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<br /> COPYRIGHT' NOCE
<br /> THIS DOCUMENT AND THE INFORMATION
<br /> STRUCTURAL - GENERAL NOTES DESIGN CRITERIA AND LOADS
<br /> (1) Top rail shall be designed to resist 50 PLF line load or 200 lb point load applied in any direction at any point. GEOTECHN1CAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub-grades and pre-
<br /> pared soil bearing surfaces, prior to placement of foundation reinforcing steel and conerete. Geotechnical Engi- HEREIN RELATING TO THE PROJECT ARE
<br /> AN INSTRUMENT OF SERVICE AND THE
<br /> ! COPYRIGHTED PROPERTY OF BOTESCH, ,
<br /> Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to withstand a neers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation' Bear- NASH AND HALL ARCHITECTS, P.S. NO
<br /> OCCUPANCY: Risk Category of Building per 2015 IBC Table 1604.5 = II horizontally applied normal load of 50 Lt3 on an area not to exceed 1 ft square. These three toads are to be ing Pressure(s)" shown below. Assumed values shall be field verified by the Building Official or the Geotechnical • PART HEREOF SHALL. BE COPIED,
<br /> T DUPLICATED, DISTRIBUTED, DISCLOSED OR
<br /> considered separately with worst case used for design. Engineer prior to placing concrete.
<br /> GENERAL REQUIREMENTS (2) Place 300 lb concentrated load over 2's2" area at any point to produce maximum stress. Area load and con'- MADE AVAILABLE TO OTHERS OR USED TO
<br /> : ANY EXTENT WHATSOEVER, EXCEPT AS
<br /> ce.ntrated load are to be considered separately with worst case used for design. t2E ,Ig_j\I SOIL VALUES: ii EXPRESSLY AUTHORIZED IN WRITING BY
<br /> OOTESCH, NASH AND HALL ARCHITECTS,
<br /> GOVERNING CODE: The design are1 censtruction of this project is. governed by the "International Building WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM (3) Need not apply concurrentlyiNith other handrail and guardrail loads; applied over riot more than 1 square foot. Allowable Foundation Bearing Pressure 2000 PSF P,S,
<br /> Code (IBC)", 2015 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Everett, WA '
<br /> understood to be the Authority Having Jurisdiction (AHJ)i Ultimate Design Wind Speed, Vitt r(MPH) 115 FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted struc- ress
<br /> DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS & FOOTNOTES tural fill. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise sped- .
<br /> Exposure Category B LOADS ,LPSR.Q.N.Q fled by17:r i
<br /> REFERENCE STANDARDS: Refer to Chapter 35 of 2015 IBC, Where other Standards are noted in the draw- a geotechnical engineer and/or the building official,
<br /> ings, use the latest edition of the standard unless a specific date is indicated, Reference to a specific section in a Internal Pressure Coefficient Cpi = +/-0.18 Roof Dead LOad, Total 15 PSF
<br /> code does not relieve the contractor from complianee with the entire standard. FOOTING DERTtl: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in
<br /> Topographic Factor Kzt= 1.0 the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans.
<br /> -- -
<br /> DEFINITIONS: The following definitions cover the mearsings of certain terms used in these notes: Wind Analysis procedure used: Directional Floor Dead Load, Total 15 PSF .
<br /> • ------ SLABS-ON-GRADE: All slabs-on-grade shail bear on compacted structural fill or c,ompetent native soil per the ge-
<br /> "Architect/Engineer"-The Architect of Record anti the Structural Engineer of Record. °technical report. All moisture sensitive slabs-on-grade or those subject to receive moisture sensitive coatings/
<br /> „. . .
<br /> covering shall be provided with an appropriate capillary break and vapor barrier/retardant over tho subgrade pre- cid ei
<br /> • 0
<br /> • "Structural Engineer of Record' (SER) - The structural engineer who is licensed to stamp & sign the pared and installed as noted in the geotechnical report, barrier manufacturer's written recommendations and coor- r rf, E 4 ,
<br /> structural documents for the project. The SER is responsible for the design of the Primary Strueturel Sys- WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) dinated with the finishes specified by the Architect. 3 -_->
<br /> tern. SUBMITTALS
<br /> • "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or constroetien.
<br /> SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individu- CAST-IN-PLACE CONCRETE
<br /> • "Per Plan"- Indicates references to the struutirral plaits, eleikitions and ;structural general notes. _tee
<br /> al materials sections and for bidder designed elements.
<br /> • "Seismic Force Resisting System (SERS)" - A recognized structural system of components (beams, . .- REFERENCE STANDARDS: Conform to:
<br /> (1) ACI 30'1-10"Specifications for Structural Concrete" i
<br /> braces, drags, atruts, collectors, diaphragms, columns, walla, etc)of the primary structure that ar-n. specially . SUBMITTAL REVIEW PERIOD: Submittale shall be made in time to provide a minimum of TWO WEEKS or 10 WORK-
<br /> „ i . . ' (2) IBC Chapter 19 "Concrete" e-- .„-tee 1
<br /> designed and proportioned to resist earthquake-induced ground motions and maintain stability of the etruce „ 3 2 3 INC DAYS fur review by Inc Architect/Engineer prior to the onset of fabrication. ‹ ea. I
<br /> .. ,,,„ - '•.,‘, ,• (3) ACI 318-'14"Building Code Requirements for Structural Concrete" :s a
<br /> ture. Fabrication and installation of components designated as part of the SFRS require the general con- ,
<br /> tractor, subcontractor, or supplier who is responsible for any portion of SFRS fabrication or instiallation to ,,,, . „
<br /> , „ _ i- 3i el . _ (4) ACI 117-10"Specifications for Tolerances for Concrete Construction end Materials" ,
<br /> i,..„;33ii GENERAL CONTRACTOR'S PRIOR RW,Igky: Prior to submission to tile Architeci/Engineer, the Contractor shall review
<br /> -.. „
<br /> .
<br /> neomply with special requirements (including, but not limited to, material control, compliance certifications, ' ' . the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be
<br /> a - ., i FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, 'Standard Specifi-
<br /> personnel quelifidations, documentation, reporting requirements, etc) and to provide the required Quality ..e ,„„--- • i verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the moms
<br /> Control including the required coordination of Special Inspections (Quality Assurance. - QA). Special pro- a-i. ' . ' 5 I i
<br /> : Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. cations for Structural Concrete (ACI 301) with Selected ACI and ASTM References.'
<br /> gai
<br /> visions apply to any member designated a.s part of the SERS. Refer to plans, eleve.tions, details, Deeign .. . .
<br /> , SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC Section 1904.1. ter re)
<br /> Criteria and Symbols and Legends for applicable members and connections. . ' i
<br /> , • 00 -e-•
<br /> . :
<br /> general conformance with the design concept and the contract documents of the building and will stamp the sun- ed 0--) 1
<br /> • ''Specialty Structural Engineer" (SSE) - Al rofeesionra et kijineer (PE or SE), licensed in tile State where .
<br /> : , ., i i ,
<br /> .
<br /> MATERIALS: Conform to AC1 301 Section 4.2.1 "Materials' fur requirements for cementitioue materials, aggre- se tar
<br /> i <°4-tt3 -6-ii' , a mittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with
<br /> the project is located, (typically riot. the SER), who perforine specialty structural engineering se.rvices tor :
<br /> .- .
<br /> 1 vi
<br /> . 7
<br /> gates, mixing water and admixtures.
<br /> the project plans and specifications, nor departures there from. The SER will return submittals in the form they are ed
<br /> ee.lected specialty-engineered elements identified in the. Contract Decuments. arid who ha is experience .. :
<br /> :
<br /> ..,i,
<br /> e- I submitted in (either hard copy or electronic). For hard copy submittals, the contractor is responsible for submitting iti 0: ---_,'n, ,
<br /> and training in the Specialty. DocUMOnts 3tamped and Ailed by the Sf3E shall be completed by or under ,. ,
<br /> r.i 5 . ,
<br /> . • ' _ ._ SUBMITTALS: Provide all submittals required by AC1 301 Section 4.1.2. Submit mix designs for each mix in the
<br /> ., ; the required number of copies to the SER for review,
<br /> the direct supervision of the SSE. ,- . , „ • table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section
<br /> . ,...-: coe ire x
<br /> i , 7 t, 2 . .6A31 (b (3)
<br /> ).
<br /> ,i -
<br /> 4 "Bidder-designed" - Compouents of the structure that reqtrire the general contetictor, -subcontractor, or - r. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the re-
<br /> sidi,.46 Li_
<br /> supplier 'AO is responsible for the design), lubrication and installation of specialty-engineered elements . quirements of the structural drawings they shall be designed and stamped by the responsible SSE.
<br /> TABLE OF MIX DESIGN REQUIREMENTS 0 ep *
<br /> identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidderideeigned" ele- ' 3 ' 3
<br /> fe 7,6--, c) .
<br /> ‘\‘%, ...,4 ,,-.
<br /> men Shall be stamped and signed by the SSE. DEFERRED SUBMITTALS _ .
<br /> slime e i 00 .
<br /> Member Strength Test Age Nominal Exposure Max Air Con- Notes co rz: 9) c) ,
<br /> BIDDER-DESIGNED ELEMENTS Type/Location lc(psi) (days) Maximum Class MC tent (1 to 8 Typical a)
<br /> SPECIFICATIONS: Refer to the project 5po,cfications iseued as pi-iirt of the contract documcinte for information i:ii;OMETF;',IC VIEW P LAN VI EV,/ „„. _. ., u--)
<br /> „„„„„„........„„....„.„..._„...„....._..........„..„. Submit Bidder Designed deferred submittals to the Architect and SER for review. The deferred submittals shall Aggregate Ratio LINO) ea
<br /> supplemental to these drawings. _____ _so_ _
<br /> also be submitted to the city for approval, if required by the city.
<br /> Exterior Slabs on Grade
<br /> 3000 28 1,, - 0A5 5% IUIii. ter
<br /> OTHER DRAWINGS: Refer to the, arehiteetural, flier:hal-lice], elect:Meal, civil and plumbing dratitvings for additional & Sidewalks
<br /> Design of prefabricated, "bidder designed", manufactured, pre-engineered, or other fabricated products shall corn- _ . . i ' i iiiligiligiiii=i- 3 .
<br /> information including i'llit not limited to: dimension's, elevations, elopee, door and window openings, non-bearing
<br /> EFFECTIVE WIND AREA(SQ. FT) ply with the following regirirements: Interior Slain on Grade 3000 28 i„
<br /> - 0.50 .
<br /> walla, stairs, finishes, drains, ivaterproofing, railings, mechanical unit loeations, anr,1 other nonstructural items.
<br /> 1) Desiun considers tributary dead, live, wind and e.arthquake load e in combinatione required by 1BC. •
<br /> a :7- XXi-XX" 10 20 50 100 500 2) Design within the Deflection Limits noted herein and as specified or referenced in the IBC. Exterior Building Walls 4000 28 1„
<br /> 0.45 5% " iiiiititnigts iii, rat
<br /> STRUCTURAL DETAILS: The structural drawinge are intended to show the genera! character and extent of the .
<br /> project and are nut interrted to 3hOW ail details of thin-' work Use entire denali sheets and specitie details referenced ZONE 1 .21.7 21.1 20.3 19.7 - 3) Design shall conform to the specifications and reference standards of tho governing code, Stem Wails & Curbs 4000 28 .1 Fr . * ..
<br /> 4) Submittal shall include:
<br /> in the piE1113 i 'typiCal" V./Iel-ever they apply i Sindlarly, use details on entire sheets with "typical"iii the name i ZONE 2 37.8 34,8 30.8 27.8 - a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance.
<br /> wherever they apply.
<br /> ZONE 3 55.9 52.2 47A 43.8 - b. Engineered component design drawings are prepared, stamped and signed by the SSE. Table of Mix Design Requirements Notes:
<br /> c. Product data, technical information and manufacturer's written requirements and Agency ap- .
<br /> STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of (1) WIC Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials.ZONE 4 25.7 24.6 23.2 22.2 191 provals EIS applicable.
<br /> the primary structure in its completed form.
<br /> d. SSE may submit to the ArchitectlEngineer, a request to utilize relevant alternate design criteria Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability re- ,
<br /> ZONE 5 31.7 29.6 26.8 24.6 19.7
<br /> of similar nature and generally equivalency which is recognized by the Code and acceptable to quirernents given in ACI 318 Section 19.3.
<br /> COORDINATION: The Contractor is responsible tor coordinating details and accuracy of the work; for confirming and
<br /> the Authority Having Jurisdiction. Submit adequate documentation of design.
<br /> correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for
<br /> 1) Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with Ii > (2) Cementitious Materials:
<br /> performing work in a safe and secure manner. - a. Inc use of fly ash, ether pozzolans, silica fume, or slay entail conform to ACI 318 Sections '19,3.2 and
<br /> 60 ft. DEFLECTION VERTICAL LIMIT
<br /> 2) bum on i,_-trid Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs 0 < 10 deg. 26A.2i2. Maximum amount of II" ash ehall be 25''r•i) Of total cementitious content unless reviewed and
<br /> EXISTING CONDITIONS: information shown on the di awinge 1-elated to exietine conditions represent the present
<br /> 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be treated as Zone LIMITS FOR Roof Members, Det,:id I- Iiive or Snow or Wind, L /240, when approved otherwise by SER.
<br /> knowledge, but without guarantee of accuracy. Report conditions that conflict with contract documents to the er- e SSE/ BIDDER Total Load (TL) Deflection (L is span length,inohes) b. For concrete used in elevated floors, minimum cementitious-materials content s.hall conform to AC1
<br /> eititect or SEOR. Do not rtleviate from the contract documents without written direction from the architect iridium _.
<br /> 4) All Parapet Components and Cladding Wind Pressures shall be determined through ASCE 7-10 Figure 30.7 301 Table 4.2.2.1. Acceptance of lower c(me.nt content is contingent on providing supporting data to
<br /> SEOR. All existing dimensions and information shall be field verified prior to febrication as required to coordinate DESIGNED Roof, Live or Snow or Wind Load (RLL) L/360 the SER for review and acceptance.
<br /> with oew construetion.
<br /> ELEMENTS: now-Members, Total Load (TL) uno L/240 e. Cementitioue materials shall conform to the relevant ASI"M Standarth listed in ACI 318 Section
<br /> 26A.1.1.1(a).
<br /> I NEW CONSTRUCTION: The contraotor shall remove all interfering items for now construction and shall repair or SEISMIC Seismic Design Category: SDC = D Floor Live Load (LL) uno L/360
<br /> replace all removed items to match the existing conditions in accordance with the architectural drawings. New con- .
<br /> DESIGN: (3) Air Content: Conform to ACI 318 Section 19,3.3.1. Minimum standards for exposure class are noted in the
<br /> struction elements shall be designittid and installed per eurrent International Building Code 2015, ilereafter referred Wood Floor Joist Total Load (TL) L/480 table. If fre.ezing and thawing class is not noted, air content given is that required by the SER. Tolerance i3
<br /> to as IBC as allowed by IEBC. Basic Structural System Bearing Wall .
<br /> 3-1-1A%. Air content shall be measured at point of placement. •
<br /> Members Supporting Masonry L / 1200 or
<br /> ,
<br /> MEANS, METHODS and SAFETY REQUIREMENTS: The contraetor is resporteible for the means and methoda of Seismic Force Resisting System ;Wight-Framed Stud ‘, 114"rnax masonry DL only
<br /> (4) Aggregates shall conform to ASTM C:33.
<br /> construction and all job related safety standards such as 051-IA end DOSH (Department of Occupational Safety Walls wi Sheathing ')
<br /> and Health). The contractor is responsible for means and methods oi construction related to the intermediate stare- i
<br /> Response Modification Factor: R = ..6.5 (1) Wind Load is reducible to 0.42 timee the Component and Cladding Loads per Table 1604,3 footnote f, (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump ehall be determined at point of placement. ...I tiLl C:;)
<br /> tural conditions (i.e. movement of the structure due to moisture and thermal effects: construction' sequence: tempo- , 4C CO 02,44NI
<br /> nary bracing, etc). System Over Strength Factor Omega = 71\
<br /> GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE compo- (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1.
<br /> '
<br /> Deflection Amplification Factor Cd = A i nent drawings, the SER will review the submittal for general conformance with the design of the building and will
<br /> BRAC1NG/SHORING UESIGN ENGINEER: The contractor shall at hi5 discretion employ an SSE, a registered profession- ,
<br /> stamp the submittal ac,cordinglyi Review of the „Specialty Structural Engineer's (SSE) shop drawings (component (7) Non- chloride accelerator: Non-ehloride 'accelerating admixture may be used in concrete placed at ambient
<br /> Psi engineer ler the design of any temporary bracing and shoring. Site Classification per iBC 1613.3.2 &ASCE 7-10, Ch. 20 design drawings) is for complialete with de,eign criteria and compatibility with the design of the primary structure temperaturee below 501: at the contractor's option. 4C .40> 41Ig Site Class = 0 and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary
<br /> TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure produets shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calcula- (8) ACI 318, Section 19.3,1.1 expoeure classes shall be assumed to be FO, SO, WO, and CO unless different
<br /> Seiitanic Importance Factor per ASCE 7-10 Table 1,5-21.25
<br /> during conslruction and shall provide temporary snoring, bracing and other elements required to maintain stability tions. These elements include but are not limited to: exposure classes are listed in the Table of Mix Design Requirements that modify these base requirements,
<br /> until the structure is complete. It is the contractor's reeponsibility to be familiar with the work required in the con- Spectral Response Acceleration (Short Period) Ss= 1,414 g >m I
<br /> struction documents and the requirements for eritecuting it preperly. -
<br /> Spectral Response Acceleration] (1-Second Period) Si = 0.643 g a Steel Stairs FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of
<br /> • Handrails, Guardrails and Balcony Rail Anchorages Forms eh all conform to Section 2.3,2 except strength indicated in Section 2.3,2,5 shall be 0.75 1 c.
<br /> CONSTRUCTION LOADS: Loads on the structure donne construction snail not exceed the deeign loads ae noted Spectral Design Response Coefficient(Short Period) sus= 0,943 g a Exterior Cladding Systems: Curtain Wall Systems, Pre-engineered Panels 11441 ILI
<br /> in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the MEASURING, MIXING, AND DELIVERY: Conform to AGI 301 Section 4.3.
<br /> Contractor's SSE for Bracing/Shoring. Spectral Design Response Coefficient (1-Second Period) SEN= 0.543 g • Roof Mounted Components: Skylights, hatches Nt, ix
<br /> • Mechanical, Electrical, Plumbing .ic Sprinkler Hanger Plans
<br /> CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, Seismic response coefficient(e) Cs = 0.34 a Temporary Shoring Systems HANDLING. PLACING. CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather
<br /> concreting shall conform to ACI 305R-10 and cold weather concreting shall conform to AC1 306R-10. ILO >
<br /> electrical, or plumbing load imposed onto the structure that differs frOfn, or that is not documented on the Of igirral Redundancy Factor (North/South Direction) N/S rho= 1.0 • Solid Web Wood Joists
<br /> Contract Documents (arehiteetenal I structural / mechanical 1 elec trio al or p;urnbing drawirty3) Provide documenta- CO CO ILI
<br /> tion of location, load, eizu end anchorage of all undocumented loads in excess of 200 pounds_ Provide marked-up Redundancy Factor(East/West Direction) ERN rho= 1,0 INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2i2.2i5, 5.2.2i1 and 5.3.2.6. Construction joints shall be
<br /> located and detailed as on the construction drawings. Submit alternate locations per AC1 301 Section 5.1.2.3a for
<br /> structural plan indicating locations of any new equipment or loads. Submit plans to the ArchitoratlEngineer for re-
<br /> Design Base Shear(North/South Direction) (KIPS) ),68 /\ review arid approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface
<br /> view prior to installation. . A 1
<br /> Design Base Shear(East/West Direction) 1
<br /> (KIPS) i„68 , INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building retardant, portland cement grout or roughening the surface is not required unless specifically noted on the draw
<br /> . Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. ings.
<br /> NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail draw-
<br /> Base shear governed by: seismic
<br /> ings suppler[lents infurniation in the Structural General Notes.
<br /> SPECIAL INSPECTIONS, VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be EMBEDDED ITEMS: Position and secure in place expansion joint materiat, anchors and other structural end non-
<br /> Seismic Analysis procedure used: Equivalent Lateral done in accordance with IBC Chapter 17, the STATEMENf I- AND SCHEDULES OF SPECIAL INSPEC1HONS structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and
<br /> DISCREPANCIES: In case of discrepancies between the General Notes, Specineations, Plans/Details or Refer- Force (ELF) listed in these drawings. architectural drawings and coordinate other embedded items.
<br /> once Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the
<br /> attention of the Architect/Engineer before proceeding with the work. Should any diecrepancy bo found in the Con-
<br /> STRUCTURAL OBSERVATION: per IBC Section 1704.6 GROUT: Use 5000 psi non-shrink grout under column base plates.
<br /> tract Documents, the Contractor will be deemed to have included in the price the most expensive way of complet-
<br /> it al the work, Ur'less prior lo the submienion of the priee, the, Contractor asks for a def.,:i'Sioh frorn the. Architect as to
<br /> SN,OW,LOAD- (1) Flat Roof Snow Load, (PSF) P t i'-- 25 (2) Stwctural Observation is the visual observation of the structural system by a registered design professional for POST-INSTALLED ANCHC.)W,3 to CONCRETE; Anchor location, type, diameter and embedment shell be as indi-
<br /> which ;shall govern, Autiordintily, arly conflict in or bet,.quen the Contract Documents shall not be a basis for adjust-
<br /> general conformance to the approved Uoirstruction tiocurrients. It is not always required on t a project, does riot in cated on drawings. Reference the POST INSTALLED ANCHORS 3ection for applicable Post-Installed Anchor Ad
<br /> rnent in the Contract Price, Snow Drift Loading required by Authority Having Jurisdiction? No elude or waive the responsibility for ihe special inspection's and tests required by a Special Inspector per IBC hesives. Anchors shall be installed arid inspected in striet aecordance with the applicable ICC-Evaluation Sei vice ._'••L''''-''''' =35l"-:1CC:ljjZa.i°1CC1C,',' ' -,- .-:.''' ''- ','--,''.'',LU:CX:i-t'''_'-.'''',I6.'.-,.'-,',''i''''-i''-.-'..''i-':''''''''i'''':''':''.
<br /> , : „JOB NUMBER
<br /> SITE VERIFICATION: The contractor shall verily all dimension and conditions at the site. Conflicts between the Snow Load Importance Factor I, ..-: to (3) Chapter 17, is riot continuoue, arid does not certify conformance with the approved construction) documents. Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. .
<br /> 'Tp-',C •!-41-1•;;-:q, !
<br /> -drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before proceeding •
<br /> with the work. Ground Snow Load, (PSI) p u.= 20 Structural Observation for this project is required per IBC, Section 1704.6. Contractor shall notify the SER in a time- STRENGTH TESTING' AND ACCEPTANCE: , DATE .
<br /> ly manner to allow required 5tructural Observations to occur. Reports will be distributed to the Architect, the Con-
<br /> ADJACENT UTILITIES,: The contractor shall determine the location of all adjacent underground utilities prior to Snow Exposure Factor C „ = B tractor, Special Inspector and the Authority Having Jurisdiction. Testing: Obtain samples and conduct tests in accordance with AC1 301 Section 1.6.3,2. Additional samples •
<br /> - •
<br /> may be required to obtain concrete strengths at alternate intervals than shown below. DRAWN BY .
<br /> earthwork, fotindatiehs, 4)orilly, and excavation.
<br /> Thermal Factor C , -= 1.0 The frequency and extent of observations is at the discretion of the structural observer. Only significant etages of
<br /> * Cure 4 cylinders for 28-day test age; test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cyl- .
<br /> construction identified by the Structural Observer require observation. For repetitive or sirnilar structural elements i CHECKED BY
<br /> ALTERNATES: Alter products of similar streni,:ith, nature and form for t;pecified items may be submitted with inder in reeerve fur uee aa the Engineer direets. After 5'6 days, unless notified by the Engineer to the
<br /> identified as significant, only the first ele.ment of a stage requires observation unless noted otherwise. The follow- CD i
<br /> . adequate technic:nal documentation (proper test re,port, etre) to the ArchitectlEngineer for review, Alternate rnateri- 1) Snow Load is un-reducible and includes 5 psf rain-on-snow surcharge where ground snow load is greater contrary, the. reserve cylinder may be discarded without being tested for epecimens meeting 26-day .
<br /> ing significant stages of construction require observation: during Medi and shear wall construction, during
<br /> als that are submitted without adequate technical documentation or that significantly deviate from the design intent than zero and 20 psf or less per ASCE 7-10 Section 7.10. strength requirements.of
<br /> framing, and after roof diaphragm is complete prior to roofing.materials specified may be returned without review. Alternates that require alh3tantial effOrt to review will not 2) Snow Load based on WABO/SEAW White Paper in Low-Lying Puget Sound Basin, ASCE Fig 7.1.
<br /> , sHEET TITLE .
<br /> be reviewed unless authorized by the Owner. 3) Snow Load Importance Factor per ASCE 7-10 Table 1.5-2. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 3 in cylinders are to be ' . .
<br /> CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design
<br /> the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated requirements. .
<br /> with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Con- EITRUC ',,_ ..;..,
<br /> DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT- tractor is referred to IBC Sections 1705.12,5 and '1705.12i6 for architectural and MEP building systems that may
<br /> LOADS (PSF) UNO NOTES (6) be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRI- Acceptance. Strength is satisfactory when: tiilii0.i.Nii;i4 .__Aiiii,
<br /> TERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical NO7?i,-V4.,
<br /> Handrails & Pedestrian Guardrails 50 PLF or (1) (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength.
<br /> units containing flammable, combustible or highly toxic materials, electrical equipment used for emergency or
<br /> 200 LB standby power, exterior well panels and suspended ceiling systems. (2) No individual test falls below the specified strength by more than 500 psi.
<br /> Stairs & Exits 100 PSF or Stair treads per note A"test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders test- • , •
<br /> 300 LB (2) SOILS AND FOUNDATIONS ed at the specified test ago. .,..,_,_.,.„,.„..„...,........,...,,,,..,._,, .
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<br /> Lobbies 100 2000 lbs
<br /> CONCRETE PLACEMENT TOLERANCE Conform to ACI 117-10 for concrete placement tolerance.' r\ ' .,.. SHEET NUMBER
<br /> .BKEE„RE N Cg §,I8P1 A D,q: Conform to IBC. Chapter 18"Soils and Foundations." • . •
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<br /> . i ) i .e, . . i st .„. . , •
<br /> Fixed-seat Theatre/Church 60
<br /> 150 CONTRACTOR'S RESPONSIBILFFIES: Contractor shall be responsible to review the Geotechnical Report and i i I
<br /> Stage Floors t t . f% .r,
<br /> shall follow the recommend epecified therein including, but not limited to, 3Lbgracie preparations, pile ins•tal- l % ', if A' L
<br /> ii
<br /> Platforms (Assembly) 100 lotion procedures, ground water management and eteep slope Best ManagementJ L Practice's
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