|
designGOVERNING CODE: The and construction of this project is governed by the "international Build-
<br />ing Code (KBC)~, 2015 Edition, hereafter referred to as the 1BC, as adopted and modified by the City ofEv-
<br />enatt.understood tobethe Authority Having Jurisdiction (AHJ).
<br />STANDARDS.REFERENCE Refer to Chapter 35 of 2015 UIBCWhere other Standards are noted in the
<br />dnewings, use the latest edition of the standard unless a specific dote is indicated. Reference to a specific
<br />section in a code does not relieve the contractor from compliance with the entire standard.
<br />DEFIN11TIONS: The following definitions cover the meanings of certain terms used in these notes:
<br />"Arch itect/Eng inee r"—TheArchihaotofReoord and the Structural Engineer ofRecord.
<br />" "Structural Engineer of Record" (SER) —The structural engineer who is licensed to stamp & sign
<br />the structural documents for the project. The SER is responsible for the design of the Primary Struc-
<br />tural System.
<br />* "Submit for meview" Submit to the Arch iteoUEngineerfor review prior to fabrication or construction.
<br />w "Per Plan" —Indicates references tothe structural p|ano, elevations and structural general notes,
<br />* "Bidder -designed" — Components of the structure that require the general oontractor, subcontrac-
<br />tor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered
<br />elements identified in the Contract Documents to retain the services of an SSE Submittals of
<br />"Biddar-desi8ned''elements shall bestamped and signed bythe SSE.
<br />SPECIFICATIONS-. Refer to the project specifications issued as part of the contract documents for infor-
<br />mation supplemental tothese drawings.
<br />DRAWINGS:OTHER Refer to the architectural, mechanice|, e|eotrioa|, civil and plumbing drawings for addi-
<br />tional information including but not limited to� dimensiona, e|evationa, s|opes, door and window openings,
<br />non -bearing waUa, staira, finiehea, drainm, vvoterproofing, nei|inga, mechanical unit |omatione, and other non-
<br />structural items.
<br />STRUCTURAL DETAILS. The structural drawings are intended to show the general character and extent of
<br />the project and are not intended to show all details of the work. Use entire detail sheets and specific details
<br />referenced in the plans as "typical" wherever they app|y. Simi|ar|y, use details on entire sheets with "typical"
<br />inthe name wherever they apply.
<br />STRUCTURAL RESPONSIBILITIES-. The structural engineer (SER) is responsible for the strength and sta-
<br />bility of the primary structure in its completed form
<br />The Contractor is responsible for coordinating details and accuracy of the work- for con-
<br />firming and correlating all quantities and dimeneiona� for selecting fabrication processes; for techniques of
<br />assembly; and for performing work inasafe and secure manner.
<br />EXISTING CONDiTIONS. Information shown on the drawings related to existing conditions represent the
<br />present knnw|edge, but without guarantee of accuracy. Report conditions that conflict with contract docu-
<br />ments to the architect or SEOB. Do not deviate from the contract documents without written direction from
<br />the architect and/or SEOR. All existing dimensions and information shall be field verified prior to fabrication
<br />as required tocoordinate with new construction.
<br />NEW CONSTRUCTiON: The contractor shall remove all interfering items for new construction and shall re-
<br />pair or replace all removed items to match the existing conditions in accordance with the architectural draw-
<br />ings. New construction elements shall be designed and installed per current International Building Code
<br />2015. hereafter referred to as IBC as allowed by |EBC.
<br />MEANS, METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and
<br />methods of construction and all job -related safety standards such as OSHA and O[]BH (Department ofOc-
<br />cupational Safety and Hea|th) The contractor is responsible for means and methods of construction related
<br />to the intermediate structural conditions (i.e. movement of the structure due to moisture and thermal effects;
<br />construction aequenoe�temporary bracing, oto).
<br />BRACINGISHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a regis-
<br />tered professional engineer for the design of any temporary bracing and shoring.
<br />TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc-
<br />ture during construction and shall provide temporary ohoring, bracing and other elements required to main-
<br />tain stability until the structure is complete. it is the contractor's responsibility to be familiar with the work re-
<br />quired in the construction documents and the requirements for executing it properly.
<br />LOADS:CONSTRUCTION Loads on the structure during construction shall not exceed the design loads as
<br />noted in DESIGN CRITERIA & LOADS be|nvv or the capacity of partially completed construction as deter-
<br />mined by the Contractor's SSE for Bracing/Shoring
<br />CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any arohiteotura|, me-
<br />ohanioe|, e|eotrioe|, or plumbing load imposed onto the structure that differs from, or that is not documented
<br />on the original Contract Documents (architectural /structura| /mechanioa| /e|entrico| or plumbing drawings).
<br />Provide documentation of location, |oad, size and anchorage of all undocumented loads in excess of 200
<br />pounds. Provide marked -up structural plan indicating locations of any new equipment or loads.Submit plans
<br />to the Arch iioct/Enginoerfor review prior to installation.
<br />PRIORITIES:NOTE Plan and detail notes and specific loading data provided on individual plans and detail
<br />drawings supplements information inthe Structural General Notes.
<br />DISCREPANCIES: In case of discrepancies between the General Woteo, Specifications, Plans/Details or
<br />Reference Standards, the Arch iteot/Engine*r shall determine which oho|| govern. Discrepancies shall be
<br />brought to the attention of the Arch iteot/Engineer before proceeding with the work. Should any discrepancy
<br />be found in the Contract Documents, the Contractor will be deemed to have included in the price the most
<br />expensive way of completing the vvork, un|ooa prior to the submission of the price, the Contractor asks for
<br />decision from the Architect astowhich shall govern Aucording|y, any conflict in or between the Contract
<br />Documents shall not beabasis -for adjustment inthe Contract Price.
<br />SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between
<br />the drawings and actual site conditions shall be brought to the attention of the Arch itect/Eng i neer before pro-
<br />ceeding with the work.
<br />ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior
<br />toearthwork, foundations, shoring, and excavation. Any utility information shown onthe drawings and details
<br />ieapproximate and not necessarily complete.
<br />ALTERNATES: Alternate products ofsimilar strength, nature and form for specified items may be submitted
<br />with adequate technical documentation (proper teat report, etc.) to the Arch ibaoUEnginaer for review. Alter-
<br />nate materials that are submitted without adequate technical documentation orthat significantly deviate from
<br />the design intent of materials specified may be returned without review. Alternates that require substantial
<br />effort toreview will not bereviewed unless authorized bythe Owner.
<br />Additionu, o|terationo, and/or repairs to the existing structure has
<br />been analyzed for additional loading and/or modification due to the eddidon, the alteration or the repair. All
<br />affected existing member have been analyzed or reinforced as required per IEBC.
<br />All Demolition or removal of arohiteotura|, mechanical or structural elements shall not damage structural
<br />items to remain,
<br />DESIGN CMTEMA AND LOADS
<br />ANCYRisk Category of Building per 2015 IBC Table 1604.5 111
<br />WIND DESIGN:
<br />MAIN Wl]ND FORCE RESISTING SYSTEM
<br />Ultimate Design Wind Speed, VULT (MPH)
<br />�11 15 ,�nA A
<br />Exposure Category
<br />g-0,
<br />Internal Pressure Coefficient cpi
<br />+/-0.18
<br />Topographic Factor Kzt
<br />1.0
<br />Wind Analysis procedure used:
<br />Directional
<br />IS 0- NA PT R[C VUP �A/ P'l AN N/IFr�Af'
<br />with h>GOft.
<br />2) Components and Cladding zone locations are based onASCE7-1DTable 3O.7'2 for Flat Roofs 8 <
<br />1Ddeg.
<br />3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be treated as
<br />Zone 2.
<br />4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7'10 Fig-
<br />una3O.7'1.
<br />SEISMIC
<br />Seismic Design Category- SDC =
<br />D
<br />Basic Structural System
<br />Bearing Wall]
<br />Seismic Force Resisting System
<br />CMU Shear WaIlls
<br />System Over Strength Factor Omega
<br />2.5
<br />Deflection Amplification Factor Cd
<br />3.5
<br />Seismic Importance Factor per ASCE 7-10 Table 1.5-2 ie
<br />1.25
<br />Spectral Response Acceleration (Short Period) S,
<br />1.414 g
<br />Spectral Response Acceleration (1 -Second Period) S,
<br />0.542 g
<br />Spectral Design Response Coefficient (Short Period) SDS
<br />0.943 g
<br />Spectral Design Response Coefficient (1 -Second Period) SDI
<br />0.542 g
<br />Seismic response coefficient(s) Cs
<br />0.236
<br />Redundancy Factor (North/South Direction) NIS rho=
<br />1.0
<br />Redundancy Factor (East / West Direction) E/W rho=
<br />1.0
<br />Design Base Shear (North/South Direction) (KIPS)
<br />42
<br />Design Base Shear (East I West Direction) (KIPS)
<br />42
<br />Base shear governed by:
<br />Seismic
<br />Seismic Analysis procedure used:
<br />Equivalent Lateral
<br />Force (ELF)
<br />SEISMIC
<br />Seismic Design Category: SDC =
<br />D
<br />Basic Structural System
<br />Bearing Wall
<br />Seismic Force Resisting System
<br />Wood Shear Walls
<br />System Over Strength Factor Omega
<br />3
<br />Deflection Amplification Factor Cd
<br />4
<br />Site Class =
<br />D
<br />Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le
<br />1.25
<br />Spectral Response Acceleration (Short Period) Ss
<br />1.414 g
<br />Spectral Response Acceleration (1 -Second Period) S,
<br />0.542 g
<br />Spectral Design Response Coefficient (Short Period) SDS
<br />0.943 g
<br />Spectral Design Response Coefficient (1 -Second Period) SDI
<br />0.542 g
<br />Seismic response coefficient(s) Cs
<br />0.236
<br />Redundancy Factor (North/South Direction) NIS rho=
<br />1.0
<br />Redundancy Factor (East / West Direction) E/W rho=
<br />1.0
<br />Design Base Shear (North/South Direction) (KI PS)
<br />17
<br />Design Base Shear (East I West Direction) (KIPS)
<br />17
<br />Base shear governed by:
<br />Seiismic
<br />Seismic Analysis procedure used:
<br />Equival]ent Lateral
<br />Force (ELF)
<br />SNOW LOAD: (1)
<br />Flat Roof Snow Load, (PSF) P
<br />25 (2)
<br />Snow Drift Loading required by Authority Having Jurisdiction?
<br />No
<br />Snow Load Importance Factor 1
<br />1.0 (3)
<br />1) Snow Load kaun-relbucide and includes 5 oofnsin-on-snowsurcharge where ground snow load is
<br />greater than zero and 2Opsfnrless per ASCE7-1OSection 7.1O.
<br />2) Snow Load based onWABO/SEAW White Paper in Low -Lying Puget Sound Basin, ASCE F�g 7-
<br />1.
<br />3) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2.
<br />DESIGN DEAD
<br />BIDDER DESIGN
<br />DEAD LOADS
<br />LEH�UNO
<br />REMARKS & FOOTNOTES
<br />LOADS
<br />Roof Dead Load, Total
<br />is PSF
<br />For Pre -Fabricated Wood Truss
<br />Top Chord
<br />TO PSF
<br />design,
<br />Bottom Chord
<br />5 PSF
<br />SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in
<br />the individual materials sections and for bidder designed elements.
<br />SUBMITTAL REVIEW PERIOD: Submittals shall bemade intime toprovide aminimum ofTWO WEEKS or
<br />10WORK|NG DAYS for review bythe Arch iteot/Emginearprior tothe onset offabrication.
<br />REVIEW:GENERAL CONTRACTOR'S PRIOR Prior tosubmission tothe Arch iteot/Engineer. the Contractor
<br />shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and
<br />therefor*, must be verified by the General Contractor. Contractor shall provide any necessary dimensional
<br />details requested by the Oetai|erand provide the Contractor's review stamp and signature before forwarding
<br />tnthe Arch ited/Engineer.
<br />REVIEW:SHOP DRAWING Once the contractor has completed his review, the SER will review the submittal
<br />for general conformance with the design concept and the contract documents of the building and will stamp
<br />the submittal accordingly. Markings or comments shall not be construed as relieving' the contractor from
<br />compliance with the project plans and speoifications, nor departures there from. The SER will return submit-
<br />tals in the form they are submitted in (either hard copy ore|eotronio). For hard copy submittals, the contrac-
<br />tor is responsible for submitting the required number ofcopies to the SER for review.
<br />SHOP DRAWlNG : When shop drawings (component design dravvingo) differ from or add to
<br />the requirements of the structural drawings they shall be designed and stamped by the responsible SSE.
<br />DEFERRED SUBMITTALS
<br />BIDDER-DESlGNED ELEMENTS
<br />Submit "Bidder -Designed" deferred submittals to the Architect and SER for review. The deferred submittals
<br />shall also be submitted tothe city for approval, if required bythe city.
<br />Design of prefabricated, "bidder designed", nnanufaotured, pre-ongineered, or otherhabrioated products shall
<br />comply with the following requirements:
<br />1) Design considers tributary dead, |ive, wind and earthquake loads in combinations required by
<br />ABC.
<br />2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC.
<br />3) Design shall conform to the specifications and reference standards of the governing code.
<br />4) Submittal shall include:
<br />& Calculations prepared, stamped and signed bythe SSE demonstrating codeoonfomn-
<br />enma.
<br />b. Engineered component design drawings are prepared, stamped and signed bythe SSE.
<br />o. Product data, technical information and manufacturer's written requirements and Agency
<br />approvals aaapplicable.
<br />d. SSE may submit to the Arch itect/En0inaer. a request to utilize relevant alternate design
<br />criteria of similar nature and generally equivalency which is recognized by the Code and
<br />acceptable to the Authority Having Jurisdiction. Submit adequate documentation ofde-
<br />DEFLECTION
<br />VERTICAL
<br />L�MIT
<br />LIMITS FOR
<br />Roof Members, Dead + Live or Snow or Wind,
<br />Total Load (TL) Deflection
<br />L / 240, where
<br />(L is span length,inches)
<br />SSE / BIDDER
<br />DESIGNED
<br />Roof, Live or Snow or Wind Load (RILL)
<br />L / 360
<br />HORIZONTAL
<br />LIMIT and FOOTNOTE
<br />Members Supporting Brittle Finishes
<br />L / 240 (1)
<br />Members Supporting Flexible Finishes
<br />L / 180 (1)
<br />(1) Wind Load isreducible toO.42times the Component and Cladding Loads per Table 1GQ4.3footnote f.
<br />REVIEW:GENERAL CONTRACTOR'S PRIOR Once the contractor has completed his review of the SSE
<br />component drawings, the SER will review the submittal for general conformance with the design of the build-
<br />ing and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop draw-
<br />ings (component design drawings) is for compliance with design criteria and compatibility with the design of
<br />the primary structure and does not relieve the SSE ofresponsibility for that design. All necessary bnaoing,
<br />tieo, anchonage, proprietary products shall be furnished and installed per manufacturer's instructions or the
<br />SSE's design drawings and calculations. These elements include but are not limited to..
<br />° Prefabricated Wood Roof Trusses
<br />INSPECTIONS:NSPECTIONS, QUAUTY ASSURANCE VERRCATIONS AND TEST REQUIREMENTS
<br />Foundadonn, footings, under slab systems and framing are subject to inspection by the
<br />Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the
<br />Building Official.
<br />TESTS:SPECIAL INSPECTIONS, VERIFICATIONS and Special Inspections, Verifications and Testing
<br />shall be don* in accordance with IBC Chapter 17. the STATEMENT AND SCHEDULES OF SPECIAL ;N-
<br />SpECT|ONSon S1 2 and the STATEMENT INSPECTION. /\
<br />. /�\
<br />OBSERVATION:STRUCTURAL per IBC Section 1704.6
<br />Structural Observation is the visual observation of the structural system by a registered design professional
<br />for general conformance to the approved construction douumenho it is not always required on o
<br />does not include or waive the responsibility for the special inspections and tests required by a Special In-
<br />spector per IBC Chapter 17, is not continuous, and does not certify conformance with the approved construc-
<br />tion documents.
<br />Structural Observation for this project is required per IBC Section 17846Contractor shall notify the SER in
<br />otime|y manner to a||ovv required Structural Observations to occur. Reports will be distributed tothe Anzhi-
<br />toct. the Contractor, Special Inspector and the Authority Having Jurisdiction.
<br />The frequency and extent of observations is at the discretion of the structural observer. Only significant
<br />stages of construction identified by the Structural Observer require observation. For repetitive or similar
<br />structural elements identified as aignifivant, only the first element ofe stage requires observation un|aou not-
<br />*dothamviee.
<br />RESPONSIBILITY:CONTRACTOR Prior to issuance of the building permit. the Contractor is required to
<br />provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili-
<br />ties associated with the above Statement ofSpecial Inspections addressing the requirements listed in IBC
<br />Section 1704.4 Contractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP
<br />building systems that may be subject to additional inspections (based on the building's designated Seismic
<br />Design Category listed in the CR|TER|A), including anchorage ofH\AAC ductwork containing hazardous ma-
<br />terials, piping systems and mechanical units containing f|ammab|e, combustible or highly toxic materia|a,
<br />electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling sys-
<br />tems.
<br />SULS AND FOUNDATIONS
<br />REFERENCE :Conformto|BC}Chapber18''Soi|aandFoundations."
<br />REPORT:GEOTECHNICAL No report was provided for this project. Recommendations contained in existing
<br />building drawings titled ^A New Play Area Structure for: St Mary Magde|in^ by Kosnik Engineering dated 88-
<br />13-O6were used for design.
<br />RESPONSIBILITIES: Contractor shall be responsible to review the Geoteohnioa| Report
<br />and shall follow the recommendations specified therein inn|udinQ, but not limited to, eubgnade preparations,
<br />pi|einata||ationprocedunee.groundvvaternnanagennentandsteeps|opeBestManeQementPraotioes."
<br />INSPECTION: TheGeotechnioe| Engineer shall inspect all sub -grades and
<br />prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Gaotechnioa|
<br />Engineers shall provide a letter to the owner stating that soils are adequate to support the ''A||ovvab|e Foun-
<br />dation Bearing Preasure(a)^shown below.
<br />DESIGN SOIL VALUES:
<br />Allowable Foundation Bearing Pneeauns--------- 3000 P8F (Per Existing Gym Structural Draw-
<br />ings)
<br />Passive Lateral Premaune................................................ 250P8F7FT(A(Assumed)
<br />Active Lateral Pressure (unreetnsinad)............................. 35 PSF/FT(Assumed)
<br />CVeffioientofS|idingFricdon--------------' 0.35(Aosumed)
<br />FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted
<br />structural fill as per the geotechnice| report. Exterior perimeter footings shall bear not less than 18 inches
<br />below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official.
<br />DEPTH:FOOTING Tops of footings shall be as shown on plans with vertical changes as indicated with
<br />steps in the footings-, locations of steps shown as approximate and shall be coordinated with the civil grading
<br />plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish gnade, or as oth'
<br />emviee indicated by the geotaohnica| engineer or building official.
<br />: All s|aba-on-grade shall bear on compacted structural fill or competent native soil per
<br />the geotechnical report. All moisture sensitive| bd those subject to receivemoisture sensitive
<br />coati ngeyoovermg shall be provided with an appropriate capillary break and vapor barrier/retardant over the
<br />eubgrada prepared and insiei|ad as noted in the geotechnical repdrt, barrier manufacturer's written recom-
<br />mendations and coordinated with the finishes specified by the Architect.
<br />CAST-IN—PLAGE CONCRETE
<br />REFERENCE :Conformto
<br />1) AC|301-1O"Specifications for Structural Concrete"
<br />2) IBC Chapter 19''Conorete"
<br />(3) ACI 318'14 "Building Code Requirements for Structural Concrete"
<br />(4) ACi 117-1O"Specifications for Tolerances for Concrete Construction and Materials"
<br />REFERENCE:FIELD The contractor shall keep a copy ofAC| Field Reference menue|. Sp 15. "Standard
<br />Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References."
<br />MIXTURES:CONCRETE Conform toACA 301 Section 4 "Concrete Mixiunee" and IBC Section 1904.1.
<br />MATERIALS: Conform toACl 301 Section 4.2.1 "Materials" for requirements fornementitioma maLerials, ag-
<br />gregatea, mixing water and admixtures.
<br />SUBMITTALS: Provide all submittals required bvACI 301 Section 4.1.2. Submit mix designs foreach mix in
<br />the table below. Substantiating strength results from past tests shall not be older than 24 months perAC|
<br />318 Section 26.4.3.1 (b)�
<br />Member
<br />Strength
<br />Test Age
<br />Nominal
<br />Exposure
<br />Max
<br />Air Con-
<br />Notes
<br />Type/Location
<br />f'C (psi)
<br />(days)
<br />Maximum
<br />Class
<br />W/C
<br />tent
<br />(I to 8 Typical
<br />Aggregate
<br />Ratio
<br />UNO)
<br />& Sidewalks
<br />Table of Mix Design Reguirements Notes:
<br />(1) VVYC Ratio: Water—cementitious material ratios shall be based on the total weight of cementitious ma-
<br />terials. Maximum ratios are contnoDed by strength noted in the Table of Mix Design Requirements and
<br />durabi|ity requirements given in ACl 318 Section 10.3.
<br />(2) Cemendtioue&8at*ria|e:
<br />a. The use offly ash, other pozzo|ana'silica fume, or slag shallconform hoACU318Sections 19.3.2
<br />and 264.2.2. Maximum amount of fly ash shall be 25% of total oementitious content un1oea re-
<br />viewed and approved otherwise bySER.
<br />b. For concrete used in elevated fluurs, minimum oamentitious-materials content sha|| conform to
<br />AC| 301 Table 4.2.2.1. Acceptance oflower cement content ia contingent on providing support-
<br />ingdatatutheSERforreviewamdaooeptonue.
<br />C. Cemantitious materials shall conform to the re|evantASTM standards listed in ACX 318 Section
<br />26.4.1 1.1(a).
<br />(3) Air Content: Conform toAC| 318 Section 10.3.3.1 Minimum standards for exposure class are noted in
<br />the table. If freezing and thawing class in not nnLed, sir content given is that required by the SER.
<br />Tolerance is±1-1/296 Air content shall bemeasured atpoint ofplacement.
<br />(4) Aggregates shall conform toASTM C33.
<br />(S) Slump: Conform toACi 301 Section 4 2.2,2. Slump shall be determined atpoint ofplacement.
<br />(G) Chloride Content: Conform tuACI 318 Table 19 32.1.
<br />(7) Non- chloride accelerator: Non -chloride accelerating admixture maybe used in concrete placed atam-
<br />bient temperatures below 5Q°Fatthe contractor's option.
<br />(8) AC! 318, Section 103.1.1 exposure classes shall be assumed to be FO. 30. PO. and CO unless differ-
<br />ent expoaunec|esses are listed in the Table of Mix Design Requirements that modify these base re-
<br />quirements.
<br />Conform toAC| 301 Section 2 "Formwork and Form Accessories." Removal
<br />of Forms shall conform to Section 2 3.2 except strength indicated in Section 2.3.2.5 nhn|| be O 75f' n.
<br />DELIVERY:MEASURING, MIXING, AND Conform toAC| 301 Section 4.3.
<br />CURING:HANDLING, PLACING, CONSTRUCTING AND Conform toAC| 301 Section 5 In addition, hot
<br />weather concreting shall conform toACI 305R-10 and cold weather concreting shall conform toACl 306F\'
<br />1O.
<br />JOINTS:CONSTRUCTION Conform to /\CI 301 Sections. 2.225. 5.22.1 and 5.3.2.6. Construction joints
<br />shall be located and detailed as on the construction drawings Submit alternate locations porAC| 301 Sec-
<br />tion 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable
<br />adheeive, surface retardant, port|and cement grout or roughening the surface is not required unless speoifi-
<br />oa||ynoted on the drawings.
<br />ITEMS:EMBEDDED Position and secure in place expansion joint materia|, anchors and other structural and
<br />non-structural embedded items before placing concrete. Contractor shall refer to machanioa|, e|eotrica|,
<br />plumbing and architectural drawings and coordinate other embedded items.
<br />CONCRETE:POST-INSTALLED ANCHORS to Anchor location, type, diameter and embedment shall be as
<br />indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -installed
<br />Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable )CC-
<br />Eva|uationService Report (ESR). Special inspection shall beper the TESTS and INSPECTIONS section.
<br />STRENGTH TESTING AND ACCEPTANCE:
<br />Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional sam-
<br />ples may be required to obtain concrete strengths at alternate intervals than shown below
<br />m Cure cylinders for 28-daytest age, test 1 cylinder mt7 dayo, test cylinders at28 deya, and hold
<br />1 cylinder in reserve for use as the Engineer directs. After58 dayo, unless notified by the Engineer
<br />to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting
<br />28-daystrength requirements.
<br />* The number ofcylinders indicated above reference 8by12incylinders. |f4by8incylinders are
<br />tobeused, additional cylinders must becured for testing of3cylinders attest age per the table of
<br />mix design requirements.
<br />Acceptance.'
<br />Strength is satisfactory when:
<br />(1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength.
<br />(2) No individual test falls below the specified strength by more than 500 poi.
<br />A ''test' for acceptance is the average strength of two 8 by 12 in. cylinders orthree 4 by 8 in. cylin-
<br />ders tested etthe specified test age.
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