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STRU CTU RAL - G E N E RAL N OTES SEISMIC Seismic Design Category: SDC = D Table of Mix Desipn Reauirements Notes:
<br /> DESIGN: DEFLECTION VERTICAL LIMIT (1) W/C Ratio: Water—cementitious material ratios shall be based on the total weight of cementitious ma-
<br /> Basic Structural System Bearing Wall ELEMENTS: Floor Members, Total Load (TL) uno L/480 terials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and
<br /> GENERAL REQUIREMENTS durability requirements given in ACI 318 Section 19.3.
<br /> Seismic Force Resistin S stem Floor Live Load LL uno L/600 ������ ����x��
<br /> 9 Y Light-Framed Ply- � ) i
<br /> GOVERNING CODE: The design and construction of this project is governed by the "International Build- wood Sheathed (2) Cementitious Materials:
<br /> ing Code (IBC)", 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Ev- Walls a. The use of fly ash, other pouolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2
<br /> erett, WA understood to be the Authority Having Jurisdiction (AHJ). Response Modification Factor: R= 6.5 2 GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE and 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless re-
<br /> component drawings, the SER will review the submittal for general conformance with the design of the build- viewed and approved otherwise by SER.
<br /> REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the System Over Strength Factor Omega = 2.5 ing and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop draw-� b• For concrete used in elevated floors, minimum cementitious-materials content shall conform to
<br /> drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific ings (component design drawings) is for compliance with design criteria and compatibility with the design of-=-� ACI 301 Table 4.2.2.1. Acceptance of lower cement content is contingent on providing support-
<br /> section in a code does not relieve the contractor from compliance with the entire standard. Deflection Amplification Factor Cd = 4 in data to the SER for review and acce tance.
<br /> the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing g P
<br /> Site Classification per IBC 1613.3.2 &ASCE 7-10, Ch. 20 ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the �� Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section
<br /> DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: Site Class = D SSE's design drawings and calculations. These elements include but are not limited to: 26.4.1.1.1(a).
<br /> "Architect/Engineer"—The Architect of Record and the Structural Engineer of Record. Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.0 Steel Stairs (3) Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in
<br /> Spectral Response Acceleration (Short Period} S — 1.45 . the table. If freezing and thawing class is not noted, air content
<br /> • "Structural Engineer of Record" (SER) —The structural engineer who is licensed to stamp & sign S— J Handrails, Guardrails and Balcony Rail Anchorages given is that required by the SER. a C C I1 I t E C t S
<br /> t e structural documents for the project. The SER is responsible for the design of the Primary Struc- Spectral Response Acceleration (1-Second Period) S� = 0.725 g • Open Web Wood Joists
<br /> Tolerance is t1-'/%. Air content shall be measured at point of placement.
<br /> tural System. • Elevator (4) Aggregates shall conform to ASTM C33. 2505 Third Avenue
<br /> Spectral Design Response Coefficient(Short Period) Sps= 0.967 g Suite 324
<br /> • "Submit for review"-Submit to the Architect/Engineer for review prior to fabrication or construction. Spectral Design Response Coefficient(1-Second Period) Sp, = 0.483 g Elevator shop drawings shall be submitted to the architect and engineer of record. Shop drawings shall in- (5) Slump: Conform to ACI 301 Section 4.2.2.2.
<br /> • "Per Plan" — Indicates references to the structural plans, elevations and structural general notes.
<br /> clude design loads that are required to be resisted by the supporting structure. Loading shall clearly include Slump shall be determined at point of placement. Seattle, WA 98121
<br /> Seismic response coefficient(s) Cs = 0.149 in-service and seismic loading, including impact loading factors as well as deflection limits per ASME A17.1. (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1.
<br /> • "Specialty Structural Engineer" (SSE) — A professional engineer(PE or SE), licensed in the State Elevator supplier shall provide the connection of the elevator rail brackets to the supporting steel columns or 206_720.7001 phone
<br /> p j � yp y } p p y g g Redundancy Factor(North/South Direction) N/S rho= 1.0 (7) Non-chloride accelerator: Non-chloride accelerating admixture may be used in concrete laced at am- 206.720.2949 fax
<br /> where the ro ect is located, t icall not the SER , who erforms s ecialt structural en ineerin concrete walls. p
<br /> services for selected specialty-engineered elements identified in the Contract Documents, and who Redundancy Factor(East/West Direction) E/W rho= 1.0 � bient temperatures below 50°F at the contractor's option.
<br /> has experience and training in the Specialty. Documents stamped and signed by the SSE shall be INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS
<br /> completed by or under the direct supervision of the SSE. Design Base Shear(North/South Direction) (KIPS) 16-Office (8) ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be F0, S0, P0, and CO unless differ- WWW-craftarchitects.com
<br /> 35-TAT INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the ent exposure classes are listed in the Table of Mix Desi n Re uirements that modi h
<br /> • "Bidder-designed" — Components of the structure that require the general contractor, subcontrac- g q fy t ese base re-
<br /> tor, or supplier who is responsible for the design, fabrication and installation of specialty-engineered Design Base Shear(East/West Direction) (KIPS) 46-Office Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the quirements.
<br /> elements identified in the Contract Documents to retain the services of an SSE. Submittals of 35-TAT Building Official. N
<br /> FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal
<br /> i der-designed"elements shall be stamped and signed by the SSE. Base shear governed by: seismic SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f'c.
<br /> Seismic Analysis procedure used: Equivalent Lateral shall be done in accordance with IBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL IN- �
<br /> SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for infor- Force(ELF) SPECTIONS on S12, and the AHJ STATEMENT OF SPECIAL INSPECTION. MEASURING MIXING AND DELIVERY: Conform to ACI 301 Section 4.3.
<br /> mation supplemental to these drawings. .
<br /> STRUCTURAL OBSERVATION: per IBC Section 1704.6 HANDLING. PLACING. CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot
<br /> OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for addi- weather concreting shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-
<br /> tional information including but not limited to: dimensions, elevations, slopes, door and window openings, DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT- Structural Observation is the visual observation of the structural system by a registered design professional 10. �
<br /> non-bearing walls, stairs, finishes, drains, waterproofing, railings, mechanical unit locations, and other non- LOADS (PSFI UNO NOTES (6) for general conformance to the approved construction documents. It is not always required on a project, �
<br /> structural items. does not include or waive the responsibility for the special inspections and tests required by a Special In- CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints �
<br /> Handrails & Pedestrian Guardrails 50 PLF or (1) spector per IBC Chapter 17, is not continuous, and does not certify conformance with the approved construc- shall be located and detailed as on the construction drawings. Submit alternate locations per ACI 301 Sec-
<br /> STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of 200 LB tion documents. tion 5.1.2.3a for review and ap roval b the SER two weeks minim �
<br /> P Y um prior to forming. Use of an acceptable W
<br /> the project and are not intended to show all details of the work. Use entire detail sheets and specific details Stairs & Exits 100 PSF or Stair treads per note adhesive, surface retardant, portland cement grout or roughening the surface is not required unless s ecifi- W
<br /> fy call noted on the drawings. p
<br /> re erenced in the plans as "typical"wherever they apply. Similarly, use details on entire sheets with "typical" 300 LB �2� [Structural Observation for this project is required per IBC Section 1704.6. Contractor shall noti the SER in y �
<br /> in the name wherever they apply. a timely manner to allow required Structural Observations to occur. Reports will be distributed to the Archi- � �
<br /> Vehicle Barrier 6000 Ibs Applied horizontally at tect, the Contractor, Special Inspector and the Authority Having Jurisdiction. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and
<br /> STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and sta- both 18" and 27" non-structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, � �
<br /> bility of the primary structure in its completed form. above the level (3) The frequency and extent of observations is at the discretion of the structural observer. Only significant plumbing and architectural drawin s and coordinate other embedded it O Q
<br /> 9 ems. a �
<br /> � stages of construction identified by the Structural Observer require observation. For repetitive or similar �
<br /> COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirm- Assembly Areas-2"d Level of Mezzanine 100 Office Mezzanine structural elements identified as significant, only the first element of a stage requires observation unless not- GROUT: Use 5000 psi non-shrink grout under column base lates.
<br /> ing and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of as- Light Storage Area 125 Office Mezzanine ed otherwise. The following significant stages of construction require observation: during the mezzanine
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<br /> sembly; and for performing work in a safe and secure manner. floor framing. POST-INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as Q
<br /> Mechanical Mezzanine 125 TAT Space indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed � �
<br /> EXISTING CONDITIONS: Information shown on the drawings related to existing conditions represent the CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the a li �
<br /> pp cable ICC- �
<br /> present knowledge, but without guarantee of accuracy. Report conditions that conflict with contract docu- (1) Top rail shall be designed to resist 50 PLF line load or 200 Ib oint load provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's res onsibili- Evaluation Service Re ort ESR . S e i � �
<br /> p applied in any direction at any P p ( ) p c al inspection shall be per the TESTS and INSPECTIONS section.
<br /> men s to t e arc itect or SEOR. Do not deviate from the contract documents without written direction from point. Intermediate rails (all those except the handrail), balusters and panel fillers shall be desi ned to ties associated with the above Statement of Special Inspections addressing the requirements listed in IBC
<br /> the architect and/or SEOR. All existing dimensions and information shall be field verified prior to fabrication g Section 1704.4. Contractor is referred to IBC Sections 1705.12.5 and 1705.12.6 for architectural and MEP STRENGTH TESTING AND ACCEPTANCE: �
<br /> withstand a horizontally applied normal load of 50 LB on an area not to exceed 1 ft square. These three building systems that may be subject to additional inspections (based on the building's designated Seismic
<br /> as required to coordinate with new construction. loads are to be considered separately with worst case used for design. �
<br /> (2) Place 300 Ib concentrated load over 2"x2" area at any point to produce maximum stress. Area load and Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous ma- Testinq: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional m-
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<br /> ONSTRUCTION: The contractor shall remove all interfering items for new construction and shall re- concentrated load are to be considered separately with worst case used for desi n. terials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, ples may be required to obtain concrete stren ths at alternate intervals th
<br /> 9 an shown below. �
<br /> pair or replace all removed items to match the existing conditions in accordance with the architectural draw- 3 9 electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling sys-
<br /> ings. New construction elements shall be designed and installed per current International Building Code ( ) Need not apply concurrently with other handrail and guardrail loads; applied over not more than 1 square tems. • Cure 4 cylinders for 28-day test age, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold �
<br /> 2015, hereafter referred to as IBC as allowed by IEBC. foot. 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer
<br /> (4) Apply concentrated wheel load over 4-1/2"x4-1/2" square area. SOILS AND FOUNDATIONS to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting
<br /> MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and �5) Floors for Business Group B (Offices) Occupancy shall be designed with a basic floor Live Load plus an 28-day strength requirements.
<br /> methods of construction and all job-related safety standards such as OSHA and DOSH (Department of Oc- additional 15 PSF (minimum) live loading for moveable partitions.
<br /> (6) Unless otherwise noted, point loads to be distributed over a 2.5ft x 2.5ft area and located to produce REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations."
<br /> cupational Safety and Health). The contractor is responsible for means and methods of construction related maximum load effects on structural members. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are
<br /> to the intermediate structural conditions (i.e. movement of the structure due to moisture and thermal effects; GEOTECHNICAL REPORT: Recommendations contained in Seaway Center, 36`h Ave West and Seaway to be used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of
<br /> construction sequence; temporary bracing, etc). Boulevard, Everett,WA by Terra Associates, Inc. dated May 11, 2016 were used for design. mix design requirements.
<br /> QESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES
<br /> BRACING/SHORING DESIGN ENGINEER• The contractor shall at his discretion employ an SSE, a registered pro- LOADS (PSF) UNO CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report
<br /> fessional engineer for the design of any temporary bracing and shoring. and shall follow the recommendations s ecified therein includin but not limited to, sub rade re arations, Acceptance. Strength is satisfactory when:
<br /> Floor Dead Load, Total 22 PSF For Open Web Wood Jois de- P 9, g p p
<br /> TEMPORARY SHORING. BRACING� The contractor is responsible for the strength and stability of the struc- Top Chord 16 PSF sign, Office Mezzanine � ile installation rocedures, round water mana ement and stee slo e Best Mana ement Practices."
<br /> P P 9 g p p g (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. CONSULTANT
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<br /> ture during construction and shall provide temporary shoring, bracing and other elements required to main- ottom Chord 6 PSF (2) No individual test falls below the specified strength by more than 500 si.
<br /> GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub-grades and P
<br /> tain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work re- Gyperete Topping 9 PSF 1" per Architect prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical A "test" for a
<br /> cceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylin-
<br /> quired in the construction documents and the requirements for executing it properly. � Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foun- ders tested at the specified test age.
<br /> � dation Bearing Pressure(s)" shown below.
<br /> CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as Mechanical Mezzanine 18 PSF TAT Space CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. :w:-0
<br /> noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as deter- DESIGN SOIL VALUES:
<br /> mined by the Contractor's SSE for Bracing/Shoring. � �
<br /> Safety Factor per Soils Report ......................................... 1.5 CONCRETE REINFORCEMENT
<br /> Allowable Foundation Bearing Pressure .......................... 3000 PSF—Structural Fill
<br /> HANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, me- www.dci-engineers.com
<br /> chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted REFERENCE STANDARDS: Conform to: civi� i s-rRucTur�.n�
<br /> r
<br /> on t e onginal Contract Documents (architectural / structural / mechanical /electrical or plumbing drawings). SUBMITTALS structural fill as per the geotechnical report. (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Rein- O : , , , -;;.
<br /> Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 200 forcement Supports."
<br /> pounds. Provide marked-up structural plan indicating locations of any new equipment or loads. Submit lans FOOTING DEPTH: To (2) ACI SP-66(04) "ACI Detailing Manual" ;,' `
<br /> P SUBnnIT FOR REV�Ew: SUBMITTALS of shop drawings, and product data are required for items noted in the ps of footings shall be as shown on plans with vertical changes as indicated with (3) CRSI MSP-09, 28'h Edition, "Manual of Standard Practice."
<br /> to the Architect/Engineer for review prior to installation. individual materials sections and for bidder designed elements. steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil radin „
<br /> plans. g g (4) ANSI/AWS D1.4: 2005, Structural Welding Code - Reinforcing Steel."
<br /> NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail (5) IBC Chapter 19-Concrete. �,\ � ����I
<br /> drawings supplements information in the Structural General Notes. SUBM�nA� REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 (6) ACI 318 14 "Building Code Requirements for Structural Concrete.' ��� �-
<br /> WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. SLABS-ON-GRADE: All slabs-on-grade shall bear on compacted structural fill or competent native soil per „ � r;, '' ' ;� .,
<br /> (7) ACI 117-10 Specifications for Tolerances for Concrete Construction and Materials" ��`�� 'i !
<br /> the geotechnical report. All moisture sensitive slabs-on-grade or those subject to receive moisture sensitive � ; .�
<br /> DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/En ineer coatings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the � � -'
<br /> , the Contractor shall ; "�� �
<br /> Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be 9 subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recom-
<br /> brought to the attention of the Architect/Engineer before proceeding with the work. Should any discrepancy review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and there- „
<br /> mendations and coordinated with the finishes specified by the Architect. SUBMITTALS: Conform to ACI 301 Section 3.1.1 Submittals." Submit placing drawings showing fabrication ) ,
<br /> fore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details dimensions and placement locations of reinforcement and reinforcement supports. �
<br /> be found in the Contract Documents, the Contractor will be deemed to have included in the price the most requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the � :; 3 so ;- �
<br /> expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a Architect/En gineer. ,J/ , \ ,, \�
<br /> decision from t h e A r c h i t e c t a s t o w h i c h s h a l l g o v e r n. A c c o r d i n g l y, a n y c o n f l i c t i n o r b e t w e e n t h e C o n t r a c t CAST-IN-PLACE CONCRETE MATERIALS:
<br /> � „; , �
<br /> ocuments shall not be a basis for adjustment in the Contract Price.. _�\�( \ \,��,
<br /> SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal
<br /> for eneral conformance with the desi n conce t and the contract documents of the buildin Reinforcing Bars...................................ASTM A615, Grade 60, deformed bars.
<br /> SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between g g p g and will stamp REFERENCE STANDARDS: Conform to: ASTM A706, Grade 60, deformed bars.
<br /> the drawings and actual site conditions shall be brought to the attention of the ArchitecUEngineer before pro- the submittal accordingly. Markings or comments shall not be construed as relieving the contractor from (1) ACI 301-10 "Specifications for Structural Concrete" Submittals/Revisions:
<br /> com liance with the Bar Supports..................................... CRSI MSP-09, Chapter 3 "Bar Supports."
<br /> ...
<br /> ceeding with the work. p project plans and specifications, nor departures there from. The SER will return submit- {2) IBC Chapter 19 "Concrete" Tie Wire................................................16 gage or heavier, black annealed.
<br /> tals in the form they are submitted in (either hard copy or electronic). For hard copy submittals, the contrac- (3) ACI 318-14"Building Code Requirements for Structural Concrete" PERMIT SUBMITTAL 08 08 18
<br /> tor is responsible for submitting the required number of co ies to the SER for review. L�
<br /> ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior P (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66"ACI Detailing Manual."
<br /> to earthwork, foundations, shoring, and excavation. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual SP-15 "Standard wE��irv � � PERMIT CORRECTIONS 1
<br /> G. Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 0 19 18
<br /> ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted the requirements of the structural drawings they shal� be designed and stamped by the responsible SSE. Specifications for Structural Concrete (ACI 301)with Selected ACI and ASTM References�" 3.2.2.2. "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement.
<br /> with ade uate technical documentation � PERMIT CORRECTIONS 11/13/18
<br /> q (proper test report, etc.) to the Architect/Engineer for review. Alter- DEFERRED SUBMITTALS CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. PLACING: Conform to ACI 301, Section 3.3.2 "Placin ." Placin tolerances shall c nf
<br /> nate materials that are submitted without adequate technical documentation or that significantly deviate from 9 g o orm to ACI 117.
<br /> the design intent of materials specified may be returned without review. Alternates that require substantial MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- CONCRETE COVER: Conform to the f II � PERMIT REVISION 01 11 19
<br /> effort to review will not be reviewed unless authorized by the Owner. BIDDER-DESIGNED ELEMENTS o owing cover requirements unless noted otherwise in the drawings. — � �
<br /> Submit "Bidder-Designed" deferred submittals to the Architect and SER for review. The deferred submittals gregates, mixing water and admixtures. Concrete cast against earth.................................3"
<br /> shall also be submitted to the city for approval, if required by the city. Concrete exposed to earth or weather.................2"
<br /> DESIGN CRITERIA AND LOADS SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in -
<br /> Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development
<br /> 318 Section 26.4.3.1 Length Schedule" for typical reinforcement splices. Splices indicated on individual sheets shall control over
<br /> comp y wit the following requirements: (b).
<br /> OCCUPANCY: Risk Category of Building per 2015 IBC Table 1604.5 = 11 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by the schedule. Mechanical connections may be used when approved by the SER.
<br /> IBC. TABLE OF MIX DESIGN REQUIREMENTS
<br /> 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3
<br /> 3) Design shall conform to the specifications and reference standards of the governing code. Member Strength Test Age Nominal Exposure Max Air Con- Notes through #5 may be field bent cold the first time. Subsequent bends and other bar sizes require preheating.
<br /> 4) Submittal shall include: T e/Location fc si Do not twist bars. Bars shall not be bent past 45 degrees.
<br /> a. Calculations prepared, stamped and signed by the SSE demonstrating code conform- yp �P ) (days) Maximum Class W/C tent (1 to 8 Typical SIl@et T�ItI@: STRUCTURAL
<br /> ance.
<br /> Aggregate Ratio UNO) NPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the follow-
<br /> b. Engineered component design drawings are prepared, stamped and signed by the SSE. Footings 4000 28 1" ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls with SER prior to re-
<br /> c. Product data, technical information and manufacturer's written requirements and Agency ` - barfabrication. G ENERAL NOTES
<br /> approvals as applicable. Exterior Slabs on Grade
<br /> d. SSE may submit to the ArchitecUEngineer, a request to utilize relevant alternate desi n 3000 28 1" - 0.45 5�io - Date• 10/19/18
<br /> 9 & Sidewalks
<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 of de- Interior Slabs on Grade 3000 28 1" - 0.50 -
<br /> sign.
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<br /> Project No: 18011-0162
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<br /> Approved: GG
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<br /> COPYRIGHT CRAFT ARCHITECTS 2018
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