1321 COLBY AVE 2016 Plans 2022-10-27

C� �e GENERAL CONTRACTOR'S PRIOR REViEW: Prior to submission to the ArchitectlEngineer, the Contractor shall re- (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be deterrnined at point of placement. FABRICATION: COPYRIGHT NOTICE d/�RU C�U■ V-1� - G��E � ��T � THIS DOCUMENT AND THE INFORMATION HEREIN - view the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be } ,< verifi�d b the General Contractor. Contractor shall rovide an necessa dimensional details re uested b the Detailer 1 Conform to AISC 36Q Section M2 Fabrication" and AISC 303 Section 6 'Sho Fabrication . �, REwT�Nc ro THE PRo�Ecr aRE nN �NSTRUMENr y p y ry Q y (6) Chloride Content: Conform to ACI 318 Section 4.3.1. �, OF SERVICE AND THE COPYRIGHTED PROPERIY OF �nd provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. 2) Quality Control (QC) shall conform to: y w` BOTESCH, NASH AND HALI ARCHITECTS, P.S. NO GENERAL REQUIREMENTS (7) Non-chloride accelerator: Non-chloride accelerating admixture may be used in concrete placed at ambient temper- a. AISC 360 Cha ter N "Qualih`Control and Quali}��Assurance" and Y� PART HEREOF SHALL BE COPIED, DUPLICATED, P �l `I m� DISTRIBUTED, DISCLOSED OR MADE AVAILABLE TO � SHOP DRAWING REVI�W: Once the contractor has completed his review, the SER will review the submittal for atures below 50�F at the contractor's option. b. AISC 303 Section 8 °Quality Control". _� OTHERS OR USED TO ANY EXTENT WHATSOEVER, general conformance with the design concept and the contract documents of the building and will stamp the submittal c. Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC �Y Exc�Pr as ExPREss�Y nurHOR�zEo �N wR�r�Nc GOVERNING CODE: The desi n and construction of this f0 @Ct IS overned b tfl@ ��f1�RltltlOfkl� �UI�C�ItI CiOC�E N Y BY BOTESCH, NASH AND HALL ARCHITECTS, P.S. „ 9 p J 9 Y 9 accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project (8) ACI 318, Section 4.2.1 exposure classes shall be assumed to be FQ, S0, P0, and CO unless different exposure 360 section N3. o , (IBC) , 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Everett, WA under- plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in classes are listed in the Table of Mix Design Requirements that madify these base requirements. d. Fabricator shall perform self-inspections per AISC 360 section N5 to ensure that their work is performed � m stood to be the Authority Having Jurisdiction (AHJ). (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting the required num- in accordance with Code of Standard Practice, the AISC Specification, Contract Documents and the o L w ber of copies to the SER for review. FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms Applicable Building Code. m o Q REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC. Where other Standards are noted in the drawings, shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f' c. e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabri- � � � use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does SHOP DRAWING �EVIATIONS: When shop drawings (component design drawings) differ from or add to the re- cators QA procedures provide the necessary basis for material control, inspection, and control of the �� ; not relieve the contractor from compliance with the entire standard. quirements of the structural drawings they shall be designed and stamped by the responsible SSE. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. workmanship expected by the Special Inspector. Q y O T � DEFINITIONS: 7he following definitions cover the meanings of certain terms used in these notes: IIdSF�ECTIONS QUALITY ASSURANCE VERiFICATIONS AND TEST REQUIREMENTS HANDLING, PLACING, CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather con- WELDING: �� o.o L U creting shall conform to ACI 305.1-06 and cold weather concreting shall conform to ACt 306.1-90. 1} Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- m o "ArchitectlEngineer"-The Architect of Record and the Structural Engineer of Record. INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official tion J2. Welders shall be qualified in accordance with WABO requirements. _ � • "Structural �n ineer of Record" SER -The structural en ineer who is licensed to stam &si n the structural in accordance with IBC �10.3. Contraetor shall coordinate all re uired ins ections with the Building Official. CONSTRUCTION JOINTS: Con form to A C I 3 0 1 Sections. 2.2.2.5, 5.2.2.1 an d 5.3.2.6. Cons truc tion join ts s ha l l be loca t- 2 Use 70ksi stren th low-h dro en e electrodes E7018 or E71T as a ro riate fior the rocess selected. o N 9 ( ) 9 P 9 q P ) 9 , Y 9 tYP � ) Pp p P ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and , documen#s for the project. The SER is responsible for the design of the Primary Structural System. 3} Welding of high strength anchor rods is prohibited unless approved by Enginesr. � o SPECIAL INSPECTIONS VERIFICATIONS and TESTS: S ecial Ins ections, Verifications and Testin shall be done in approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland » N"� tn z p p g 4) Welding of headed stud anchors shall be in accordance with AWS D1.1 Chapter 7 "Stud Welding . �^; Z o • "Submit#or review" -Submit to the Architect/Engineer for review prior to fabrication or construction. accordance with IBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein per IBC Sections 1704 and cement grout or roughening the surface is not required unless specifically noted on the drawings. y Q O � "Per Plan"-Indicates references to the structural plans, elevations and structural general notes. 1705, including 1705.11 and 1705.12 for seismic resistance for projects in Seismic Design Categories C; D, E and F as EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- ERECTION: o� S � � applicable. SPECI�ICATIONS: Refer to the project specifications issued as part of the contract documents for information structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- 1) Conform to AISC 360 Section M4"Erection" and AISC 303 Section 7 "Erection". � � � � supplemental to these drawings. SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain a WABO accredited Special Inspec- teetural drawings and caordinate other embedded items. 2) Conform to AISC 360 Chapter N "Quality Control and Quality Assurance" and AISC 303 Section 8. y � tians agency to provide Special Inspections for the project. Special Inspectors shall be qualified persons per IBC a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- � °' 07HER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and lumbin drawin s for additinnal 1704.2.1. GROUT: Use 5000 psi non-shrink grout under column base plates. m ° p g g formed in accordance with these requirements and the Contract Documents. � m� information including but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. - o 0 stairs finishes drains water roofin railin s curbs de ressions mechanical unit locations and other nonstructural STATEMENT OF SPEGIAL INSPECTIONS. S ecial Ins ections and Testin er IBC Sections 1704 and 1705 are re- POST-WSTALLED ANCHORS to C ON CRETE: Anc hor Iocation, type, diame ter an d em be dmen t s ha l l be as in dica te d on » ;�� p g, g , , p , , p p g p 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 "Required Testing , � items� uired for the followin drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed Anchor Adhesives. An- m; q g: as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. � � chors shall be installed and inspected in strict accardance with the applicable ICC-Evaivation Service Report (ESR). W �.o 5) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and STRUC7UiZAL DE7AIL5: The structural drawings are intended to show the general character and extent of the project �'ABRICA�ION SHOP INSPECTION: Where off-site Fabrication of gravity LOAD BEARING MEMBERS &ASSEM- Specia l inspec tion s h a l l b e p e r t h e T E S T S a n d I N S P E C T I O N S s e c t i o n. AISC 303 Section 7.10 and 7.11. m ' and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans BLIES is performed, Special Inspector shall verify that the fabricator complies with IBC 1704.2.5. �" �� . as"typical"wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRENGTH TESTING AND ACC�PTANCE: PROTECTIVE COATING REQUfREMENTS: � ��° � SOILS& FOUNDATION CONSTRUCTION per IBC Section 1705.6 STRUCTURAL RESPONSIBILITIES: The structural en meer SER is res onsible for the stren th and stabilit of . Testinq: Obtain samples and conduct tests in accordance with ACl 301 Section 1.6.3.2. Additiona! samples may be 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless otherwise specified by o m � � 9� � ) � P 9 Y Periodic inspection of soils earthwork per Table 1705.6 is required for: re quired to obtain concrete strengths at alternate intervals than shown below. the project specifications. LL- the primary structure in its comp lete d form. o Footing soil bearing surfaces prior to placing any reinforcing steel ~� o Excavation depth and bearing (ayer prior to placing any reinforcing steel. • Cure 4 cylinders for 28-day test age, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in 2) INTERIOR STEEL: � d- COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming and o Com acted fill material classification. reserve for use as the En ineer directs. After 56 da s, unless notified b the En ineer to the contrar , the re- � � �"� correlating all quantitiss and dimensions; for selecting fabrication processes; for techniques of assembly; and for per- p g y y g Y a. Unless noted otherwise, do not pairrt any of the steel surfaces meeting the following conditions: N ,.� forming work in a safe and secure manner. o Subgrade preparation prior to filling. serve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. . Concealed by the interior building finishes, � � � � Continuous inspection per Table(s) 1705.6 required for. • The number af cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, • Fireproofed, � Q cv MEANS, METHODS and SAF@TY REQUIREMEN7S: The contractor is responsible for the means and methods of o Filling operations to satisfy requirements of IBC Table 1705.6. additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- • Embedded in concrete, z N construction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and o Compacted fill density testing of each lift, proper lift thickness and material classification. ments. • Specially prepared as a "faying surface" for Type-SC "slip-critical" connections including bolted con- � � I Health). nections that form a part of the Seismic Force Resisting System governed by AISC 341 unless the = • � N BRACING/SWORING DESI�N ENGINEER: The contractor shall at his discretion employ an SSE, a registered profes- C�NCRE'TE CONSTRUCTION per IBC Section 1705.3 and Table 17Q5.3 including: Acceptance. Strength is satisfactory when: • coating conforms to requirements of the RCSC Bolt Specification and is approved by the Engineer. � � � d . Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing � � W x sional engineer for the design of any temporary bracing and shoring. . �eriodic inspection required for: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. requirement, if any, are satisfied. w . ,_,_ o Size & placement of all reinforcing steel prior to the pour. (2) No individual test falls befow the s ecified stren th b more than 500 si w � TEMPORARY SH�RING. BRACING: The contractor is responsible for the strength and stability of the structure during P g y p � b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in � o . construction and shall rovide tem ora shorin bracin and other elements re uired to maintain stabili until the struc- o Placement clearances around reinforcing steel at embedded conduit. „ , V P P �Y 9, 9 q tY A test' for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at the project specifications. Field touch-ups to match the finish coat or as otherwise indicated in the project � o ture is com lete. It is the contractor's res onsibili to be familiar with the work re uired in the construction documents o Placing &size of cast-in-place bolts and embedded fabrications prior to the pour. � r- co P P tY q the specified test age. specifications. � .�.� � and the requirements for executing it properly. o Shape, location & dimensions of inembers formed. � •- �, � o Use of the required design concrete mix. 3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either: �'' U � o CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as not- o Maintenance of specified curing temperature and techniques. a. Paint with an exterior multi-coat s stem as er the ro�ect s ecifications. Field touch-u aintin shall be as � �- � � CONCRETE REINFORCEMENT ' Y P P J P P P 9 ed in DESIGN CRITERIA& LOADS below or the capacity of partially completed construction as determined by the Con- o Verification of in-situ concrete strength prior to removal of shores and fiorms from beams and structural per the project specifications. � Q � N tractor's SSE for Bracing/Shoring. slabs. � � REFERENCE STANDARDS: Conform to: CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri- • Continuous inspection required during the: (1) ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Sup- � � cal, or plumbing load imposed onto the structure that differs from, or that is nat documented on the origi�al Contract Doc- o Placing of concrete around cast-in-place bolts and embeds. ports. �, uments architectural / structural I mechanical / electrical or lumbin drawin s . Provide documentation of location, o Sam lin of fresh concrete. (2) ACI SP-66-04"ACI Detailing Manual" including ACI 315-99"Details and Detailing of Concrete Reinforcement." � a� ( P 9 9 ) P 9 tn �� » � � load, size and anchorage of all undocumented loads in excess of 200 pounds. Provide marked-up structural plan indicat- o Determinations of slump, air content and temperature. (3) CRSI MSP-09, 28 Edition, Manual of Standard Practice. o 0 ing locations of any new equipment or loads. Submit plans to the Architect/Engineer for review prior to installation. o Grouting operation of post-installed bolts or rebar dowels. (4) ANSI/AWS D1.4"Structural Welding Code- Reinforcing Steel." � Q � (5) IBC Chapter 19-Concrete. � c� a� NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail draw- (6) ACI 318-14"Building Code Requirements for Structural Concrete." N � ings supplements information in the Structural Genera( Notes. STRUCTURAL STEEL per IBC 1704.2.5.1 (7) ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials° A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections forthe SUBMITTALS: Conform to ACI 301 Section 3.1.1 °Submittals, data and drawings." Submit placing drawings showing ' DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference project shall review and confirm the Fabricator and Erector's Quality Control {QC) procedures for completeness and Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of adequacy relative to AISC 360-10 Chapter N, the AISC 303 Code of Standard Practice, AWS D1.1-2010 Structural fabrication dimensions and locations fnr placement of reinforcement and reinforcement supports. � the Architect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, Welding Code, and 2012 IBC code requirements for the fabricator's scope of work. MATERIALS: the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern.Accordingly, Reinforcing Bars...................................................ASTM A615, Grade 60, deformed bars. any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. o QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification re- Bar Supports ........................................................CRSI MSP-09, Chapter 3"�ar Supports." quirements for Inspection and Nondestructive Testing NDT per AISC 360-10 Section N4. Tie Wire................................................................16 gage or heavier, black annealed. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflict� between the Stud Rails.............................................................ASTM A1044 drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding with the o Verify Fabricator and Erector Quality Control Program per AISC 360-10 Section N2: Headed Defiormed Bars........................................ASTM A970 work. o Visual Welding Inspection of welds by both QC and QA personnel shall be per tables listed in AISC 360 FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual." � Section N5. � ADJACENT UTILITIES: The contractar shall determine the location of all adjacent underground utilities prior to earthwork, foundations, and excavation. o Inspection Tasks for Welding WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. ■ Prior to Welding per AISC 360-10 Table N5.4-1 Welding , AWS D1.4, and provide ASTM A706, grade 60 reinforcement. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted ■ During Welding per AISC 360-10 Table N5.4-2 � � with adequate technical documentation (proper test report, etc.) to the Architect/Engineer for review. Alternate materials ■ After Welding per AISC 360-10 Table N5.4-3 PLACING: Conform to ACI 301, Section 3.3.2"Placement:" Placing tolerances shall conform to ACI 117. that are submitted without adequate technical documentation or that significantly deviate from the design intent of materi- o Inspection Tasks for Bolting per AISC 360-10 Section N5.6 CONCRETE COVER: Conform to the followin cover re uirements unless noted otherwise in the drawin s � als specified may be returned without review. Alternates that require substantial effort to review will not be reviewed un- g a g • less authorized by the Owner. � Prior to Bolting per AISC 360-10 Table N5.6-1.Not required for snug-tight jaints. Concrete cast against earth ............. .........3" During Bolting per AISC 360-10 Table N5.6-2. Not required for snug-tight joints. " Concrete exposed to earth or weather.................2" DESI�N CRIT'EFZIA AND LOADS ■ After Bolting per AISC 360-1 Q Table N5.6-3. o Additional Inspection tasks per A1SC 360-10 Section N5.7 SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refier to "Typical Lap Splice and Development Length Sched- � ule" for typical reinforcement splices. Splices indicated on individual sheets shall control over the schedule. Mechanical � OCCUPANCY: Risk Category of Building psr 2012 IBC Table 1604.5 = IV connections may be used when approved by the SER. . POS7-INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections ' shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated by the FIELD BENDING: Conform to ACI 301 Sectian 3.3.2.8. "Field Bending or Straightening." Bar sizes#3 through#5 may be WIND DESIGN: MAIN WINd FORCE RESISTING SYST�M design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes field bent cold the first time. Other bars require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. � for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST IN- - Ultimate Design Wind Speed, Vu�r (MI'H) 115 STALLED ANCHORS sectian of these notes or as otherwise specified on the drawings. Substitutions require approv- � Ex osure Cate o g al by the SER and require substantiating calculations and current 2012 IBC recognized ICC Evaluation Services (ES) POST-INSTALLIED ANCHORS �INTO CONCRETE AND MASONRY) p g ry Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements � Internal Pressure Coefficient Cpi= ¢l-0.18 required within the applicable ICC Evaluation Services (ES) Report. REFERENCE STANDARDS: Conform to: Topographic Factor Ftzt= 1 A 1) IBC Chapter 19"Concrete" � INSPECTION SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection 2) ACI 318-11 "Building Code Requirements for Structural Concrete" � Wind Analysis procedure used: Directional reports will be required by each special inspection firm per IBC 1704.2.4. Submit copies of all inspection reports to the 3) IBC Chapter 21 "Masonry" ArchitecUEngineer and the Authority Having Jurisdiction for review. 4) ACI 530-111ASCE 5-11/TMS402-11 "Building Code Requirements for Masonry Structures" p/' v/ COMP{�N�NT& CLADDING PRESSURES for DESIGN PSF STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seismic Design POST-INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post-Installed (Ultimate) Category D, E and F or for structures sited where norninal (allowable) wind speed Vasd exceeds 110 mph in accordance anchors types and locations shall be approved by the SER and shall have a current ICC-Evaluation Service Report that with IBC Section 1704.5 and Section 107.3.4. Structural observation site visits will be as follows: during CMU wall open- provides relevant design values necessary to validate the available strength exceeds the required strength. Submit cur- � Wall Cladding, Typical Zone 26 ing strongback installation. Contractor shall notify the SER in a timely manner to allow scheduled Observatians rent manufacturer's data and ICC ESR report to SER for approval regardless of whether or not it is a pre-approved an- Wall Cladding, Edge Zone within 10 feet of corners 32 to occur. Field (Observation} Reports will be distributed to the Architect, the Contractor, Special Inspector and the Au- chor. Anchors shall be installed in strict accordance to ICC-ESR and manufacturer's instructions. No reinforcing bars � thority Having Jurisdiction, shall be damaged during installation of post-installed anchors. Special inspection shall be per the 7ESTS and INSPEC- Roof Cladding, Middle Zone 24 TIONS section. Anchor type, diameter and embedment shall be as indicatec}on drawings. � COIVTRACTOR RESPONSIBILITY: Prior to issuance of the building permit,#he Contractor is required to provide the Au- ' Roof Cladding, Edge Zone within 10 feet of edge 40 thority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the 1. ADHESIVE ANCHORS: The following Adhesive-type anchoring systems have been used in the design and � Roof Cladding, Corner Zone within 10 feet of corners 65 above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Contractor is referred shall be used for anchorage to CONCRETE and MAS�NRY, as applicable and in accordance with carre- to IBC Sections 1705.11.5 and 1705.11.6 for architectural and MER building systems that may be subject to additional sponding current ICC ESR report: Drilled-in anchor embedment lengths shall be as shown on drawings, or inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage not less than 7 times the anchor nominal diameter(7D). of HVAC ductwork cantaining hazardous materials, piping systerns and mechanical units containing flammable, combus- a. HILTI "HIT-HY 200 SAFESET" - ICC ESR-3187 for anchorage to CONCRE7E with embedment SEISMIC Seismic Design Category: SDC = D tible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and sus- depth less than or equal to 20 bar diameters DESIGN: pended ceiling systems. Basic Structural System Bearing Wall b. HILTI "HIT-RE 500 SD"-ICC ESR-2322 for anchorage to CONCRETE with any embedment depth PREFA�RICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. c. HILTI "HIT-HY 70°-ICC ESR-2682-for anchorage to MASONRY Only 5eismic Force Resisting System Special R�inf CMU � � � � � � � � �o � Shear Walls 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approved for anchorage to CON- 818 St2W81�St�22t, SUIte 1000 Response Modification Factor: R= 5 CAST-IN-PL.ACE CONCRETE CRETE or MASONRY in accordance with corresponding current ICC ESR report: Seattl2, Washington 98101 System Over strength Factor Omega= 2.5 REFERENCE STANDARDS: Conform to: a. HILTI "KWIK BOL7 TZ"-ICC ESR-'1917 for CONCRETE Only P:(206)332-1900 www.dci-engineers.com b. HILTI "KWIK BOL'f 3-ICC ESR-1385 fior anchora @ t0 MASONRY OtII C 1 V I L / STRIJ CTIJ RAL Deflection Arnplification Factor Cd= 3.5 (1) ACI 301-10°Specifications for Structural Concrete" g y �OCopyright 08/2016 D'Amato Conversano Inc. All Rights Reserved (2) IBC Chapter 19 ��Conerete� This document,ond the ideos and designs may not be reused,in whole or Site Classification per IBC 1613.3.2 &ASCE 7-10, Ch. 20 (3) ACI 318-11l318R-11 "Building Code Requirements for Structur�l Concrete" STRUCTURAL STEEL �n part,without wntten permission from D�Amato Conversano��. S�t�. C'��s � D D'Amato Comersano Inc.disclai s any responsibility for its unauihorized use. (4) ACI 117-10"Specification�for Toleranc�s fer Concrete Construction and Mat�rials" Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le = 1.5 REFERENCE STANDARDS: Conform to: FIELD REFERENCE: The contractor shall keep a_copy of ACI Field Reference manual, SP-15, "Standard Specifications 1) IBC Chapter 22 -"SteeP' Spectral Response Acceleration (Short Period} SS= 1.282 for Structural ConCrete(ACI 301}with Selected ACI and ASTM References." 2) ANSI/AISC 303-10-"Code of Standard Practice for Steel Buildings& Bridges" Spectral Response Acceleration (1-Second Period) S� = 0.487 „ 3) AISC-"Manual of Steel Construction", Fourteenth Edition (2010) ��0 ��f CONCRETE MIXTURES: Conform tn AEI 301 �ection 4 "Concrete Mixtures and IBC Section 1904.2. 4) ANSI/AISC 36Q-10-"Specification for Structural Steel Buildings" �'ti� �l� Spectral Design Response Coefficient(Short Period) Sps= 0.�55 g 5} AWS D1.1:201Q-"Structural Welding Code-SteeP' ��'� �, �� Spectral Design Response Coefficient(1-Second Period)So,= 0.491 g in�wa elAa d admixtures.ACl 301 Section 4.2.1 Materials for requirements for cementitious materials, aggregates, mix- W s��k��' F N a z 9 SUBMITTALS: Submit the following documents to the SER for review: w �� Seismic response coefficient(s) Cs= 0.257 '7'�0� �� SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. � � �� , Seismic Analysis procedure used: �quivalent Lateral below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 5.3. (2) ERECTION DRAWINGS complying AISC 360 Sections M1and N3 and AISC 303 Section 4. - `� �� Force{ELF) 0 TABLE OF MIX DESI�N REQWREMENTS Make copies of the following documents "Available upon Request"to the S�R or Owner's lnspection Rgency in electronic � � Flat Roof Snow Load, (PSF) p f= or printed form prior to fabrication per AISC 360 Section N32 requirements: SNOW LOAD: � 25 �2� Member Strength Test Age Maximum Exposure Max Air Con- Notes � Type/Location fc(psi) (days) Aggregate Class W/C tent (1 to 8 Typical (1) Fabricator's written Quality Control Manual that includes, as a minimum: �oe. r,o. Snow Drift Loading required by Authority Having Jurisdiction. No Ratio UNO} a. Material Control Procedures Snow Load Importance Factor I S= 1.0 (3) „ _ _ _ _ b. Inspection Procedures Footings 4000 28 1 c. Non-conformance Procedures DATE Ground Snow Load, (PSF) p g= 20 (2) Steel &Anchor Rod suppliers' Material Test Reports (MTR's) indicating the compliance with specifications. �� � Exterior Slabs on Grade 3000 28 1" - 0.45 5% (3) Fastener manufacturer's Certification documenting conformance with the specification. Snow Exposure Factar C 8= B (4) Filler metal manufacturer's product data for SMAW, FCAW and GMAW indicating: Hc SIC�@WaIICS DRAWN BY Thermal Factor C t = 1.0 a. Product specification compliance b. Recommended welding parameters � tnterior Slabs on Grade 300Q 28 1" - 0.5 - - c. Recommended storage and exposure requirements including baking 1} Snow Load is un-reducible and includes 5 psf rain-on-snow surcharge where ground snow load is greater than d. Limitations of use cHECKEo BY zero and 20 psf or less per ASCE 7-10 Section 7.10. (5) Weld Procedure Specifications (WRS's)for shop and field welding. 2) Snow Load based on WABOlSEAW White Paper in Low-Lying Puget Sound Basin,ASCE Fig 7-1. (6) Manufacturer's Certificates of Conformance for electrodes, fluxes and gases (welding consumables). � 3) Snow Load Importance Factar per ASCE 7-10 Table 1.5-2. (7) Procedure Qualification Records(PQR'sl for WPS's that are not prequalified in accordance with AWS. Table of Mix Design Requirements Notes: (8) Welding,personnel Performance Qualification Ftecords �1NPQR) and continuity records conforming to AV1fS standards and WABO standards as applicable for Washington State projects DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cernentitious materials. Maxi- sHE�r T�T�E LOADS PSF UNO mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements ( ) MATERIALS: given in ACI 318 Section 4.3. Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 including, but not Roof Dead Load, Total 20PS� limited to: (2) Cementitious Materials: Wide Flange (W), Tee(WT)Shapes....................ASTM A992, Fy= 50 ksi STRl.1CTURAL ' a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 4.3.1 and 4.4.2. Channel (C) &Angle (L) Shapes..........................ASTM A36, Fy = 36 ksi GENERAL NOTES Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and approved other- Structural Plate(PL).............................................ASTM A36, Fy = 36 ksi wise by SER. Hollow Structural Section -Square/Rect(HSS)..ASTM A500, Grade B, Fy=46 ksi SUBMITTALS b. For concrete used in elevated flaors, minimum cementitious-materials content shall conform to ACI 301 Ta- Heavy Hex Nuts ...................................................ASTM A563, Grade and Finish per RCSC Table 2.1 ' ble 4.2.2.1. Acceptance of lawer cement content is contingent on providing supporting data to the SER for Washers (Hardened Flat or Beveled)...................ASTM F436, Grade and Finish per RCSC Table 2.1 review and acceptance. Anchor Rods Anchor Bolts, typical ASTM F1554, Gr. 36 SUBMIT FOR REVIEW: SU�MITTALS of shop drawings, and product data are required for items noted in the individual � ( ) •��•�� . materials sections and for bidder designed elements. c. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 3.2.1. SUBMlTrAL REVI�W PERiOD: Submittals shall be made in time to provide a minirnum of TWO WEEKS or 10 Wlt�RK- (3) Air Content: Conform to ACI 318 Section 4.4.1. Minimum standards for exposure class are noted in the table. tf sHE�r r,o. ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1%%. Air cont�nt shall be measured at point of placement. (4) Aggregates�hall conform to aSTM C33. . � � ■ �