOCUMENTS FOR INFORMATION ONLY. NEITHER THE OW NER NOR THE CONSULTANTS
W ARRANT THE ACCURACY OR THE COMPLETENESS OF THE REPORT. IN SUBMITTMG A
TENDER, THE BIDDER ACKNOW LEDGES AND REPRESENTS THAT IT HAS REVIEW ED THE
REPORT AND HAS MADE ITS' OW N INDEPENDENT ASSESSMENT OF THE CONDITIONS OF
THE SITE AND THE REQUIREMENTS OF THE W ORK AND THAT IT IS SOLELY RESPONSIBLE
FOR DECISIONS PERTAINING TO IMPLEMENTATION OF THE GEOTECHNICAL
RECOMMENDATIONS.
2. REFERTOTHEAFOREMENTIONEDGEOTECHNICALREPORTFORFOUNDATION,PAVING
AND SUBSURFACE DESIGN INFORMATION. THE CONTRACTOR SHALL REFERENCE THIS
REPORT IN CONJUNCTION WITH THE PROJECT SPECIFICATIONS FOR GUIDELINESAND
RECOMMENDATIONS FOR FOUNDATION AND SUBSURFACE PREPARATION, EXCAVATION,
AND CONSTRUCTION.
3 ESTABLISHBOTTOMOFFOOTINGSIPIERSATELEVATIONSSHOWNONPLANS.IFFlELD
CONDITIONS REQUIRE CHANGES TO REACH THE DESIRED STRATUM, ADJUSTMENTS TO
CONTRACT ARE TO BE MADE ON A UNIT PRICE BASIS. CONTRACTOR SHALL PROVIDE UNIT
PRICE ADD AND DEDUCT FOR EACH PIER S2E ON THE PROJECT.
SPREAD FOUNDATIONS:
1. BASEDONTHEABOVELISTEDREPORTTHEFOLLOWINGINFORMATIONWASUTILIZEDFOR
THE DESIGN OF THE STRUCTURAL FOUNDATIONS:
SPREAD FOUNDATIONS ....................................... 1,600 PSF ALLOWABLE BEARING CAPACITY
STRIPFOUNDATIONS ......... .........1,200PSFALLOWABLEBEARINGCAPACITV
2. ALL FOOTINGS SHALL BE EXTENDED THROUGH THE EXISTING FILL TO BEAR DIRECTLY ON
STABLENATURALSOILS. DESIGNFOOTINGDEPTHSREPRESENTMINIMUMSANDMAYBE
DEEPER TOOBTAIN SUITABLE BEARING. ALTERNATNELY, FOOTING AREAS CAN BE RE-
ESTABLISHED TO THE PROPOSED FOOTING ELEVATION BY PLACING GRANULAR
STRUCTURAL FlLL IN ACCORDANCE W ITH THE EXCAVATION DETAIL IN UNSTABLE
MATERWL IN THE GEOTECHNICAL REPORT. USMG FILL MATERIAL APPROVED BY THE
GEOTECHNICAL ENGMEER, PROVIDE A MINIMUM DENSITY OF 95 PERCENT MAXIMUM DRY
DENSITY IN ACCORDANCE W ITH ASTM D-055] FOR ALL AREAS W HICH W ILL BE STRESSED
BY THE FOUNDATION LOADS. FOOTING UNDERCUTS MAY ALSO BE RE-ESTABLISHED W ITH
LEAN CONCRETE, IF DESIRED. IF SO, THE FOOTING UNDERCUT GEOMETRV MAV BE
CONDUCTED IN ACCORDANCE W ITH THE EXCAVATION DETAIL IN UNSTABLE MATERIAL IN
THE GEOTECHNICAL REPORT.
3. AREPRESENTATNEOFTHEGEOTECHNICALENGINEERSHALLBEPRESENTTOCONFIRM
SUITABLE BEARING FOR ALL FOOTINGS AND THE PREPATION OF THE SOIL FOR THE SLAB-
ON-GRADE
4. THE EXCAVATION FOR SPREAD FOUNDATIONS SHALL BE FREE OF LOOSE MATERIAL AND
HAVEAUMFORMBEARINGSURFACE IFCONCRETEPLACEMENTDOESNOTOCCUR
W ITHM 24 HOURS OF EXCAVATION PROVIDE TEMPORARY 6 MIL VISQUEEN LMER FOR
SIDES AND BASE.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND CONSTRUCTION OF
TEMPORARYSHORMG/BRACMG. TEMPORARYSHORMG/BRACMG SHALL BE INSTALLED
AS REQUIRED TO PROTECT EXISTING STRUCTURES AND CONSTRUCTION OPERATIONS.
6. A VAPOR BARRIER W ITH PERFORMANCE EQUAL TO A 15 MIL STEGO W RAP SHALL BE
INSTALLED DIRECTLY BENEATH THE SOIL SUPPORTED SLAB. TAPE AN� lAP ALL JOMTS
PER MANUFACTURER RECOMMENDATIONS.
�. WHERESOILSUPPORTEDSLABSARETORECENESENSITNEARCHITECTURALFLOOR
FINISHES, COORDINATE SLAB JOINTS W ITH ARCHITECTURAL FLOOR FINISH JOINTS OR
PROVIDE UNDERLAYMENT MEMBRANE TO RESIST CRACKS.
a wHFaF snn si iaanarFn si ng CONSTRUCTION OR CONTROL JOINTS ARE NOT SHOW N
RELEASEDFORCONSTRACTION q�INOINT�SSHALLOCCURME CHDIRECTIONANA�S ACING
SLAB THICKNESS. AVOID EXCEEDING AN ASPECT RATIO
Su6jec� �o compliance with all regula�ions �ED BV JOINTS. CUT JOINTS 25 % OF THE DEPTH OF THE
of Sla�e antl Local Codes
City of Carmel
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onrE: 11 /19/19
GENERALSTRUCTURALNOTES
III. - STRUCTURAL CONCRETE
1. ALL STRUCTURAL CONCRETE SHALL BE IN ACCORDANCE W ITH THE CURRENT EDITION
OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND THE AFOREMENTIONED
IBC REFERENCED EDITION OF ACI 318 "BUILDMG CODE REQUIREMENTS FOR
STRUCTURALCONCRETE.
2. CAST IN PLACE CONCRETE SHALL MEET THE FOLLOWMG REQUIREMENTS:
CLASSA: SPREADFOUNDATIONS
26 DAY STRENGTH 3,000 PSI
AGGREGATETVPE ASTM C33
NOMINALMA%AGGREGATESIZE 11NCH
ALLOWABLERYASHREPLACEMENT 15%-25%
AIR ENTRAINMENT NONE
ACI318EXPOSURECLASSES FOISOIWOICi
CLASS B: FOUNDATION WALLS, PILASTERS, & EXTERIOR SLAB
28 DAV STRENGTH 4,500 PSI
AGGREGATETYPE ASTM C33
NOMINAL MAXAGGREGATE S2E 3I41NCH
MAXWATER/CEMENTITIOUSRATIO 045
ALLOWABLERYASHREPLACEMENT 15%-25%
AIRENTRAINMENT 6%+/-1.5%
ACI318EXPOSURECLASSES F2/SO/WO/C1
CLASS Q SOIL-SUPPORTED SLAB
28 DAV STRENGTH 4,000 PSI
AGGREGATETYPE ASTM C33
NOMINAL MAXAGGREGATE SIZE 1 INCH
ALLOWABLEFLVASHREPLACEMENT 15%-20%
AIR ENTRAINMENT NONE
ACI318EXPOSURECLASSES FO/SO/WO/CO
3. IT SHALL BE THE RESPONSIBILITY OF THE CONCRETE SUPPLIER TO SELECT THE PROPER
TYPES AND QUANTITIES OF PORTLAND CEMENT, AGGREGATES AND THE WATER
CEMENT RATIOTO PRODUCE THE REQUIRED MINIMUM 28 DAYCOMPRESSIVE
STRENGTHS W HICH SHALL BE BASED ON HISTORICAL PERFORMANCE DATA.
4. IT SHALL BE THE RESPONSIBILITY OF THE CONCRETE SUPPLIER TO RECOMMEND ANY
ENHANCING AGENTS OR ADMIXTURES TO PROVIDE A W ORKABLE AND DURABLE
PRODUCT. NOADMIXTURESCONTAININGCALCIUMCHLORIDESHALLBEPERMITTED.
5. BENEATH BASE PLATES AND WHERE GROUT IS CALLED FOR, USE A NON-SHRINK, NON-
STAINING, NON-METALLIC GROUT CONFORMING TO ASTM C82� W ITH A MINIMUM 28
DAV COMPRESSNE STRENGTH OF 5000 PSI. CONTRACTOR SHALL NOT PRE-GROUT ANV
BASE PLATES.
6. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS SHALL BE PERMITTED ONLV
WHEREINDICATEDONTHEDRAWMGS. ALLVERTICALCONSTRUCTIONJOINTSSHALLBE
MADEATTHIRD POINTS IN ACCORDANCE WITH iYPICAL DETAILS. CONTRACTOR SHALL
SUBMIT PROPOSED LOCATIONS FOR CONSTRUCTION JOINTS NOT SHOW N ON
DRAW MGS FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGMEER. ADDITIONAL
CONSTRUCTION JOINTS MAV REQUIRE ADDITIONAL REMFORCING AS SPECIFlED BV THE
ENGMEER WHICH SHALL BE PROVIDED BY THE CONTRACTOR AT NO ADDITIONAL COST
TO THE OWNER.
]. ROUGHENTHESURFACEOFALLCONSTRUCTIONJOINTSSOTHATTHEAGGREGATEIS
EXPOSED UNIFORMLY, LEAVMG NO LAITANCE, LOOSENED PARTICLES, OR DAMAGED
CONCRETE.
8. ALL CONCRETE SHALL BE DESIGNED, MIXED, TRANSPORTED, AND PLACED IN
ACCORDANCE W ITH THE LATEST SPECIFlCATIONS OF THE AMERICAN CONCRETE
INSTITUTE.
9. SLEEVESOROTHERPENETRATIONSCANBEALLOWEDTHROUGHSTRUCTURAL
MEMBERS ONLV W ITH PRIOR W RITTEN AGREEMENT OF ARCHITECT/ENGINEER.
REQUESTS FOR REVIEW ARE TO BE SUBMITTED IN WRITING A MINIMUM OF FIVE
WORKING DAVS PRIOR TO THE CONCRETE POUR.
10. CONTINUOUSWATERSTOPARETOBEUSEDATJOINTSWHEREDETAILEDANDAT
OTHER CONSTRUCTION JOINTS IN CONCRETE ELEMENTS BELOW FINISH GRADE.
11. EMBEDDEDCONDUITS,PIPES,ANDSLEEVESSHALLMEETTHEREQUIREMENTSOFACI
318-11 SECTION 6.3, INCLUDING THE FOLLOW ING:
A. CONDUITSANDPIPESEMBEDDEDWITHINASLAB,WALL,ORBFAM(OTHERTHAN
THOSE PASSING THROUGH) SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN
il4 THE OVERALL THICKNESS OF THE SLAB, WALL, OR BEAM IN W HICH THEV ARE
EMBEDDED.
B. CONDUITS,PIPESANDSLEEVESSHALLNOTBESPACEDCLOSERTHANTHREE
DIAMETERS OR W IDTHS ON CENTER.
12. CLASS F FLY ASH (MEETMG THE REQUIREMENTS OF ASTM C616) MAY BE PROVIDED AS A
SUPPLEMENTARY CEMENTITIOUS MATER WL W ITH A MINIMUM REPLACEMENT (BY MASS
OF CEMENTITIOUS MATERIAL) OF 15% AND A MA%IMUM REPLACEMENT AS DEFINED BY
CONCRETECLASSESSHOWNABOVE.
13. CLASSCFLYASHMAYBESUBMITTEDINWRITINGTOTHEENGINEEROFRECORDASA
SUBSTITUTION REQUEST DURING THE BIDDING PHASE ONLY. THIS REQUEST W ILL BE
EVALUATED ON A CASEBV-CASE BASIS. REFER TO THE LIST BELOW FOR STRUCTURAL
ELEMENTS WHERE CLASS C FLV ASH W ILL NOT BE ALLOW ED:
A. CONCRETE EXPOSED TO SOIL OR W EATHER
B.MASSCONCRETEPOURS
C. HOT WEATHER CONCRETING
CONCRETE REINFORCING STEEL NOTES:
1. DEFORMED BAR CONCRETE REMFORCEMENT FOR STRUCTURES IS TO CONFORM TO
ASTM A615 GRADE 60 UNLESS OTHERW ISE NOTED.
2 ELECTRICALLY-WELDEDWIREFABRICOFCOLD-DRAWNWIRESHALLCONFORMTOASTM
A1064 (]0,000 PSI) UNLESS OTHERW ISE NOTED.
3. REMFORCEMENT IS TO BE DESIGNEDAND DETAILED IN ACCORDANCE WITH THE LATEST
EDITION OF THE CRSI "MANUAL OF STANDARD PRACTICE" AND THE ACI "MANUAL OF
STANDARD PRACTICE FOR DETAILMG CONCRETE STRUCTURES" (ACI315).
4. ALL STEEL SHALL BE DOMESTICALLY QNCLUDING CANADA) MILLED AND FABRICATED.
FOREIGN STEEL SHALL NOT BE UTILIZED W ITHOUT PRIOR APPROVAL FROM THE
STRUCTURAL ENGMEER. THEAPPROVAL PROCE55 SHALL TAKE PLACE DURING
BIDDING TIME. ANV REQUEST TO UTILIZE FOREIGN STEEL MADE AFTER BIDDING SHALL
BE REJECTED.
5. REINFORCEMENTBARBENDSARETOBEMADECOLD.
6. W ELDING OR EXCESSNE HEATING OF REMFORCING BARS SHALL NOT BE PERMITTED
UNLESS NOTED ON THE CONTRACT DOCUMENTS OR REVIEW ED BV THE STRUCTURAL
ENGINEER.
]. WHENACCEPTEDBVTHESTRUCTURALENGINEERORNOTEDINTHECONTRACT
DOCUMENTS W ELDED REMFORCEMENT SHALL CONFORM TO THE AW S D1.4.
ELECTRODES SHALL CONFORM TO ASTM A233, CLASS E90XX.
8. DEFORMED BAR ANCHORS (DBA'S) SHALL BE W ELDED BY A METHOD IN W HICH THE
CONNECTION CAN DEVELOP THE FULL TENSION AND SHEAR CAPACITV OF THE BAR.
9. REINFORCEMENT IS TO BE SUPPORTED ON CHAIRS PROVIDMG THE FOLLOW MG
MINIMUM CONCRETE COVER:
CAST AGAINST AND PERMANENTLV EXPOSED TO EARTH._._._._._._..3 IN
FORMED, EXPOSED TO EARTH OR WEATHER
#6 THROUGH #18 BARS... ......... .........2 IN
#5 BAR, W 31 OR D31 W IRE, AND SMALLER..... .... 1 1/2 IN
FORMED, NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
SLABS,WALLS,JOISTS
#14 AND #18 BARS .. ......... ......... .........1 V2 IN
k11 BAR AND SMALLER.... ......... ......... ......... 3l4 IN
BEAMS,GIRDERS,COLUMNS
PRIMARV REINF, TIES, STIRRUPS, SPIRALS.._._._._._._._._._._._.. 1 1/2 IN
SHELLS,FOLDED PLATE MEMBERS
#6 BAR AND LARGER..... ......... ......... 3l4 IN
#5 BAR, W31 OR D31 W IRE, AND SMALLER ......... .........1/21N
10. REMFORCING BARS DESIGNATED AS CONTINUOUS SHALL BE SPLICED W ITH A CLASS'B'
SPLICE. BEAM BOTTOM BARS SHALL BE SPLICED AT CENTERLINE OF SUPPORT AND TOP
BARSSPLICEDATMID-SPANBETWEENSUPPORTS. WALLHORIZONTALBARSSHALL
HAVE ADJACENT SPLICES MINIMUM OF 2'-6" APART. ALL CONTINUOUS BARS SHALL HAVE
STANDARD ACI HOOKS AT DISCONTINUOUS ENDS OF MEMBERS.
11. CONTINUOUS REMFORCEMENT MAV BE USED IN PLACE OF SCHEDULED
REINFORCEMENT AS LONG AS THE SCHEDULED SIZE AND SPACING IS SATISFlED.
W HERE SPLICES ARE NECESSARY, THEY ARE TO BE MADE AT LOCATIONS SHOW N IN THE
SCHEDULES.
12. UNLESSOTHERWISEDETAILED,HOOKSARETOBEACISTANDARD90-DEGREEHOOKS.
HOOKTOPANDSIDEREINFORCINGBARSATDISCONTINUOUSENDS. STIRRUPSOFTHE
SIZE AND SPACING DETAILED ARE TO PROVIDE THE COVER LISTED ABOVE. HOOKS ON
STIRRUPS ARE TO BE 90 DEGREES AND ARE TO HAVE 4" MINIMUM EXTENSIONS UNLESS
OTHERW ISE NOTED.
iS MINIMUM LAP OF W ELDED W IRE FABRIC IS TO BE 6" OR ONE MESH AND ONEHALF,
W HICHEVER IS GREATER.
16. UNLESS OTHERW ISE SHOW N OR NOTED, CORNER BARS OF THE SAME S2E AS MAIN TOP
AND BOTTOM REMFORCEMENT ARE TO BE PROVIDED AT CORNERS OF BEAMS AND
INTERSECTIONS OF BEAMS IN W HICH ONE MEMBER IS DISCONTINUOUS. SEE SHEET
5-010 AND DETAILS FOR TVPICAL GRADE BEAM CORNER BARS AND REINFORCEMENT
LAP SPLICES.
17. ATALL RE-ENTRANT CORNERS AND CORNERS OF RECTANGULAR PENETRATIONS IN
THE SLAB PROVIDE A DWGONALLV ORIENTED #4 BAR 4 FEET LONG CENTERED ON THE
CORNER AT MID-DEPTH OF THE SLAB.
FORMWORKNOTES:
L FORMWORKISTOCOMPLYWITHACI341R,'RECOMMENDEDPRACTICEFORCONCRETE
FORMW ORK".
2 LOWERSOFFITISTOCARRVTHRUWHEREBFAMSOFDIFFERENTDEPTHSINTERSECT.
3. ANCHORBOLTSARETOBESETWITHSECURELYFASTENEDTEMPLATES.
4 EARTH FORMING OF FOOTING SIDES AND STEM WALL515 NOTACCEPTABLE.
5. PROVIDECHAMFERSTRIPSINALLFORMSASNOTEDBVARCHITECTURE.
IV. - STRUCTURAL STEEL
1. ALLSTRUCTURALANDMISCELLANEOUSSTEELANDRELATEDWORKSHALLCONFORM
TO THE LATEST EDITIONS OF A.I.S.C. "SPECIFICATIONS FOR STRUCTURAL STEEL
BUILDMGS" AND "CODE OF STANDARD PRACTICE FOR STEEL BUILDMGS AND
BRIDGES".
2. STRUCTURAL STEEL SHAPES, PLATES, ETC., SHALL CONFORM TO THE FOLLOW MG
MINIMUM REQUIREMENTS UNO IN THE DOCUMENTS:
ASTM A992, Gr. 50 W SHAPES (Fy = 50 KSI)
ASTMA36 M,S,C,MqLSHAPES (Fy=36KS1)
ASTM A500, Gr. B RECT. HSS (Fy = 46 KSI)
ASTM A500, Gr. B ROUND HSS (Fy - 42 KSI)
ASTMA53, Gr.BPIPE (Fy=35KS1)
ASTM A36 PLATES & BARS (Fy = 36 KSI)
3. ALL STEEL SHALL BE DOMESTICALLV (INCLUDING CANADA) MILLED AND FABRICATED.
FOREIGN STEEL SHALL NOT BE UTILIZED W ITH OUT PRIOR APPROVAL FROM THE
STRUCTURAL ENGMEER. THE APPROVAL PROCESS SHALL TAKE PLACE DURMG
BIDDING TIME. ANV REQUESTTO UTILIZE FOREIGN STEEL MADEAFTER BIDDING SHALL
BE REJECTED.
4. STEELFRAMINGCONNECTIONSSHALLBEBOLTEDORWELDED.STRUCTURALSTEEL
CONNECTIONS SHALL BE DESIGNED BV A PROFESSIONAL ENGINEER LICENSED IN THE
STATE IN WHICH THE PROJECT IS BEMG CONSTRUCTED IN ACCORDANCE W ITH THE
PROJECT SPECIFlCATIONS
A. ALLBOLTEDCONNECTIONSSHALLUSEMINIMUMOFTWOBOLTSTHATARENO
LESS THAN 3l4" DIAMETER ASTM A325 HIGH STRENGTH BOLTS, UNLESS NOTED
OTHER W ISE IN THE CONTRACT DOCUMENTS.
B. CONNECTIONSINDICATEDMTHECONTRACTDOCUMENTSREPRESENTTHE
DESIGN INTENT. ITEMS SPEC IFICALLV INDICATED SUCH AS STIFFENERS, W ELDS,
TABS, ETC. SHALL BE PROVIDED AS A MINIMUM. ADDITIONAL DESIGN AND
DETAILING OF CONNECTIONS TO MEET DESIGN INTENT AND PROVIDE
CONNECTION CAPACITY SHALL BE PROVIDED BY THE CONTRACTOR/FABRICATOR.
C. UNLESSSPECIFlCMEMBERREACTIONS,MOMENTS,ORAXIALFORCESARE
INDICATED, THE CONNECTIONS SHALL BE DESIGNED FOR THE MAXIMUM
UNIFORM LOAD THE MEMBER CAN SUPPORT BASED ON ITS SPAN, AS PROVIDED
IN THE AISC MANUAL FOR SPECIFlED VIELD STRENGTH.
D. FRAMEDBEAMCONNECTIONSSHALLDEVELOP,ASAMINIMUM,THEREACTION
SHOW N FOR THE ENDS OF BEAMS ON THE STRUCTURAL PLANS. IN NO CASE
SHALL THE END REACTION BE TAKEN AS LESS THAN 12 KIPS. ALL REACTIONS
SHOWNAREFACTORED.
5. WELDSINDICATEDONTHESTRUCTURALCONTRACTDOCUMENTSARETHE
MINIMUMREQUIREDBVDESIGN. THEVSHALLCONFORMTOAWSSTANDARDDI.1
AND BE PERFORMED W ITH E10XX ELECTRODES AS W ELL AS NOT BEING LE55 THAN
3I161NCH UNLESS NOTED OTHERWISE.
6. ALL ANCHOR RODS SHALL BE ASTM F1554, Gr. 36 UNO.
�. CAST IN PLACE ANCHORS SHALL BE EQUAL TO OR BETTER THAN THE NELSON
ANCHORS LISTED BELOW. ALL ANCHORS SHALL BE AUTOMATICALLY END
WELDED WITH SUITABLE WELDING EQUIPMENT PER MANUFACTURER
RECOMMENDATIONS:
H4L(RE:DTLS) HEADEDCONCRETEANCHORS(HCA)
D2L (RB DTLS) DEFORMED BAR ANCHORS (DBA)
8. BFAM CAMBER OR MILL CAMBER SHALL BE DETAILED UPWARD IN THE BEAM.
ERECTED BEAMS CAMBER SHALL CONFORM TO A TOLERANCE OF MINUS ZERO
INCHES TO PLUS il2 INCHES.
9. STRUCTURAL STEEL MEMBERS SHALL NOT BE SPLICED OR HAVE PENETRATIONS
UNLE55 INDICATED ON THE STRUCTURAL CONTRACT DOCUMENTS OR AS
REVIE W ED BV THE STRUCTURAL ENGINEER.
10. ANYSTRUCTURALSTEELMI&FABRICATIONSORMODIFlCATIONSSHALLBE
REVIE W ED BY THE STRUCTURAL ENGMEER PRIOR TO ERECTION.
11. ALL STEEL W HICH W ILL BE VISIBLE IN THE COMPLETED BUILDING AND NOT
REQUIRING FIRE PROOFING OR EXPOSURE TO WEATHER SHALL BE PRIME
PAINTED.
12. ALL STEEL EXPOSED TO W EATHER IN ITS COMPLETED STATE SHALL BE HOT DIPPED
GALVAN2ED PER ASTM A123 OR COATED W ITH A ZINC RICH PRIMER.
V. - STEEL JOISTS
1. OPEN W EB STEEL JOISTS, JOIST GIRDERS, AND BRIDGING SHALL CONFORM TO THE
STEEL JOIST INSTITUTE (SJI) "CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND
JOIST GIRDERS" CURRENT EDITION.
2. ALL STEEL SHALL BE DOMESTICALLY QNCLUDMG CANADA) MILLED AND FABRICATED.
FOREIGN STEEL SHALL NOT BE UTILIZED W ITH OUT PRIOR APPROVAL FROM THE
STRUCTURALENGMEER.THEAPPROVALPROCESSSHALLTAKEPLACEDURING
BIDDING TIME. ANV REQUEST TO UTILIZE FOREIGN STEEL MADE AFTER BIDDING SHALL
BE REJECTED.
3. DESIGNJOISTSPERSJISTANDARDLOADTABLESUNLESSSPECIFICDESIGNLOADS
ARE PROVIDED IN THE CONTRACT DOCUMENTS. DESIGN ALL ROOF JOISTS, BRIDGING,
AND CONNECTIONS FOR ADD'L LOADS INDICATED ON PLANS, SNOW DRIFTS INDICATED
ON 5-002, AND W IND UPLIFT INDICATED ON 5-002 DESIGN W EB MEMBERS IN THE
MIDDLE QUARTER OF ALL ROOF JOISTS FOR STRESS REVERSAL.
4. BOTTOM CHORDS OF JOISTS M LINE W ITH COLUMNS ARE TO BE EXTENDED AS
DETARED.
5. TOP AND BOTTOM CHORDS OF JOISTS SHALL BE ANGLE SECTIONS W ITH A MINIMUM
THICKNE55 OF 0.100". THE USE OF COLD-FORMED ANGLES SHALL BE NOTED ON THE
SHOP DRAW INGS.
6. ALLJOISTSSHALLBEWELDEDTOSUPPORTINGSTEELMEMBERS. JOISTSAT
COLUMNS OR AS INDICATED ON PLANS SHALL BE BOLTED BOTH ENDS DURING
ERECTION AND WELDED UPON COMPLETION. REFER TOSJI RECOMMENDATIONS FOR
ADDITIONAL CONNECTION REQUIREMENTS OF JOISTS DURING ERECTION.
�. ALL JOIST GIRDERS SHALL BE BOLTED DURMG ERECTION AND W ELDED UPON
COMPLETION. REFERTOSJIRECOMMENDATIONSFORADDITIONALCONNECTION
REQUIREMENTS OF JOIST GIRDERS DURING ERECTION.
8. PROVIDECONTINUOUSANGLEHORRONTALANDIORDIAGONALBRIDGING. LOCATE
BRIDGING AT THE FIRST BOTTOM CHORD PANEL POINT AND SPACE, SIZE AND DETAIL
TOCONFORMTOSJISTANDARDSANDCONTRACTDOCUMENTS. COORDINATE
BRIDGING W ITH ADDITIONAL TRADES.
9. ALL JOISTS OR JOIST GIRDERS SHALL HAVE APPROXIMATE CAMBER IN ACCORDANCE
TOSJIRECOMMENDATIONS. JOISTSCAMBEREDGREATERTHANI"ADJACENTTO
STRUCTURAL STEEL MEMBERS SHALL BE DESIGNED TO HAVE ONE HALF THE
STANDARD SJI CAMBER UNLESS OTHERW ISE NOTED ON PLAN.
10. ALUOISTS AND JOIST GIRDERS SHALL BE PRIME PAINTED.
V�. -
1.
2.
3.
4.
5.
6.
,.
8.
STRUCTURALMETALDECK
METAL DECK SECTION PROPERTIES AND ALLOW ABLE STRESSES SHALL BE IN
ACCORDANCE W ITH THE AISI "NORTH AMERICAN SPECIFlCATION FOR THE DESIGN OF
COL�-FORME� STEEL STRUCTURAL MEMBERS" LATEST EDITION. UNLESS NOTE�
OTHERWISE.
ALL METAL DECK SHALL CONFORM TO ASTM A653 STRUCTURAL QUALITV, W ITH A
MINIMUM VIELD STRENGTH OF 33 KSI AND MINIMUM THICKNESS OF 20 GAGE.
A. ALL ROOF DECKING SHALL HAVE A G90 GALVANIZED FINISH
THEMETALDECKISDESIGNEDTOBEUNSHORED(UNO)ANDPLACEDTO HAVETHREE
SPANS W HERE POSSBLE, BUT NOT LESS THAN A MINIMUM OF TWO SPANS (UNO).
CONDITIONS THAT RESULT IN A SMGLE SPAN SHALL BE COORDINATED W ITH THE
DECK SUPPLIER TO DETERMME REQUIRED DECK GAGE.
METAL ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTS W ITH MINIMUM OF 5I8
INCH PUDDLE W ELD IN ACCORDANCE W ITH AW 5 Di. ATTACHMENT PATTERNS SHALL
NOT BE LESS THAN 3N] UP T09 FEET IN FROM INSIDE FACE OF PERIMETER AND 3615
AT ALL OTHER CONDITIONS.
MINIMUM SIDE LAP ATTACHMENT- FASTEN SIDE LAPS OF DECK UNITS AT 181NCH
INTERVALS WHICHEVER DISTANCE IS SMALLER WITH W ELD, SCREW, CRIMP OR
BUTTON PUNCH Sl8" W ELD OR k10 TEK SCREW ONLY FOR ROOF DECK SIDE LAP
ATTACHMENT.
MINIMUM EDGE ATTACHMENT - FASTEN PERIMETER EDGES OF DECK UNITS AT
MINIMUM OF 301NCHES MTERVALS W ITH 5/81NCH PU��LE W ELD IN ACCOR�ANCE
W ITH AWS D1.3.
PROVIDE AS REQUIRED, ALL RIDGE AND VALLEY PLATES, COLUMN CLOSURES, CANT
STRIPS, SUMP PLATESAT PIPING PENETRATIONSAND RECESSED SUMP PANSAT
ROOFDRAINS. PROVIDESUPPLEMENTALSTRUCTURALSTEELFRAMMG,INCLUDMG
BEAM, ANGLES AND/OR REINFORCING PLATES, AS REQUIRED FOR SUPPORT OF METAL
DECK.
LOADS EXCEEDING 50 LBS SHALL NOT BE PERMITTED TO BE HUNG FROM ANY METAL
DECKMG. ALL HANGERS FOR PIPMG, DUCTWORK, CABLE TRAYS, ETG SHALL BE
HUNG DIRECTLY FROM STRUCTURAL STEEL MEMBERS AND/OR ANCHORS EMBEDDED
DIRECTLY INTO THE CONCRETE.
VII. - SPECIAL INSPECTIONS
1
Y]
3.
4.
5.
�Q
EARTHWORK:
UNLESS NOTED OTHERW ISE BV THE OW NER OR ARCHITECT, THE GENERAL CONTRACTOR
SHALL NOTIFYTHE GEOTECHNICAL ENGMEER OR OTHER AUTHOR2ED INSPECTOR DURMG
EARTHW ORK OPERATIONS, AND KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO
THE PROJECT ON SITE DURING OPERATIONS. SERVICES PROVIDED SHALL INCLUDE:
A. OBSERVE STRIPPING OPERATIONS AND EVALUATE THE REQUIRED STRIPPING DEPTH
DURING THESE OPERATIONS.
B. OBSERVE PROOFROLLING OPERATIONS AFTER SITE STRIPPING AND DETERMINE IF
ANY SOFT SPOTS NEED TO BE UNDERCUT TO FIRM SOILS, REPLACED W ITH SELECT
FlLLANDRECOMPACTED.
C. VERIFYTHATTHESUBGRADEISSCARIFIED,MOISTURECONDITIONED,ANDLIME
STABILIZED (IF REQUIRED) PER THE EARTHWORK NOTES.
D. THE SELECT FlLL PAD MATERIAL SHALL BE TESTED FOR ACCEPTABILITV AN� A
MOISTURE DENSITY CURVE SHALL BE ESTABLISHED. SELECT FlLL MATERIAL SHALL BE
AS INDICATED ON THE EARTHW ORK NOTES.
E VERIFV THAT THE SELECT FlLL IS PLACED M EIGHT INCH LOOSE LIFTS AND
COMPACTED PER THE EARTHWORK NOTES.
F. SELECT FlLL MATERIAL SHALL BE TESTED DURMG PLACEMENT OF EACH LIFT FOR THE
ATTERBERG LIMITS IN ACCORDANCE W ITH ASTM D4318-98 METHOD B"STANDARD TEST
METHOD FOR LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITV INDEX OF SOILS" TO VERIFV
THAT THE SELECT FlLL MATERIAL IS IN ACCORDANCE W ITH THE ORIGINALLY
APPROVED SELECT FILL MATERIAL. PROVIDE TESTS PER THE EARTHWORK NOTES.
G. PROVIDE FIELD MOISTURE TESTS FOR THE FULL DEPTH OF THE PAD PER THE
EARTHW ORK NOTES.
H. OBSERVE THE EXCAVATION DAILV AND ENSURE THAT THE CONTRACTOR MAINTAINS A
CLEAN EXCAVATION THAT IS FREE OF WATER 100 % OF THE TIME. CONTRACTOR SHALL
PROVIDE PUMPS AS REQUIRED TO REMOVE WATER AT ALL TIMES.
I. OBSERVE GRADING OPERATIONS TO ENSURE THAT PROPER DRAINAGE AWAV FROM
THE BUILDING PAD IS PROVIDED.
FOUNDATIONS'
UNLESS NOTED OTHERW ISE BV THE OW NER OR ARCHITECT, THE GENERAL CONTRACTOR
SHALL NOTIFY THE GEOTECHNICAL ENGINEER OR OTHER AUTHORIZED INSPECTOR DURMG
EARTHW ORK OPERATIONS, AND KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO
THE PROJECT ON SITE DURING OPERATIONS. SERVICES PROVIDED SHALL INCLUDE:
A. PROPERBEARMGMATERWLSHALLBEVERIFlEDBEFORECONCRETEPOURMG
OCCURS. THE ACTUAL BEARING ELEVATION MAV VARV AS REQUIRED TO PROVIDE
PROPER CAPACITY AS DETERMINED BY THE GEOTECHNICAL ENGINEER OF RECORD.
B. CHECKMGFORCONFORMANCETOREQUIREDTOLERANCES.FOOTMGSSHALLBE
W ITHIN 3" OF THEIR REQUIRED LOCATIONS.
C. NOTING DEPTH AND DIMENSIONS OF ALL FOOTINGS.
D. VERIFYQUANTITY,SIZEANDLOCATIONOFREMFORCEMENT.
CONCRETE:
A. CONCRETEMIXDESIGNSSHALLBESUBMITTEDFORENGINEERANDOWNER'STESTMG
LABORATORY REVIEW AND APPROVAL A MINIMUM OF 1 DAYS PRIOR TO THE START OF
THE W ORK, PRIOR TO THE PLACEMENT OF CONCRETE. MIX DESIGNS MUST INDICATE
CONFORMANCE W ITH ACI 31 B(LATEST EDITION).
B. AT THE POINT OF DISCHARGE SLUMP TESTS, CONFORMING TO ASTM C143, SHALL BE
TAKEN. SEE CONCRETE NOTE NO. 3E BELOW FOR RATE OF TESTS.
C. AIRCONTENTTESTSCONFORMMGTOASTMCI�3(VOLUMETRICMETHODFOR
LIGHPNEIGHTOR NORMAL WEIGHTCONCRETE; ASTM C231 PRESSURE METHOD FOR
NORMAL W EIGHT CONCRETE) SHALL BE TAKEN FOR EACH DAY'S POUR FOR ALL TVPES
OF AIR-ENTRAMED CONCRETE BEMG USED.
D. CONCRETE TEMPERATURE SHALL BE TESTED HOURLY W HEN THE AIR TEMPERANRE
IS 40 DEG F AND BELOW, 80 DEG F AND ABOVE AND EACH TIME A SET OF
COMPRESSION TEST SPECIMENS ARE MADE.
E ONE SET OF FOUR 6"0 BY 1Y' (OR FlVE 4"0 BY 8") COMPRESSION TEST SPECIMENS
CONFORMING TO ASTM C31 SHALL BE MOLDED AND STORED FOR LABORATORY-
CURED SPECIMENS. COMPRESSIVE STRENGTH TESTS SHALL CONFORM TO ASTM C39
AND SHALL CONSIST OF ONE SET FOR EACH DAV'S POUR EXCEEDING 5 CU. VDS. PLUS
ADDITIONAL SETS FOR EACH 50 CU. YDS. MORE THAN THE FIRST 25 CU. YDS OF EACH
CONCRETE CLASS PLACED IN ANY ONE DAY. ONE SPECIMEN SHALL BE TESTED AT 1
DAVS, PNO6"0 BV 12" (OR THREE 4"0 BV 8") SPECIMENS SHALL BE TESTED AT 28 DAVS,
AND ONE SPECIMEN SHALL BE RETAINED FOR LATER TESTING AS REQUIRED.
F. VERIFYTHATPOSTINSTALLEDANCHORSAREINSTALLEDPERTHEMANUFACTURER'S
RECOMMENDATIONS, REQUIREMENTS AND ICGES REPORTS.
STRUCTURALSTEEL:
A. 100% OF ALL FlLLET W ELDS SHALL BE VISUALLY INSPECTED.
B. 100% OF ALL FULL PENETRATION W ELDS SHALL BE VISUALLV INSPECTED. 100% OF
FULL PENERATION W ELDS OF MATERIAL 5/16" THICK OR GREATER AND 30 % OF ALL
OTHER FULL PENETRATION W ELDS SHALL BE TESTED BV ONE OF THE FOLLOW ING
METHODS IN ACCORDANCE W ITH THE AW S D1.1/D1.1 M AND AISC 360:
a. LIQUID PENETRANT INSPECTION (ASTM E165)
b. MAGNETIC PARTICLE INSPECTION (ASTM E109; PERFORMED ON THE ROOT PA55
AND ON THE FINISHED W ELD; CRACKS AND ZONES OF INCOMPLETE FUSION OR
PENETRATION IS NOT ACCEPTABLE)
c. RADIOGRAPHIC INSPECTION (ASTM E94 AND ASTM E142; MINIMUM QUALITV LEVEL
OF "22T")
C. ULTRASONIC INSPECTION (ASTM E164)
IF THE FAIWRE RATE IS 5% OR GREATER, 100 % OF THE W ELDS SHALL BE TESTED AT
THE CONTRACTOR'S E%PENSE UNTIL FAILURE RATE FALLS BELOW 5% AFTER A
SAMPLING OF NOT LESS THAN (40) W ELDS.
D. ANV W ELDS THAT FAIL MUST BE REW ELDED AND RETESTED UNTIL THEV PA55 THE
TEST. TWO ADDITIONAL W ELDS SHALL BE TESTED, AT THE CONTRACTOR'S EXPENSE,
FOR EVERY W ELD THAT FAILS.
E VISUALLV INSPECT W ELDS ON 100% OF ALL STUDS AND TEST 10 % BV THE METHOD
DESCRIBED BELOW IN COMPLIANCE W ITH AW S D1.1: HEADED STUDS SHALL BE TESTED
BY ALTERNATELY BENDING 30 DEG. IN OPPOSITE DIRECTIONS FROM ITS ORIGINAL AXIS
BV EITHER STRIKING THE STUDS W ITH A HAMMER ON THE UNW ELDED END OR
PLACING A PIPE OR OTHER SUITABLE HOLLOW DEVICE OVER THE STUD AND BENDING
THE STUD. IF THE FAILURE RATE IS 10 % OR GREATER, TEST 100% OF ALL STUDS AT
CONTRACTORS EXPENSE UNTIL THE FAILURE RATE FALLS BELOW 10%. IF A VISUAL
INSPECTION REVEALS ANV STUD THAT DOES NOT SHOW A FULL 360 DEGREE FLASH
(AS DEFINED IN AW S D1.1) OR THAT HAS BEEN REPAIRED BV W ELDMG, SUCH STUD
SHALL BE BENT TO AN ANGLE OF APPROXIMATELV 15 DEGREE FROM ITS ORIGINAL
AXIS. THE DIRECTION OF BENDING FOR STUDS W ITH LESS THAN 360 DEGREE FLASH
SHALL BE OPPOSITE TO THE MISSING PORTION OF FLASH.
F ALLFULLPENETRATIONWELDSATMOMENTCONNECTIONSREQUIRINGTESTING
SHALL BE TESTED AND CERTIFlED BY AN INDEPENDENT TESTING LABORATORY USING
NON-0ESTRUCTNE TESTMG METHODS, AS DESCRBED IN AWS Di.t FOR SHOP
W ELDS, CERTIFlCATION SHALL BE SUBMITTED PRIOR TO SHIPPING TO THE JOB SITE.
FOR FIELD WELDS, CERTIFICATION SHALLBE SUBMITTED PRIOR FLOOR DECK
INSTALLATION AND CONCRETE PLACEMENT AND PRIOR TO COVERMG CONNECTIONS
W ITH FlREPROOFlNG OR ARCHITECTURAL FlNISHES.
G. BOLTSSHALLBEVISUALLYINSPECTEDWHENTWIST-OFFSPLINESAREUSED.
OTHERW ISE, BOLTS SHALL BE SNUG TIGHT. THE SNUG TIGHT CONDITION IS DEFINED
AS THE TIGHTNESS ATTAMED BV A FEW IMPACTS OF AN IMPACT W RENCH OR THE
FULL EFFORT OF A MAN USING AN ORDINARY SPUD W RENCH. AT BRACES AND
MOMENT CONNECTIONS, BOLTS SHALL BE TIGHTENED AS REQUIRED BY THE LOAD
INDICATING WASHERS OR TENSION BOLTS.
MASONRY:
MASONRV TESTING SHALL CONFORM TO TMS 402-11, CLA55 B QUALITY INSURANCE
PROVIDED BV A QUALIFIED TESTING LABORATORV. TESTS SHALL NOT BE LESS THAN THE
FOLLOWING:
A. OBSERVE THE INSTALLTION OF MASONRY UNITS.
B. VERIFVTHEQUANTITV,SIZEANDTHESPACINGOFTHEREQUIREDREINFORCINGTHAT
IS SHOW N ON THE DRAW INGS.
C. INSPECT THE GROUT SPACE PRIOR TO THE CLOSING OF CLEANOUTS AND ALL
GROUTING OPERATIONS. VERIFY THAT THE SPECIFlED CELLS ARE FULLY GROUTED AS
NOTED.
D. MONITOR THE PROPORTIONING, MIXING AND CONSISTENCV OF MORTAR AND GROUT.
PROVIDE 28 DAY COMPRESSNE STRENGTH TESTS ON EACH GROUT MIX IN
ACCORDANCE W ITH ASTM C1019. PROVIDE COMPRESSION TESTS ON MASONRY
PRISMS FOR EACH TVPE OF WALL CONSTRUCTION, IN ACCORDANCE W ITH ASTM
C1314. CONTRACTOR SHALL PREPARE ONE SET FOR TESTING AT 28 DAVS. TESTS ARE
TO BE CONDUCTED FOR EACH 2O00 SQUARE FEET OF WALL INSTALLED, BUT NOT LESS
THAN TWO TESTS.
SPECIAL INSPECTIONS:
SPECIAL INSPECTION WORK AND THE FlNAL LETTER OF COMPLIANCE HAVE NOT BEEN
INCLUDED IN THE STRUCTURAL ENG INEER'S SCOPE OF SERVICES. THE OW NER SHALL BE
RESPONSIBLE FOR OBTAINMG THE SERVICES OF THE SPECIAL INSPECTOR AND THE
TESTING LABORATORV. SPECIAL INSPECTIONS CAN BE PROVIDED BV AN INDEPENDENT
SPECIAL INSPECTOR W HO IS APPROVED BV THE BUILDING AUTHORITV OR THE ENGINEER OF
RECORD. THE SPECIAL INSPECTION W ORK DOES NOT INCLUDE THE TESTMG LABORATORV
SERVICESASCALLEDFORONTHEDRAWINGS. ARRANGEMENTSFORSPECIAL
INSPECTIONS SHOULD BE MADE PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. THE
CONTRACTOR IS RESPONSIBLE FOR NOTIFVMG THE OWNER IF SPECIAL INSPECTIONSARE
REQUIRED ON THE APPROVED PERMIT DRAW INGS AND FOR NOTIFYING THE TESTING
LABORATORVAND SPECIAL INSPECTOR IN ATIMELV MANNER BEFORE CONSTRUCTION
OPERATIONS CONTINUE. THE CONTRACTOR SHALL NOT PROCEED WITHANV WORK
REQUIRING INSPECTIONS W ITHOUT THE TESTING LABORATORV'S OR SPECIAL INSPECTOR'S
PRESENCE PROCEEDINGWITHOUTWRITTENCONFIRMATIONOFAPASSEDINSPECTIONBY
THE AHJ AND/OR SPECIAL INSPECTOR MAY RESULT IN REWORK INCLUDMG, BUT NOT
LIMITED TO, REMOVAL AND REPLACEMENT OF NON-CONFORMING MATERIAL AT THE
EXPENSE OF THE CONTRACTOR. THE STRUCTURAL ENGMEER W ILL NOT PROVIDE A FINAL
LETTER OF COMPLIANCE AFTER THE W ORK IS COMPLETE UNLESS HE HAS REVIEW ED ALL
SPECIAL INSPECTIONS/TESTING LABORATORY TEST RESULTS.
CHAPTER 1'! OF THE 2012 INTERNATIONAL BUILDING CODE, INCLUDING ANV LOCAL
AMENDMENTS, REQUIRES SPECIAL INSPECTION ON THE FOLLOWING ITEMS:
A. STEEL ......... ......... ......... SECTION1�052/TABLE1�0522
B. CONCRETE ......... ......... ......... SECTION 1105.3 / TABLE 1105.3
C. MASONRV ......... ......... ......... SECTION1]05.4/TM540211
D. WOOD ......... ......... ......... SECTION1705.5
E SOILS ......... SECTION 1105.61 TABLE 1105.6
F. SPRAYEDFIRERESISTANTMATERIALS ................ SECTIONI]05.13
VIII. - REINFORCED MASONRY
1. COMPRESSNESTRENGTHOFMASONRY�fm�=2,000PS1.
2. HOLLOW LOAD BEARMG UNITS SHALL CONFORM TOASTM C90, LIGHTWEIGHT, WITH A
MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI ON THE NET AREA.
3. MORTAR SHALL CONFORM TO ASTM C2�0, TYPE S.
4. COARSE MASONRV GROUT SHALL CONFORM TO ASTM C4]6 W ITH A MINIMUM
COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS.
5. LOW LIFT CONSTRUCTION SHALL BE USED W/ A MAXIMUM GROUT POUR HEIGHT OF 4
FT.
6. REFERTOARCHITECTURALDRAWINGSFORSURFACEANDHEIGHTOFUNITS,LAVING
PATTERN AND JOINT TYPE USE OPEN END UNITS FOR STACKED BOND PATTERN AND
BOND BEAM UNITS AT HOR20NTAL REMFORCING.
�. ON BOTH SIDES OF LOAD BEARING W ALL OPENINGS 4'-0" OR W IDER, PROVIDE (1) - k5
BAR M THE FlRST VERTICAL CELL AND GR W T SOLID W ITH 2500 PSI COARSE MASONRY
GROUT UNLESS OTHERW ISE SHOW N OR NOTED ON THE DRAW INGS.
8. STEEL JOISTS AND STRUCTURAL STEELARE TO BE CLEAR OF MASONRY AND MORTAR
IN WALLS, EXCEPT AS CONNECTED W ITH MASONRV ANCHORS OR TIES AS DETAILED.
9. HORIZONTALLYREMFORCEGRWTE�MASONRYWITHAMINIMUMOFTW09GAGEOR
31i6" DIAMETER W IRES IN A TRUSS LADDER TYPE CONFIGURATION AT i6" OC IN BED
JOINTS.
10. CONTRACTORSHALLNOT"WETSET"VERTICALREINFORCEMENTSTEELMLOAD
BEARMG MASONRY WALLS. CONTRACTOR SHALL PROVIDE MECHANICAL SPLICE OR
REINFORCEMENTPOSITIONERS WHERE REINFORCEMENT IS DISCONTINUOUS.
11. PROVIDE HORRONTAL BOND BEAMS WI (2) -#5 BARS CONT @ 8'-0" VERTICAL SPACING
ORCLOSER.
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STRUCTURALNOTES
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