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6310 188th St Ne_BLD2579_2026
r C 238 N� Fy OF A • TON OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 Address:6310 188th Street NE BUILDING PERMIT Parcel#:31052200100400 OWNER Permit#:2579 Name:WHEELER TED&EWA APPLICANT Valuation�HCI ' 760.00 Address:PO BOX 912 Name:HCI Steel Buildin COCTOR City,State Zi Address:17833 59th Ave NE Ste C Nameel Buildings P:MUKILTEO,WA 98275 Phone: City,State Zip:.Arlington,WA y8M3 Address: 17833 59th Avenue NE,#C Phone:206-383-0665 City State Zip:Arlington,WA 98223 MECFLANIC�, CON Phone:360-403-4900 TRACTOR L[C:HCISTSB364DE EXP.-03/05/2020 Name: : PLUMBING CONT Address: RACTOR City,State,Zip: Name:TBD Phone: Address: LIC#: City,State,Zip: EXP' Phone: JOB DESCRIPTION LIC#: PERMIT TYPE: EXP_ Commercial New STORIES: 2/1 CODE YEAR: 2015 DWELLING UNITS: CONST.TYPE: IIB BUILDINGS: 1 OCC GROUP: F-2 OCC LOAD: TBD [AGREE TO COMPLY WITH CI I y AND STATE LAWS REGE'ULRq G MIT APPROVAj, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE Lgl3pR 7. CODE OF THE STATE O COMPENSATION INSURANCEONSTRUCT[ON AAIp�DOING THE WO THIS APPLICATION IS NOT A PERMIT U 1 IL S F WASHINGTON RELAT G TO WO UNTIL SIGNED BY , RIZED THEREBY; 1T IS UNLAWFUL TO USE OR OCCUPY A BUILDING ORS THE B ILDING OFFICIAL OR HIS/HER DEPUTY RKMENS A CERTIFICATE OF OCCUPANCY HAS BEEN C AND ALL FEES ARE PAID. RE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR SALE RANTED. 1BCII TRCtI0. S TAX NOT(CR;Sal relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form Signature Print Name Date THIS PE CONDITIONS Released By RMIT IS FOR SHELL ONLY ADHERE TO APPROVED P D e THIS PERMI f AUTHOR ADDITIONAL ONLY THE ADDRK NOTED 10 D t HI5 PERA1tT LANS. CALL FOR INSPECTIONS. CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS.SIDEWALKS.DRIVE CO ARE RE COVERS WO Q�RED. EWAYS.MARQUEES FT.)WIPRIVATE L EPROPERTY EPARATE PERMISSION. Date PERMIT FEES 09/12/2019 Description 09/12/2019 Building Permit Fee 0 9/1 212 0 1 9 Processing/Technology Fee Fee Amount 09/12/2019 State Surcharge-Commercial $11,692.33 09/12/2019 Building Plan Review Fee $25.00 Traffic Mitigation-City $25.00 $8,789.62 $ Total Due: 36,905.00 $57,436.95 Total Payment: CALL FOR INSPECTIONS $0.00 Balance Due: When calling for an $57,436.95 Permit Number, BUILDING(360)403-3417 inspection please leave the following information. Type of Inspection being requested,and whether you prefer morning or afternoo n - , - 1 1 i DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be sub�l�itted AND approved prior to installation. b PERMIT NUMBER: Number APPLICANTS NAME Fir ne Last name PHONE [ em {,t E b L number. EMAIL email 3113-db(®`s &P,(2, j4L E PRIMARY - _—9A t[ A) . 4A.- CONTACT First name Last name PHONE number. 6�Zee �1..�-af�� EMAIL email TAX I.D.NUMBER Number PROJECT NAME Name PROJECT Description DESCRIPTION �hPL 9ctt1d1,vq 6y- /Md�3: SITE ADDRESS Address ? G3 " 14 ` 11 Page 1 ,, �ti �, �, i ITEM:DEFERRED ITEM I.,JL_ Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM .�Q Date Irate ITEM:DEFERRED ITEM ,4M C�,P,, � Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date late I hereby assume all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record Fh-st name Last _same Date Date �� ldi-2 � Signature Sign. [Sitgnare ,I e Last name Date Date �� ��2��2 q -I n. 2 1 P a g e 1 4 I e j ( SPECIAL INSPECTION AND TESTING AGREEMEN T In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME 1 + Milne L R, ]lame�L �/ f PHONE number. EMAIL �,i it L 3$z,okog, PRIMARY First.naive Last name PHONE number, CONTACT EMAIL erns i I TAX I.D.NUMBER Number PROJECT NAME Nat T , C.,= 0 ZL/L p /h/ Z PROJECT Description DESCRIPTION (I'1461 SITE ADDRESS Addre•s ell Before a permit can he issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules. A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Res onsibilities o.. ecial Ins ector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 11 Page 1 li � I I b) Report Non-Conforming Items: The Special Inspector shall bringnon-Conforming to the attention of the Contractor and note all such items in the daily report.If an item on conforming is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, y m the project Architect or Engineer. P ial P n,and notify Inspector Click or tap liere to enter t:ext:. c) Furnish Dail Re Phone Click 01'tap liere to enter text. Y ports: Each Special Inspector shall complete and sign an inspection report for each day's inspections o re in at the iob ��to �.•:t�,the City of Arlington. h �ontracto.-for review by d) Furnish Weekly Reports: The Special Inspector or agency shall furnish rent of tests and inspections directly to the City of Arlington,project Architect/Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. Listing of all non-conforming items. Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlin if not included in non-conformance items. gton e) Furnish Final Report: The Special Inspector or inspection agency shall submit a signed report to the City of Arlington stating that all items requiring special inspection andfinal testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, a applicable workmanshi PProved change orders and the p provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.)shall be specifically itemized in this report. 2) Contractor Res onsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. as b) Provide Access to Approved Plans: The Contractor is res onsibl the Special Inspector access to approved plans at the job site. P e for providing c) Retain Special Inspection Records: The Contractor is also re l providing these records for review by City of Arlington,upon request. retaining at the job site all Special Inspection records submitted by the Special Inspec or and 3) City of AdWgtM a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work performance of Special Inspectors shall be monitored rb requiring ecial inspection and the C ofapproval must be obtained prior to placement of concrete or similar activities inon.addition toHer that of the Special Inspector. 2 1 P a g e 1 i 1 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record actin as agent shall fund the Special Inspection Services. g the owner's 5) Architect or En ineer of Record Res onsibilities a) Drawings: The Architect or Engineer of record shall include special in requirements on the design drawings and specifications. spection b) Schedule Inspections: Provide a summary schedule of required inspections would outline frequency of inspections for items which may require multiple inspectiolns which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION& STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural structural observations by checking the appropriate box. testing, or "'*�STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1 ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2 )kONCRETE CONSTRUCTION (IBC 1705.3 ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) XSOILS CONSTRUCTION (IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 31Page r i ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15 ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV IBC Table 1604.5. per ❑SMOKE CONTROL (IBC 1705.18) DARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.E Only required for buildings located within Seismic Design Category )g ry C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) -material alternatives or unusual design applications pP ions 1>MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 Page Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Fi , -, ,y [�-� Si nature Sig . Date Date Fs' ntractor First n; „ . uic�r.JvrS G Date Cate i ature sign ❑Submit written statement of responsibility in accordance with IBC Section 1704 4.1 S ecial Ins ector First:nal )() Last name ` Si nature sign Date Date ❑Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name First name Last:narn Scope of Work t `t�rlc Inspector name l first:rl the First isarrcx Scope of Work VVt�t`it Inspector name First name First name Scope of Work tVc�rk Inspector name First name Fig-st nta�ne Scope of Work '4'orlc Inspector name first name First name Scope of Work VVrsrk Inspector name First name First name Scope of Work V�I€r}c [Arc:h-itect/Engineer of Record First name Last n�aane Si nature sign. Date Date Structural Observer First name Last name Si nature s;g,l. Date I�ate. ❑Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑Structural Observations required in accordance with IBC Section 1704.5. 5 1 P a g e .4 K._xa. z a i i & ASSOCIATE GEo F r It � S I 's"I . ;?J 1N�E lfv! C^N<TR irr P. VIRC:i`.i1ENTAL Se _ ir_ - hleinber10, 2019 C.N TESTI' r., N _c :�INC: S s,� SpE�T �:� KA Proposal No.T197221i1AL Mr. Ted Wheeler pace I of i HCI STEEL BUILDIICS I,1,1C 17833 594 Avenue Nh.Suite C' Tel:(360)403-4900 Arlington, WA 9822 i C'e11:(206)38,-0665 RE: PROPOSAL FOR CONSTRUCTION TESTING AND INSPECTION SERVICES I:-"t9ai1: ted(i l hcisteeibuildings.couz Proposed Project: HCI Building 63"t Avenue NE& 189m Street NL•—Arlington. W a.bington Dear Mr. Wheeler: Wegreatly appreciate and thank you for the o(izr the agave referenced project, at the specific rates as stated belo4i. Should you have opportunity to submit this Pral.>osa]and Agreement for Testing and Inspection sere ices our office. We look forward to working with you. any questions, please feel free to contact The fee Char prryec'tc udder ilus x.4 �71L.rll('lTt(71'C"; Sco e:Testin and Inspection Services Sail Com action Testin*(I visit) Units) Proctor Value _ Rate 5 hours $80.00 Estimated Total Steve Analysis 1 each 22i S400.00 Moisture Content 5"�'U0 $225.00 Structural Reinforced Concrete Ins ection l I,•.• I each $25,00 $125.00 f tstt) I each a25.0U Coin ressian Sam !es 5 hours I S75.00 $75. 0 Sam le Dick U 5 each Si75.00 S22.UU Structural Steel Ins ection(I visit) I each 575.00 SI$75, 00 Milea a(58 miles round tri ) I 5 hours c - OU Report Pr aration(0.5 hour er report) S�S.UO 232 miles S475.00 Project.Management 1.5 hours 50.00 $0.00 S60.00 S90 00 2 hours S1 10.00 • Prices are subject to chan� Estimated Cast for Testin and!ns S22U'Q0 �e if this A Agreement is not executed within thirty ctfon Sen•ices 52,120.00 • Services will be rry(30)calendar days. performed On a time and materials" basis. Any total estimates provided are merely estirn not a guaranteed maximum price.A four(4)hour minimum charge applies to all inspection services Performed will be billed on a portal toarcs and are cancellation required on all jobs. portal basis unless specifically noted Otherwise. T��•elve 2) f all inspections Additional services requested in addition to the above will be billed at our current ( ) hours notice of constitutes your agreement of Krazan tothecommencing rates. Acceptance of Kratan's proposal all work under our standard General Terms and Conditions, attached.and incorporated in full by this reference. Please review,sitnt,and forward all related forms tO our ofGc e within days. All work is subject to credit approval and a retainer may be required prior to commence ment ofour services. (7)business ®The folloll ing items are included as an Attachment: Attachment A—Agreement for Engineering Consulting Service Respectfully submi s.Construction Observation,& Materials Testing Services KRA' • CIA' ES,INC. Jeffrey S. Opera ' n ger E-Mail: ' mercerq,,kraza,t,cottt With Twelve Offices Serving the Western United States 4303 198°'Street S1'V e LynnW00d• WA 99036.(425)485-5519 .Fax: 42 V AGREEMENT FOR ENGINE CONSTRUCTION OBSERV EKING CONSULTING SERVICES, THIS A ATION AND MATERIALS TESTING SERVICES 17b33 59" I AGREEMENT is made b Avenue NE Suite Ana belwuen KRAG';fJ h ASSOCIAT[S INC CONDITIONS(below .Arlington,WA 98223 hereinafter referred to as' hereinafter referred to as attachments cited in the PROPOSA PROPOSAL tilted"H C°ns.atant and fiCl Seel$ui;y,^ns C CI Budding, file number Cbrnf This Agreement between the parties consists of the TERNIS AND ember this Agreement is countersigned b L which are incorporated ut fur belt T19lle"t'AL. The parries agree Krazan 8 As by this reference.This Agreements dated eexte u ed i 0.2019(PROPO 9 ee as follows: S°ciates.Inc or the date on which Consultant rn4iates services a scheduled SAL-) and an 1 °tld WA. is effective Y exhibits ar 1.DEFINITIONS by Client.whichever o s of the date Y.Y. Contract Documents. Plans occurs Barker Change orders. sPecaications,and agreements tmetwegin Giant a 1.2, Contractor. The contractor or contractors, and Contractor.includ n amendments,!supplementary which Consultant is providingy Services under this Agreement ils.rihe,r subcontractors of every tier,retained to pP momentary instruC;ions,and 1.3.Day(s), Calendar day(S) 1.4.Hazardous Ma►erialheltefsnm Haezardous Materials means an Perfornm construction bVork on h form or state, known the Protect for defined, or suspected to impair the environment in anv wa y toxic substances,Chemicals designated or listed in any federal,state or local law, Y.S. Services. The r Y whatsoever Hazardous Niate arils include pollutants or other nialerials.in whatever Change Order,Task P O1esamen services provided b egtantion or ordinance concerr:mg hazardous wastes, but are not limited to.those s co,nmumcation Order or amendment to this Agreement°aS Consultant as set forth m ubslanees Ins Agreement as included in toxic substances or popehor 1 6.Work. The labor materials,egwprnent and services of the Lonsuliant's professional semi Consultant's P Services as Scheduled b PROPOSAL and an 1 7•Fee Schedule. Consultant's standard annual fee schedule unless ro eG, Y.lienl's contractor thro h Y written 1.8 inspection Contractor required to Complete the Work described in the Contract Oocunje Snot or written requ,rernents. (or Dbservat/onJ. Visual delerminabor. } P ! specifrc fee schedule,s provideu. 1.9 Tesiln o conformance with specific or on the basis of 9• Measurement,exammaGon. 2.SCOPE OF SERVICES Derformance of tests and an Coi supant's professional 2.1.Services Provided Scheduling. Y other activities to determine the characteristics or judgment. general additional services requested b Consutlant mnu performance of m Of the site,materials and work y Client by oral or w Provide construction materials testing and ins materials often request(Scope of Services inspection services as set forth in the PROPOSAL and any scheduled tests or ins Performed by their Contractor to 1 Client or their designated a performed due to in pections. No claims for loss,damage or Injurybscheduled is less than one fur work a gent shall cause all required tests and ins 2.?.Chan adequate scheduling notice provided to the Co suhalllt be brought a Y poor to the time when inspections Changes in Scope. Client may request than against Consultant by Client or an Consultant is to Of Work to be inspected and/or tested,or an, Y Client y third party for tests or in pecbons norm : which are mutual! a ges m the scope of salt ices irdenlified in the PROPOSAL Y greed Upon any in Consultant's compensatwn or Gina o} . ypes to the terms and is of this y Consultant and Client,will be incorporatedSuch changes,Including Services or tom g Bement If Services are in this Agreement All Services rmnctis.e orn zd b y be requested in writiany nd or Oral and disputes concerns then the terms and limitations of th s Agreement a theg or orally and g modifications to sco e r parties do not reach a re Y Consultant on the Project are subject ?.3. Excluded P o compensation PPIY so such Serv, n ement concerning modifications to the PROP subsequent/ re Services. Consultant's Services under this A n(to Section t$, `es•except meat PROPOSAL Y Guested by Client and agreed to b Disputes." Payment terms The parties agree Consultant recommend, or that the project designer toCor Consultant Client eexp etsslclude only those Services specified gee to resolve 2.4.Authority of Consultant. Y releases any '^ the PROP work to the Client f Clients representative.which,in g Official required,but h /claim against Consultant rInstr OSAI, and those services Consultant hiic report observations and data t that Client either did not authorize or insir9°1ed Consultant not!o Consultant has no right l responsibdit to the Client and the General Contractor. Consultant vil�deLonal Services that Consultant's opinion, does not conform with tans, 2-5. Variation of Matorial Cheracten'st'csrand Condr't'onscl or stop sery w Perform Consultant will indicateP work of any agent allonsof the Cpent specification and codes a I, Port any observed recognizes that cono�ndit Characteristics of materials and consiruGron actiOvfibes only al the and standardized PP cable to the Project o materials and standardized sampling inspection and lesrn location and time do not necessarily indicate hatruction activities precise location and time where do when Services g Procedures em to Performed on i continuousat other locations may vary from thoseP Seri by Consult basis,should not be interpretedsto mean tha Consultant is o nails) measured or observed were confirmed Consultant responsible onlyfor apparently identical rnatenaUs)at other and that conditions at oneinspected or tested•and is not nsible da for ta interpretations,and r location and limes Services f upon the information denved from these• r ecommendaGons re 9 venfying,testing or limes ° Consultant,even d pan interpretations or use of the information almadeveloped inspecting all materials on the Project 9 dual materials and construct on activities observed. 2lin Samp/ln9.Inspection 6 Test Locations.roceduresUniess s late professiona; sampling• inspection or leopinionS regardingConsultant may make terrain mf r sampled. representatives. On stated lion se in hate or pecifically slated otherwise, Services conditions in other areas- a antes based P g. inspection and test locations will be based do not include Site or Work due to the P such locations area °^ field estimates and information furnished b performance of Services,but Client understands that some damaget n (he Site of precisely Cli identifying a d it, Agreement does not include repair of such dama Consultant will take reasonable precautions to limit dama 2.7.Independent Contractor.C 9e unless specifically slated in the PROPOSAL Y Client and its 3.PAYMENTS TO CONSULTANT onsullant will /necessarily occur in the normal course of 9e 1O the project 3.1. Basic Services. Consultant w ll Perform Services under this Agreement as an rode Services, and this PROPOSAL. Perform its services on a lime and materials independent Contractor. 3.2.Additional Services.An basis unless alternate attached PROPOSAL,and an Y Services performed under this Agreement,including increased h Payment leans are the project unless other Y additionally requested ins Specifically Slated in the wise specifically agreed to in inspection antlior testing lasts,Will be provided on a tinmeunitandrmateralsebasis cat the rates identiticit m the 3.3.Estimate of Fees.Testing and Ins wr,tin Client recognizes that than 9 by born parties. Inspection services are highly dependent on contractors'schedules.weather. successful completion of Services scope within schedule, established for and unforeseen circumstances Contractor performance and production of the VV The provision of an estimate of tees or a esrmaled cost overlapping of work and continue on a time and materials s basis to r a Cost estimate is not a many other factors. is not a guarantee that the Services will be completed for that am Work can all influence the guarantee completion of the Services unless directed olhendse b lee that the Services will be Completed for that amount.rather•it indicates that Consultant will not incur fee In excess of the"not to exceed"hmi(ation Y Client Furthermore.the provision of a"not to exceed"hmdaGon continue on a time and materials basis unless directed b Goof Consultant's Services shall amount without notifying Client in wrrling that the'not-to-exceedll unit rates quoted. y Client to discontinue sand expenses chargeable to Client 3.4.Rates.Client will tie any further Services. ConsultanaProsett Manager gen reached and that Pay Consultant at the rates set forth in the PROP Services will 3,4}, B,l/rng fncrarrtents A}our 4 PROPOSAL and Fee Schedule charges are above and beyond minimum billingincrem —LJ hour minimum ant will be billed in Increments of one.lPorrtal 1d Portal char each assigned technician 9e Per call. applies to ail 3 4 2 BfllIn —�� our(s)for the first 8 hours and at n Consultants services. Services beyond the initial PROP e Ratc F'remhrrns Services initiated between the hours of 7 OG a m c'enments clone hour thereafter PROPOSAL and Fee Schedule, Servi a for each da ces initiated outside of these hours tvill—��and 4 O0 P.m y's Services for be billed at th —loft be Perforated at the Standard COMT20tg 2 aPPropnate rate plus a r rates presented in 119722WAL premium of 50 percent e HCI Building CONIT.doCx _ Additi y Page 1 of�; �c taen �_ II I I I ervices rendered tin Saturdays Orin excess of 8 hours on am v or in excess of 6 hours rn a Saturday or in excess of 1P hours ee d v ill be ledwill at chaand al double the hourly ate y reek day will be baled a!time and a-half the hourly rate Services rendered on Holidays, reasonable charges if personnel Cannot be appropriately reassigned. Y ~ 4.3 ChanSundays gas to R.ucs Clien:and Consultant agree that the rates 'r r ..ate t.anCCllation may he subject to December 31 of the ear Y published. unless slated otherwise in the PROPOSAL,and are subject to periodic review and amendment.as appropriate to reflect Consultants then-current fee structure. Unless otherwisePROPOSAL and the FeO Schedutc area ti„ai•i, Consult'cesant acre mihated, the rates presented in the PROP Provided for in the PROPOSAL.where projects are on- Pp 3 c only year thro 9e Price index for the e PROPOSAL and Fee Schedule are subject to an annual cost of living adjustment based on Cite consumed g ographic area where our sari ices are being provided Notv,1 standing the foregoing.where sit Of living Wage rag yond eta based apply 1 f the year the labor rates are subject to revision based on determinations made by the governing"11a end Consultants billing rates presented in the PROP(. and the F g Y �)here labor rates are increased during the ns cou o the project benefits rate Increases unless otherwise stipulated or;the PROPOSAL In the event that the cost of foe!increases 10 percent or more over the CO Consultant, Fee Schedule shall be increased proportionally with respect to any mandated labor andiur urse of the protect a fuel surcharge may be ImposedOtherwise stipulated recoup the added cos! changes Unless Client objects in writing to the proposed amended fee structure within 30 days of notification the amended fee st days ructure wit'he in into this Agreement and will then supersede any prior fee structure II Client if object °the Consultant fee structure.h l nd Consultant t advance notice ofa any ted Upon a new fee structure within 30 days after r,oliCe,Consultant may terminate this Agreement and be compensated set forth under Section lien cannot -Termination corporates Prevailing Wages Unless Client specifically in(orrTis Consultant in writing that prevailing wage regulations cover the Project and C;ienl provides Consultant with the applicable Determination that includes Ciienl's Services and the Scope of Services identifies it as covered b land Client cannot agree reimburse defend, indemnity and hold harmless Consultant from and against any liabmty resulting from a subsequent determination that regulations Ex cover the Project.including all costs fines and attorneys'toes J.5 Ex Y such regulations.Client will arges charged on ea cost Pluscolverhead basislaneous .Oncerttmotejobs or at fabricat o Is 'nfacilities�subsis e�nce ewhenrno!furrn!shed II prevailing wage 3.6.Payment Timing;Late Charge.Consultant will submit invoices to Cleat periodically,but no more frequently g shipp I e 9.subcontractor charges,etc will be due and payable upon receipt. Upon Consultants approval of Ghent for Client ^ be an every two charge within thirty(30)days of the date of the invoice The invoice amounts shall be Paynne 0 to be correct ones ently than every two(2}weeks All invoices are Object to all or an Y Presu Fit terms Client shall pay undisputed portions of each progress invoice Y portion of any invoice, Cliert will so notify Consultant ir.writing wdhnt fourteen tq Client notifies Consultant n,writing If Client disagreement.and promptly pay when due that portion of the invoice not in dispute The parties will immediately make every offorl to settle the disputed of the invoice. In the absence of written nolikahon described above,the balance as stated on the invoice vAldl be pa�d°Payment thereafter identifyh to accrued late Payment charges interest on unpaid undisputed charges and then to the unpaid pnnctpal amount.Consultant reserves the e the cause of is Client's outstanding invoices from oldest to most recent regardless of project or invoice designation on checks received All amounts unpaid when due portion to Cl1e a late payment charge from time date of the invoice,of the rate of t- o e will first be applied nvoicc-date until the invoice is paid Consultant reserves the right to require Per month or the highest paid apply payments prior to releasing held notes.laboratory test data,photographs.analyses and/or reports Alf urmdisputed amounts due rttConsultant on the unpaid balance from the due will Payment in full on any and all invoices on Client's account regardless of project prior to Consultant's release of final reports or other required forms of Consultant for all time spent and ex certified or verified reports If the account becomes delinquent,the Clent Client ll be paid in full will reimburse s of any delinquent amount. Consultant shall n of be bound by'any provis on or agreement condittoning Consultant's right to payment upon payment b a the event of a legal action for invoice amounts not attorney, collection agency,andrur court Costs)incurred m connection with collecting any es. failure to pay Consultant when due the failure to pay wilt constitute a substantial failure d Client relateder perform under Ihrs Agreement and Consultant right to stop all current work and withhold letters.reports,ortany verbael consultacourt tlonlun 1 the mvoico pear pander shall be paid to the Consultant art Y third party In within sixty(60)days after any invoice is rendered.Client agrees that Consultant mll have the tight to consider the failure to pay Consultant's invoice C Cheats is of this Agreement I back-up dataf the Client requests back-up data or changes to the format of the standard invoice.an administrative fee of$100 per invoice may wall have the P n full, In the avant that Client fads to pay Consultant 4I STANDARD OFus S I per page (PERFORMANCE:DISCLAIMER OF WARRANTIES 4. a breach y be charged 1 Professional Standards.Sublect to the limitations inherent in the agreed Scope of Services as to the degree of care the amount of time and expenses to be incurred,and subject to any other limitations contained in this Agreement.Consultant will ordinarily exercised by other professionals guar ine similar services in the same locale and under similar circumstances at the time the Services are performed or other representation and no warranty s guarantee,express or ni tied,is included or intended b Perform his circumstances es at consistent with That level of care ands II instrument of service, p ent or 4.2.Level of Service.Consultant offers different levels of construction Observation,inspection and materials testinga o metl Y port,opinion,document or other of different clients. Although the possibility of error can never be eliminated, more detailed and extensive Services yield more information an Probability of error,but at increased cost Client must determine the level of Services adequate for its purposes Client has reviewed the PROPOSAL a determined that d does not need or want a greater level of Services than that specifically identified in the PROPOSAL. Services to suit the desires and needs nd has 4.3.No Warranty. d reduce the y Client recognizes the inherent risks connected with site development and construction activities.and understands when signing that those risks are not entirely eliminated through the services of Consullant Consultants tests and observations of the Work are not a guarantee of the quality and do not relieve other parties from their responsibility to perform their Work in accordance with applicable plans,specifications and requirements.Therefore. in signing this Agreement the Client understands that Cor•,sultant neither makes nor intends a create a fiduciary g q ty of Work ry responsibility to Client by Consultant, warranty or guarantee,express or implied,of an t t S.CONTRACTOR'S PERFORMANCE Consultant is not responsible for Contractor's means methods. Y type nor does it direct Contractor's Work, or be liable for any!allure of Contractor 10 nit complete its Work in accordance with the Projects plans,specifications and codes,laws and regulations Client understands and agrees that Contractor co or mplete kIn c s s quences during he performance of is Work.Consultant win not Supervise Project Site Consultant shall not be responsible for job site safety or the evaluating and reporting of job conditions concerning safety ofth,safety n Property at t of 6.CLIENT'S RESPONSIBILITIES responsibility for the safe! of applicable In CLIENT'S addition to payment for the Services performed under this Agreement. y pars°nos and property at the 6.1.Access. Grant or obtain free access t°the Project Site for all equipment and personnel necessary for Consultant to perform Its Services aun Client agrees to Agreement, 6.2.Relevant Information.Su I Consultant Pp Y cyClintwith all information and documents relevant to Consultants Services. Consultant is entitled to ref der this Information- information without verifying its accuracy Client with h all tested,including its intended use,chemical coin OSition,relevant o IMSDS ma ufacturers s ecifications and literature,and an c g Potential or 6.3.Protect jnformation. ch Ctiont agrees to provide Consultant within 5 days after written request,a Correct arilth or l and he recorded test rtitle It the the ions to beOn which the Project is located and the Client and/or Oerner 5 interest therein,and the identify and address of any construction ender 7.CHANGED CONDITIONS Y previous test results If Consultant discovers conditions or circumstances that it had not Contemplated at the commencement of this Agreement(`Changed Cenditrorms" property will notify Client in carding of the Changed Conditions Client and Consultant agree that they win then renegotiate in Agreement- If Consultant and Client cannot agree upon amended terms and Conditions Ornm 30 days after notice,Consultant may and be compensated as set forth In Section 14,`Termination" e good rash the terms and conditions of 8.ALLOCATION F y terminate this Agreement O RISK 8.1. Limitation of Liability. The total cumulative liability of Consultant, its subconswfaniS and directors, officers_ employees and agents (collectively Consultants insurance policies and all of their lespec respective Consultant Entities',. ts,off subcontractors and ail of their red edit I to Client and its successors and all P rve shareholders, relating to Services under this Agreement including attorneys fees due under this Agreement,vhll not exceed the gross compensatto officers employees and agents(collectivelye1Client Entities-)as an insured on arising fr or COIdT 2ot9.2 �eived by Co , Rant T19722WAL HCI Budding COh1T.docx Page 2 of 4 "--Riease initial, .> .. a �� +, under this Agrtement or five Thousand dolrars/55 non nn limit rs an aggregate limit with respect to all services on Ihehr haver is greater.Provided however that such liability is further Ibnited as described below,Thi: agreed to and signed by authorized representatives of the P o/eCf ether Provided under this,prior o subsequent agreements, unless modified in Writirq. Concre a e t Services,whether alleged to arise in tort contract warranty.is limo pion applies flies . Ic increase the limitation to a g;eater amount sr.exorl. a for a n th r all lawsuits,claims or actions that atl a errors or Provided in Section 16.Cons Entities and Client Enhlies also agree that the Client Entities wuitee!ia antis written request.Consultant and Client may e through suits with Y agree other parties who may join Consultant as a third-party defendant. Provided that they amend This Agreement in writing as 8.2, lndemnlRcation. Client w111 indemnify. riot seek damages in excess of the Ifni Y defend and hold harmless Consutaan;, its subconsullants and subcontractors, and all of their respect vey shareholders. directors, officers employees and agents expenses('Wadding without is reasonable attorney's fees and costs of defense)or other losses twllecuvely"Losses")except to its extent cad (collectively 'Consultant Entities')from and against any and all claims. sole negligence of Consultant. In addition, except to the extent caused b suits, xtenti a clamor harmless Consultant Entities from and against except and all Low gas. Y Losses arising from o telatedr o the existence Client expelea agrees � the Of Hazardous Malerfats,or the exposure°fan 9 release of or ex Y Person to Hazardous Materials,or the degradation of the environment tl discharge.defend. treatment indemnity and posure to Hazardous Material 8."Consequential Damages.Neither Client nor presence discharge. of whatever nature including- Consultant will be fable to the other for an s disposal. but not limited to losses,damages o claims related to the unavailabilil of Property ors of use,loss of profits,loss of rovenue,or loss of inveno Y pedal'consequential incidental or penal losses Or damages arise directly or indirectly r the Serl provided b Consultant use charges,cost r capital,or claimseof the otherrrParty and/or its customers.es.shutdowns or service two chi may 8.4. Continuing Agreement The provisions of this Se ton 8,AI o cation of Rier sk.'will survive the expiration Or termination Provides Services t Client that the parties do not confirm througo executor of an amendment Ili this Ayreemenl,the Provisions of this Section such Services Services if the parties had executed on amendment ton of this Agreement.If Company 8.5-No Personal Liability,Client and Consultant intend that Consultant's Services will not subject Consultant's individual employees.0Hi 8 will apply to y personal liability.Therefore,and notwithstanding any other provision of this Agreement,Client agrees as Is sole and exclusive remedy to direct any claim,demand or suit only against the business entity identified as"Consultant"on the first page of this Agreement. 9.INSURANCE cell or directors to 9.1. ConsuitanYs Insurance, Consultant carries Statutory 4Norkers' Com or assert Insurance for bodily injury and ro Incur 1 P Perry damage;Automobile Liability Insurance,including liability for all owned,hired and non-Owned vehicles;and Professional Pensahon and Employers Liability Insurance. Cornmercial Genera! Liability nsurance. Certificates of insurance Client agrees not to withhold payment to Consultant for Client's failure to make such a timely request and such requests may not be honor Liability can Consultant furnished upon written request but may not be processed unless accompanied completion Of authorized Services.Additional charges ma a I for Waiver of Subro anon a aynotb n a signed e r of damage caused by Consultant's y apply Agreement 9.2.Contractor's insurance. s Per shall l to Co sultallt's suppliesand and subcontractor 1pfd Additional Insured End honored if made oiler final Endorsements.Consultant assumes the risk General Liability-and Automobile LiabilityClient Insurance policies. If Client is not the Project owner,Client will require the Project owner t Contractor to purchase and maintain General Liability,Builders Risk,Automobile Liability.Workers'Client Protect name Consultant as jean additional insured under their no Less than as set forth above,and to name Consultant and its subcontractors and subconsultants as additional insureds on the General Li Upon request,Client D provide Consultant with certificates)of insurance evidencing the existence of the policies required herein o require the owner's Compensation,and Employer's Liability insurance with limits 10.OWNERSHIP AND USE OF DOCUMENTS ?0.1. Use of Documents. Documents prepared bability Insurance. entity,other than the project- Doc of Structure Engineer.Consultant are solely for use b Client 10.1.t- Use bGeneral Contractor and building Delaailmend lnL without Consultantot be Provided by's preip Pwntten consen other provided,inaudm y Cliant. Client has the right to reuse the Documents for person or g without limitation design and licensing requirements of the Project. reasonably conneged with the Prp 10.1.2 Use by Consultant.Consultant retains the right of ownership with respect tact for which the Services are Services and the right to use the Documents for an l0.2,Final issued Media.Consultant may agree al al documentation to provide rvcuecnts and;^format lien m an electronic format as a cod Concepts or copyright materials arising from its Paper ongmal issued by Consultant will remain the final do's request of the Services, 70,3. Unauthorized Reuse. No party other than Client may rely,and Client will not represent to any other party that ft may relyon Consultant's express prior written Consent and recei{y,of additional compensation.Client will defend,indemnify and hold harmless Consultantnary.However,the any claim,action or proceeding brought by any party Claimingto rat u P P published,action disclosedor r referred to without Consultant's rot y upon information or opinions co Documents without 11,SAMPLES P written consent. nlairted in Documents provided t0 such fperson orom and rent lye Consultant will dispose of all samples Collected duringthe co prior to the initiation of testing.Consultant will deliver samples o tshe Client or wi I store 1ruction phase of ethem efor an greed delivery or storage the property of the Client and,in the absence of evidence of contamination, immediately POt1 completion of testing. Upon request received and promptly pay for the removal and lawful disposal Consultant shall dis P C ge charge.All samples agreed In writing. Posal Of all contaminated samples and hazardous materials and other hazardous substances,unless otherwise Pose of samples for the (lent. Client shall be responsible for 12.ASSIGNMENT AND SUBCONTRACTS During the term of this Agreement and following its expiration or termination for any reason,neither parry may assign this under it,in whole or in Part.without the prior written consent of the other party,except for an assignment of that fails to Comply with this paragraph will be void and of no effect.ConsulAt may subcontract for the services of others without obtaining 9 Agreement ar any right or claim Consultant deems it necessary or desirable for others to perform Certain Services Proceeds for without purposes.Any s Consent 13.SUSPENSION AND DELAYS 13.1.procedures.Client may,at any time by 10 days written notice suspend performance of all or an Client's consent d ant may terminate rocs Agreement d Client suspends Consultant's Services for more than or days and Client will a "Terminations If Client suspends Consultant's Services, 's d Client or others delay Y pan of the Services b the lime for c." If Client of the Services;and(p)Consultant's con P Y Consultant nt el forth under adjust: st:(1) for demobil and other char compensation in accordance with Consultant's thentwml Consultant agree to equitably adjust:(1) for demobilization and subsequent es associated with maintaining its workforce for Client's benefit duringthe delay or suspension,or charges incurred b 13.2.Liability.Consultantis not liabletio Client for any failure to perform or data in rent Fee Schedule for Ilia additional labor, y P 9 but not limited iabil to pollution,connot liable t Cl release of hazardous subsea Y Consultant weather conditions,acts of government,labor disputes,delays in transportation .strikes. lity to trouts ce due material and fires, flood. beyond Consultant's control.including 14.TERMINATION ems.strikes, lockoutsoblai. riots, wars,fires. hood, explosion,'acts of God.' 14,1, Termination for Convenience.Consultant and Client may terminate(his Agreement for convenience upon 30 daysadverse equipment in the open market. to ilia other parry, 14.2.Termlaation for Cause,In the event of material breach of this Agreement, written notice delivered or maileC lads Ili cure the breach within 5 days followin must state the basis for the termination.The A delivery of the non-breachin9 PanY'S written notice-of the breach to the the non breaching Perry may terminate this Agreement if the breaching 14.3.payment on Termination.Following termination other than for inset for c material breach of this AY cures to Is nt vnll Parry Agreement may not be terminated for cause if the breaching performed prior to the termination notice dale,and for an n breaching pony The termination notice but not limited t t the casts a icompleting anal 9 Perry cures the breach within toe Consultant period. Y necessary Services and expenses incurred in connection with the termination of the Pa jet/rutcludi Services analysis,records and reports necessary to document job status at the time of termination and costs associa with termination ai subcontractor contracts in accordance vrfth Consultant's then Curren!Fee Schedule COMT20f9.2 T19722WAL HCI Building COMT.docx Page 3 of 4 Please in tial fy I 15.DISPUTES 11. disputes ween ant excluding Constullttan sllperfect on oft any mechanic's lien a e Subject topt those media on. Errer party may demand essential nature of the dispute,amount of Ume or money claimed,and requiring involving Client's failure to pay undisputed Ir1VaiCOg as pfov,ded herein and lalion shall be administered by the American Arbitration Association e b q ng that the matter be mediated with n 45 dayYserving esen ice f ooln e�l7l notice auan rules of the American Arbitration Association. Y such other person or wgarnxation as the parties may agree upon.in accordance with the 15.2. Precondition to Other Action.No acon or suit,except those involving Clients failure to pay undisputed invoices as provided herein and excluding Consultants perfection of an y mechanic's ben.may be commenced unless the mediation did not occur within 45 days after service of notice;or the mediation occurred but did not resolve the dispute;or a statute of limitation would elapse rf suit was not filed prior l0 4S days after service of notice, if the matter is referred to arbitration,the arbitration shall be dispute. conducted Th In Snohomish County Washington I su I The arbitrator snail 5 appointed within 60 days action written request to arbitrate the dispute. The arbitrator shall be snot zed to provide all recognizable remedies available in law or equuy for an cause f have the authory o basis of uunib�e damalges.and o the l(it)teaclhparty shah b�ea�its own costs and anomey's fees related of the arbitrators'receipt 15.3.Choice of Law;Venue.This Agreement will be construed in accordance with and ludVd under this Agreement), provided that(i)the arbitrator shall not such as for enforcement of mechanic's liens,which are required by statute to be brought in a specific venue,or unless the Parties o the agreeotherwise.an m or other legal proceed/ governed by the laws of the state of Washington Except for actions, proceeding will occur in Snohomish County.Washington Client waives the right to have the suit brought.or tried in,or r county or judicial jurisdiction.The prevailing party will be entitled to recovery of all reasonable casts incurred,including y mediation and other claim related direct expenses, removed or any other 15.4.Stalutes of Limitations.An applicable s! g court costs,reasonable attorneys fees. Of,MISCultant'sELLANEOUS Services under Ihrs Agreement or the date on which claimant knew or should have known•of facts giving rise to its claims- PP mule of limitations will be deemed to commence running on the earlier of the date of substantial completion 16.MISCELLANEOUS 16.1.integration and Severabifity.This Agreement reflects th(-1 entire agreement of the parties with respect to its terms and conditions.and supersedes all Prior agreements,whether written or oral.Ilan to as closely approximate the stricken y portion of this Agreement is void or voidable,such portion will be deemed stricken and the Agreement reformed portions as the law allows.If any of the provisions contained in this the enforceability of the remaining provisions will not be impaired. 16.2 Mod/fication of This Agreement.This the are held illegal,invalid,or unenforceable, of greement. may not be modified or altered,except by a written agreement signed by authorized representatives both parties and referring specifically to this A 16.3.re Notices Any and all notices,requests,instructions,or other communications green by either party to the other must be in writing either hand delivered to the recipient or delivered by quests.i mail with return here/ t Agreement- P (postage prepaid)or express mail(billed to sender)at the addresses dgiven in his 16.4.Headings.The headings used in this Agreement are for convenience only and are not a part of this Agreement 16.5.Waver.The waiver of any term,conditions or breach of this Agreement One or more waivers of any term,condition or covenant by either party shall not be construed as a waiver of any other term,condition or covenant. 16.6.ni Survival. These terms and conditions survive ilia completio o the Services and/or the a subsequent waiver of the same term,condition.or breach convenience the termination of this Agreement whether for cause or for 16.7. Warranty OfAuthority To Sign,Personal Guarantee. The Client for whose benefit Consultant's services are rendered.If such person does not have such authority.he/she agrees that he/she Is personal) liable f obligations under this Agreement and all breaches of this contract and that on any actionvaga against himtheract ar for breach nts that iaf such warranty.authority to sign b the behalf of the shalt be included in any Judgment rendered.Further,d Client fails to perform and is in breach of this Agreement the person signing this Agreele ment agrees that he/she is personally liable for obligations under this Agreement and all breaches of this contract and that in any action against hmVherr for breach of such warranty,reasonable attorney's fees shall be included in any judgment renderedr g t 16.8.Precedence.These Terms and Conditions take precedence over any inconsistent or contradictory Proposal.purchase order.requisition,notice to proceed,or other document regarding Consultant's Services. 16.9.fnco ry Provisiats contained in any other agreement term, rp0 lien of Provisions Required By Law.Each provision and clause required by law be inserted in this Agreement is included herein,and the Agreement should be read and enforced as though each were set forth in its entirety herein. 17.ENTIRE AGREEMENT This Agreement between the parties consists of these Terms,the PROPOSAL by the Consultant,and any exhibits or attachments noted in the PROPOSAL. Together,these elements will constitute the entire Agreement Superseding The Parties have read the foregoing,understand completely the terms. d 11 nglall ente�Inlp this tAgreementspTh's Agreement eivag Bevel liter written or oral. reasonable to both parties. The terms of this Agreement will prevail over any different or additional terms in Client's purchase order or other forms provided b Client to Consultant as part of the authorization process unless agreed in writing by Consultant. The parties acknowledge that there has been an Opportunity negotiate the terms and conditions of this Agreement and agree to be bound accordingly. Consultant's acceptance of this Agreement is developed to be(air and and a retainer fee maybe required Y y!p pending credit review Client: HCl Stt•:EL Bun.utNr:sLLC Consultant, ,�i.ctc ' •t:�,lac:. 20149 signature _ Dare sigirstm - _ _ �c (7 6 �• / Date iva!nc(Plea,c nntf vamr(f Icasc Print) O eralions bhnu¢et• 'fitly COMT 20i9.2 T19722WAL HCl Building COMT.doex Page 4 of 4 L. Please ini' Permit lnformatinnp�G Date 5/30/2019 Permit Number 2579 Project Name HCI Steel Buildings New Construction Applicant Name HCI Steel Buildings,LLC Applicant Address 17833 59th Ave NE Ste C City,State,Zip Arlington,Wq gg223 Contact Ted Wheeler Phone 206-383-0665 Email ted@hcisteelbuilding.com Permit Type Commercial New Site Address 63rd Ave&188th St Valuation 975000.00 Status Applied Permit Issued Permit Expires Square Feet 15720 Type of Construction/Occupancy Load 2B Number of Stories 0 Proposed Use Commercial New MIC/Opportunity Zone MIC Assigned To Raelynn Jones Property Parcel Address Legal 31052200100400 188TH AVE NE Owner Owner Phone WHEELER TED&EWA Zoning 910 Contractors Undeveloped(Vacant)Land Contractor Name Primary Contact Phone CI Steel Buiidin s Email Contractor Type License ed Wheeler 60-403-4900 ed hcisteelbuildin s.com License# Review ONTRACTOR 1ISTSB864DE Date T e /30/2 at ommercial Buildin Descri Lion Tar et Date Com leted Date Assigned To Status uildin n Review Uploaded Files Date Upload File 5/30/2019 2:18:54 PM HCI Fo indation of File U loaded B 5/30/2019 2:18:54 PM HCI Drainage Report 7.01.18 pdf Jones, Raelynn 5/30/2019 2:18:54 PM HCI Building Plan.pdf Jones,Raelynn X 5/30/2019 2:18:54 PM HCI Building Permit App.pd( Jones,Raelynn h Jones, Raelynn X 1 -0 IU5 Obb g J �bk) � S t � -01 IAO COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project; 188th Street _ Valuation: $ 975,000,00 Project Address; 63rd Ave & 188th Street, Arlington WA 98223 Parcel ID#: 31052200100400 Legal Description THE EAST 165 FEET OF THE NORTH 264 FEET OF THE NORTHEAST QUARTER OF THE p NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST,W,M., EXCEPT NORTH 20 FEET CONVEYED TO SNOHOMISH COUNTY UNDER AUDITOR'S FILE NO.1047424.SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON, Owner. and Ewa Wheeler Phone Number: E99! 59�f�383—G�'65 Address: PO BOX 912 City:Muldlteo State: WA Zip Code: 98275 Engineer: OMEGA ENGINEERING (License#38835 Phone Number: 425.387.3820 Cell Phone: E-mail: JOE@OMEGA-ENG.COM Address: 2707 WETMORE AVE, EVERETT WA 98201 General Contractor- HCI Steel Buildings, LLC -- Ted Wheeler Phone Number: 360-403-4900 Cell Phone: 206-383-0665 E.majl: Ted@ hcisteelbuilding.com Address: 17833 59TH AVE NE, SUITE C City: Arlington State: WA Zip Code:_ 98223 Contractor's License Number: #HCISTSB864DF Expiration: 02/26/2022 Contact Person. n HCI STEEL BUILDINGS, LLC Phone Number: 360.403.4900 Proposed Scope of Work: NEW MANUFACTORING (MFG) BUILDING ON THE CORNER OF 188TH ST NE AND 63RD AVE NE IN ARLINGTON—BUILDING OFFICE AND MFG BUILDING 15,600 SF;3,000 SF OFFICE SPACE AND 12,600 SF MFG AREA. FIFTEEN (15) PARKING STALLS. SHEET WATER FLOW TO BIO-SWELL.TWENTY-FOUR FOOT(24') ROAD ON WEST SIDE OF PROPERTY. Received REV 2016 Page B of 9 MAY 13 2019 &b 25-7q �A� 1 � � � - I � 1 J COMMERCIAL APPLICATION IN PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant 188TH STREET, TED &EWA WHEELER Site Address 63rd & 188th AVE NE,ARLINGTON WA 98223 Bldg/Unit/Suite IBC Construction Type 2B IBC Occupancy Type Group F-2 Description of Use FABRICATION AND ASSEMBLY Building Square Footage 15,720 SF Number of Stories 1 MAIN FLOOR&Mezz 2nd FLOOR Square Footage Per Floor MAIN FLOOR: 15,720 SF 2ND FLOOR MEZZANINE: 1,620 TOTAL SF OF PLAN: 17,340 Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...} ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes, modifications or removal of any of the above may require additional submittals, Information,or permits during the plan review or construction process. Statement of Special Inspection 13E►/2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Name of Project: 188TH STREET, TED &EWA WHEELER Project Address: 63rd & 188th AVE NE,ARLINGTON WA 98223 Special Inspection Firm: Krazan &Associates,Inc. _ 4303 198th Street SW,Lynnwood,WA 98036 Address: Contact Person, Jeff Mercer Phone- (425) 485-5519 Office Email: JEFFMERCER@KRAZAN.COM Special Inspection Firm Special Inspectors: The Special inspection Firm of Krazan &Associates, INC. will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (X) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (X) Structural Steel ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,fisting any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department, A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans.specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report, The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 Y COMMERCIAL APPLICATION ti PERMIT SUBMITTAL tj1u Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed, Owner: The project owner,or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS have read and agree e-co ly with the terms and conditions of this agreement. Owner; --- _- Date:_ _`7"2 7-Z 01 S I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance wit the laws,rules and regulation of the State of Washington, ignatu re 11!�J16Lrbt Z) Print A licants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 �1 -- �� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington -18204 59th Ave NE-Arlington, WA 98223- Phone(360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Please make sure that you have included all of the required documentation with your submittal. Incomplete applications will delay the review. ❑ One(1) City of Arlington Commercial/Multi-Family Permit Application (One(1) permit application per building or structure is required) ❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two(2)Architectural Drawings -J---Two (2) Structural Drawings Two(2) Structural Calculations ❑ One(1) Project Specification Manuals (if applicable) ❑ One(1) NREC Code Compliance Forms ,::;y GO�c� t�epfr j�G�9-T7•oA/ C.o//P�¢/►'Y One(1) Special Inspection Requirements Forms ❑ One(1)Occupant's Statement of Intended Use Drawings shall be BOUND SEPARATELYBY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER/N COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Pennit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cedRarlingtonwa.ctov. ' -�i4ns Received 6/16LP Page 1 of 4 MAY 13 -2 010 COMMERCIAL APPLICATION PERMIT SUBMITTAL ��ijNG�cZ Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. 6/16LP Page 2 of 4 cep'. ®� COMMERCIAL APPLICATION PERMIT SUBMITTAL �td'NG Department of Community& Economic Development City of Arlington •18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways, and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8"minimum scale. Details a minimum'/-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. 6/16LP Page 3 of 4 Gt y Gf COMMERCIAL APPLICATION PERMIT SUBMITTAL I G Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run,landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater I height. b) Eight feet or less,show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use shall be provided and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington 6/16LP Page 4 of 4 - Atwl>G�O Permit#: 2579 Permit Date: 05/30/19 Project Name: HCI Steel Buildings New Construction Site Address: 6310 188th Street NE Company/Applicant Name: HCI Steel Buildings, LLC Company/Applicant Address: 17833 59th Ave NE Ste C City, State, Zip: Arlington, WA 98223 Contact: Ted Wheeler Phone: 206-383-0665 Email: ted@hcisteelbuilding.com Permit Type: Commercial New Valuation: 1631760.00 Square Feet: 18500 Number of Stories: 2 Type of Construction: Occupancy Type: Proposed Use: Commercial New MIC/Opportunity Zone: MIC Permit Issued: 09/17/2019 Permit Expires: DNU: Issued Status: ISSUED Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200100400 6310 188TH AVE NE WHEELER TED& 349 Other Fabricated EWA Metal Products NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# HCI Steel Buildings Ted Wheeler 360-403-4900 17833 59th CONTRACTOR HCISTSB864DE Avenue NE,#C Plan Reviews Date Review Type Description Assigned To Review Status 05/30/2019 Commercial Building Building In Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $11,692.33 Processing/Technology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Building Plan Review Fee 345.83.00.00 $8,789.62 Traffic Mitigation-City 345.85.00.02 $36,905.00 Total $57,43695 Payments Date Paid By Description Payment Type Accepted By Amount 09/17/2019 HCl check#8108 Latina Peterson $57,436.95 Outstanding Balance $0.00 Notes Date Note ;reared By. 01/03/2020 Received revised submittal for post removal. Kristin Foster 05/30/2019 Permit Management:Stacy Smith 425-238-6324 Stacy@stacysmith.net Raelynn Jones Uploaded Files Date File Name 09/17/2019 5616553-2579 Issued Pemiit.pdf 05/30/2019 5132250-HCI Foundatiampdf 05/30/2019 5132249-HCI DrainagL&eport 7.01.18.pdf 05/30/2019 5132248-HCI Building Plan.pdf 05/30/2019 5132247-HCI Building Permit pp.pdf Permit#• 2579 Permit Date: 05/30/19 Project Name: HCI Steel Buildings New Construction Site Address: 6310 188th Street NE Company/Applicant Name: HCI Steel Buildings, LLC Company/Applicant Address: 17833 59th Ave NE Ste C City, State, Zip: Arlington, WA 98223 Contact: Ted Wheeler Phone: 206-383-0665 Email: ted@hcisteelbuilding.com Permit Type: Commercial New Valuation: 1631760.00 Square Feet: 18500 Number of Stories: 2 Type of Construction: Occupancy Type: Scope of Work: Commercial New MIC/Opportunity Zone: MIC Permit Issued: 09/17/2019 Permit Expires: DNU: Issued Status: ISSUED Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200100400 6310 188TH AVE NE WHEELER TED& 349 Other Fabricated EWA Metal Products NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# HCI Steel Buildings Ted Wheeler 360-403-4900 17833 59th Avenue CONTRACTOR HCISTSB864DE NE,#C Plan Reviews Date Review Type Description Assigned To Review Status 05/30/2019 Commercial Building Building In Review Fees Fee Description Notes Amount Building Permit Fee Table 4-1 $11,692.33 Processing/Technology Fee S25.00 State Surcharge-Commercial Commercial Only S25.00 Building Plan Review Fee Table 4-2 S8,789.62 Traffic Mitigation-City Single Family S36,905.00 Total $57,436.95 Payments Date Paid By Description Payment Type Accepted By Amount 09/17/2019 HCI check#8108 Launa Peterson S57,436.95 Outstanding Balance $0.00 Notes Date Note Created By: 04/30/2020 Received revised foundation plans/calculations.Routed for review. Raelynn Jones 01/03/2020 Received revised submittal for post removal. Kristin Foster 05/30/2019 Permit Management:Stacy Smith 425-238-6324 stacy@stacysmith.net Raelynn Jones Uploaded Files Date File Name 09/17/2019 5616553-2579 issued Permit.pd 05/30/2019 5132250-HCI Foundation.& 05/30/2019 5132249-HCI Drainage Report 7.01,18.pdf 05/30/2019 5132248-HCI Building Plan.pdf 05/30/2019 5132247-1-10 Building Pen-nit AOP.pdf I FOUNDATION CALCULATIONS 60'x210' Metal Building with 60'x60' Metal Building MVE #191158 HCI OFFICE/WAREHOUSE Arlington, Washington Received JAN 0 3 2019 Metal Building Supplied By; REVISED 43PD?G,1,1 HCI STEEL BUILDINGS LLC ¢owt'LL,l 17833 59th Ave. NE, Suite C Arlington, WA 98223 ►A'�'O, 7 7 �s A sIo L Design by; 'JAN 0 2 2020 MOUNTAIN VIEW ENGINEERING SERVICES 30 No. Main, Suite A Brigham City, Utah 54302 Phone (4M) 734--97N • Fax (4W) 734--9319 15 pages of Calculations �� ■. � � � � � � _ � � � � ti ' � ■ ' � ■ �. MOUNTAIN VIEW Page: 1 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 Phone�,35j 7s+-`9M•Fox On)iorn `734-0510 02 Subject: HCI OFFICENVAREHOUSE By: JVL Building Descr: 60'x210" Metal Building with 60'x60' Metal Building Location: Arlington, Washington DESIGN CRITERIA : Ground Snow Load 25 psf Floor Live Load 100 psf Roof Snow Load 25 psf Floor Dead Load 50 psf Roof Live Load 20 psf Floor Collateral Load 1 psf Roof Collateral Load 5 psf Code: 2015 IBC SDS &755 Wind Speed 115 mph Seismic Design Category D Exposure C Site Class D Importance Factor 1 Other Loads: Soil Bearing 1500 psf(assumed) Frost Depth 18 inches Notes: Reactions per HCI STEEL BUILDINGS LLC drawings. Concrete and Reinforcement: Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar- ASTM A615 grade 60 MOUNTAIN VIEW Page: 2 ENGINEERING SERVICES Job: MVE#191156 HCI STEEL BUILDINGS LLC Date: 01/02/20 302 10 Phor( ' 17Fh(e`79n4W)7+- 00• a ui e,19 Subject: HCI OFFICE/WAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Sidewall Footings (Lines 2, 3, & 111 Grid D and Lines 2, 3, 5, 8, 10, & 11 / Grid G) PD+L= 28.0 kips FH = 10.4 kips Uplift= 16.3 kips Check Soil Bearing Use 5.0 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #5 bars each way. B req'd = 4.32 ft q = 1120 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.25 in2 L req'd = 6.6 ft- reinf. slab (64 W1.4xW1.4 min,) L req'd = 10 ft- unreinforced slab Use # 5 hairpin w/ 8 foot legs. uplift Design uplift= 16.3 kips Weight of Footing and Soil = 8.13 kips Slab Thickness= 6 inches Weight of Concrete Slab= 6.19 kips Depth to top of Ftg. = 18 inches Weight of Foundation Wall= 3.00 kips OS Conc. to CL Footing = 12 inches Total= 17.31 kips Length of Wall for Uplift= 25 feet Wall Thickness= 8 inches Factor of Safety = 1.06 > 1.0 OK Sidewall Corner Footings (Line 13 / Grids D & G) PD+L = 43.4 kips FH = 10.2 kips Uplift= T5 kips Check Soil Bearinq Use 5.5 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #5 bars each way. B req'd = 5.38 ft q = 1435 psf OK Horizontal Force Use rebar hairpins to resist horizontal force, As req'd = 0.25 in2 L req'd = 6.4 ft- reinf. slab (64 W1.4xW1.4 min.) L req'd = 10 ft- unreinforced slab U Ip Ift Use # 5 hairpin w/ 8 foot legs. - Design uplift= 7.5 kips Weight of Footing and Soil = 9.83 kips Slab Thickness= 6 inches Weight of Concrete Slab= 2.19 kips Depth to top of Ftg, = 18 inches Weight of Foundation Wall= 2,18 kips (EW) OS Conc. to CL Footing = 4 inches Total = 14,20 kips (SW) OS Conc, to CL Footing = 12.0 inches Length of Wall for Uplift= 20 feet Factor of Safety = 1.9 > 1.0 OK Wall Thickness= 8 inches MOUNTAIN VIEW Page: 3 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 Phone(M)n73 l`0700- Fo(4M 7a+-in16o40` Subject: HCI OFFICEMA REHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Sidewall Footings (Line 12 I Grids D & G) PD+L = 42,9 kips FH = 9.8 kips Uplift= 12.7 kips Check Soil Bearinq Use 6.0 ft2 x 16 inch deep footing Allowable Pressure = 1500 psf reinforced with (7) #5 bars each way. B req'd = 5.36 ft q = 1192 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.24 in2 L req'd = 6.2 ft-reinf. slab(64 W1.4xW1.4 min.) L req'd = 9.8 ft-unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 12.7 kips Weight of Footing and Soil = 12,60 kips Slab Thickness = 6 inches Weight of Concrete Slab= 5.78 kips Depth to top of Ftg. = 18 inches Weight of Foundation Wall = 2.85 kips OS Conc, to CL Footing = 12.0 inches Total = 21.23 kips Length of Wall for Uplift= 25 feet Wall Thickness= 8 inches Factor of Safety = 1.67 > 1.0 OK Interior Footinq (Line 5 I Grid D) PD+L = 41.9 kips FH = 10.3 kips Uplift= 18.5 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 6.0 ft2 x 24 inch deep footing B req'd = 6.29 ft reinforced with (8) #5 bars each way. q = 1164 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.25 In2 L req'd = 11.7 ft-reinf. slab (64 W1 AxW1.4 min.) L req'd = 19 ft- unreinforced slab Use # 5 hairpin w/ 12 foot legs. Uplift Design uplift= 18.5 kips Weight of Footing and Soil = 12.60 kips Slab Thickness = 6 inches Weight of Concrete Slab = 8,10 kips Thickness Above Ftg.= 0 inches 20,70 kips Factor of Safety = 1.12 > 1.0 OK MOUNTAIN VIEW Page: 4 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 PnonNOW ;+-9700 Dr oh c'n,.w`) 73%+-9610 2 Subject: HCI OFFICEIWAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Lines 4 & 10 I Grids B & C) PD+L= 21 A kips FH = 8.0 kips Uplift= 11.1 kips Check Soil Bearing Use 4.5 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req'd = 3.78 ft q = 1057 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.19 in2 L req'd = 5.1 ft- reinf. slab(6x6 W1.4xW1.4 min.) L req'd = 8 ft-unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 11.1 kips Weight of Footing and Soil= 6.08 kips Slab Thickness = 6 inches Weight of Concrete Slab= 5.28 kips Depth to top of Ftg, = 18 Inches Weight of Foundation Wall= 2.33 kips OS Cona to CL Footing = 5.5 inches Total= 13.68 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety = 1.23 >1.0 OK Thickened Edge Depth = 18 inches Interior Footings (Line 12 / Grids E & F) PD+L= 40.8 kips FH = 0.0 kips Uplift= 0,0 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 6.0 ft2 x 24 inch deep footing B req'd = 5.22 ft reinforced with (11) #5 bars each way. q = 1133 psf OK Uplift Design uplift= 0.0 kips Weight of Footing and Soil = 12.60 kips Slab Thickness = 6 inches Weight of Concrete Slab= 4,80 kips Thickness Above Ftg.= 0 inches 17.40 kips Factor of Safety = NA > 1.0 OK ti MOUNTAIN VIEW Page: 5 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 Phan:o435)i'73-9700•Br h(W)734-0810 2 Subject: HCI OFFICEIWAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Line 1 I Grids E & F) PD+L= 14.4 kips FH = 5.9 kips Uplift= 9,8 kips Check Soil Bearing Use 3,5 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #4 bars each way. B req'd = 3.10 ft q = 1176 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.14 in2 L req'd = 3.7 ft-reinf, slab(6x6 W1.4xW1.4 min.) L req'd = 5.9 ft- unreinforced slab Use # 4 hairpin w/ 4 foot legs. Uplift Design uplift= 9.8 kips Weight of Footing and Soil = 2.87 kips Slab Thickness= 6 inches Weight of Concrete Slab = 4.66 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall= 2.48 kips OS Conc. to CL Footing= 5.5 inches Total= 10.00 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety= 1.02 > 1.0 OK Thickened Edge Depth = 18 inches Endwall Footings (Line 13 /Grids E & F) PD+L= 41.0 kips FH = 3.4 kips Uplift= 0.0 kips Check Soil Bearing Use 5.5 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #5 bars each way. B req'd = 5.23 ft q= 1355 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.08 in2 L req'd = 2.1 ft- reinf. slab (64 W1.4xW1 A min.) L req'd = 3.4 ft- unreinforced slab Use # 4 hairpin w/ 4 foot legs. It Design uplift= 0.0 kips Weight of Footing and Soil = 7.88 kips Slab Th ckness = 6 inches Weight of Concrete Slab= 6.22 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.18 kips OS Conc. to CL Footing = 5.5 Inches Total = 16.27 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety = NA > 1.0 OK Thickened Edge Depth = 18 inches MOUNTAIN VIEW Page: 6 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 pho�g(41W)iSuite 7M•oxxi+sCi`7s,`-9010 Subject: HCl OFFICEMAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Waq)hington Sidewall Inside Corner Footinq (Line 10 / Grid D) PD+L = 54.0 kips *Note: Endwall Reactions from Buildings A& B will fall on the same footings, so reactions FH = 10.3 kips used for footing design are cumulative, with the footing centered as indicated below. Uplift= 23.5 kips SIDEWALL Check Soil Bearing Allowable Pressure= 1500 psf I E"DWALL Use TO ft2 x 18 inch deep footing B req'd = 6.00 ft reinforced with (9) #5 bars each way. q = 1102 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.25 in2 L req'd = 6.5 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 10.3 ft-unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 23.5 kips Slab Thickness= 6 inches Weight of Footing and Soil = 15.93 kips Depth to top of Ftg. = 18 inches Weight of Concrete Slab= 7.29 kips (SW) OS Conc. to CL Footing = 2.1 inches Weight of Foundation Wall = 1.96 kips (EW) OS Conc. to CL Footing= 4 inches Total = 25.17 kips (SW) Length of Wall for Uplift= 10 feet (EW) Length of Wall for Uplift= 10 feet Wall Thickness= 8 inches Factor of Safety = 1.07 > 1.0 OK r 10 MOUNTAIN VIEW Page: 7 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 Phone oM& 397W Fam W)?+-"10 Subject: HCl OFFICE/WAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Inside Corner Footinq (Line 4 / Grid D) PD+L = 12,1 kips FH= 4.4 kips Uplift= 5.0 kips Check Soil Bearing F1 SIDEWALL Allowable Pressure= 1500 psf ''''"'`` Use 3.5 ft2 x 12 inch deep footing B req'd = 2.84 ft reinforced with (5) #4 bars each way. q = 988 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = '0.11 in2 L req'd = 2.8 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 4.4 ft-unreinforced slab Use # 4 hairpin w/ 6 foot legs. Uplift Design uplift= 5.0 kips Slab Thickness= 6 inches Weight of Footing and Soil = 2.45 kips Depth to top of Ftg. = 12 inches Weight of Concrete Slab= 2.74 kips (SW) OS Conc, to CL Footing= 10.5 inches Weight of Foundation Wall= 2.60 kips (EW) OS Conc. to CL Footing= 4.5 inches Total= 7.79 kips (SW) Length of Wall for Uplift= 10 feet (EW) Length of Wall for Uplift= 10 feet Wall Thickness= 8 inches Factor of Safety = 1.56 > 1.0 OK MOUNTAIN VIEW Page: 8 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 302 Is Pno�vi+3si Y ha700•raw,Mi y+`-e519 Subject: HCl OFFICEMAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Lines 6 & 9 / Grid A) Pp+L = 9.4 kips FH = 6,2 kips Uplift= 9.1 kips Check Soil Bearinq Use 3.5 ftZ x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #4 bars each way. B req'd = 2.50 ft q = 767 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.15 in2 L req'd = 3.9 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 6.2 ft-unreinforced slab Use # 4 hairpin w/ 6 foot legs. Uplift Design uplift= 9.1 kips Weight of Footing and Soil = 2.82 kips Slab Thickness= 6 inches Weight of Concrete Slab= 4.81 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.03 kips OS Conc, to CL Footing = 12 inches Total = 9.66 kips Length of Wall for Uplift= 17 feet Wall Thickness= 8 inches Factor of Safety= 1.06 > 1.0 OK Corner Footings (Lines 4 & 10 / Grid A) Po+L = 5.8 kips FH = 6.2 kips Uplift= 6.4 kips Check Soil Bearing Use 3.5 ftZ x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #4 bars each way. B req'd = 1.97 ft q = 473 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.15 in2 L req'd = 3.9 ft- reinf, slab (64 W1.4xW1 A min.) L req'd = 6.2 ft-unreinforced slab Una Use Use # 4 hairpin w/ 6 foot leg Design uplift= 6.4 kips Weight of Footing and Soil= 2.82 kips Slab Thickness = 6 inches Weight of Concrete Slab = 3.08 kips Depth to top of Ftg, = 12 inches Weight of Foundation Wall = 2.03 kips (EW) OS Conc. to CL Footing = 4 inches Total = 7.93 kips (SW) OS Conc. to CL Footing = 12.0 inches Length of Wall for Uplift= 17 feet Factor of Safety = 1.2 > 1.0 OK Wall Thickness = 8 inches MOUNTAIN VIEW Page: 8 ENGINEERING SERVICES Job: MVE#191158 HCl STEEL BUILDINGS LLC Date; 01/02/20 345 r :i+i�+°i 70�00&a c+ i +ve°,°oJ02 Subject: HCl OFFICEIWAREHOUSE By; JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Corner Footings (Line 1 / Grids D & G) PD+L = 5,6 kips FH = 2.1 kips Uplift= 3.6 kips Check Soil Bearinq Use 3.0 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (4) #4 bars each way. B req'd = 1.93 ft q = 622 psf OK Horizontal Force Use rebar hairpins to resist horizontal force, As req'd = 0.05 in2 L req'd= 1.3 ft-reinf. slab(6x6 W1.4xW1.4 min.) L req'd= 2.1 ft-unreinforced slab Use# 4 hairpin w/ 6 foot legs. Uplift Design uplift= 3.6 kips Weight of Footing and Soil = 2.06 kips Slab Thickness= 6 inches Weight of Concrete Slab= 2.84 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.10 kips (EW) OS Conc. to CL Footing = 4 inches Total= 7.01 kips (SW)OS Conc. to CL Footing = 12.0 Inches Length of Wall for Uplift= 17 feet Factor of Safety = 1.9 > 1.0 OK Wall Thickness= 8 inches MOUNTAIN VIEW Page: 10 ENGINEERING SERVICES Job; MVE#191168 HCI STEEL BUILDINGS LLC Date: 01/02/20 Pho No.W) 4-9 A aFco(4 My,)7 Utah+-9 �2 Subject: HCI OFFICE/WAREHOUSE By: JVL Vhom(4SS)704-Y700 For(�75)7JM-9D1B Worst Case: 3/4" Sidewall Anchors ANCHOR ROD GROUP CHECK (per ACI 318.14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 29.60 kips Side-firce Blowout of Anchors in'tension(17.4.4) Shear Force on Anchors(VU)= 16.48 kips hEF>2.5 c,I NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D s, <6c., ? YES NOT CONTROL Number of Anchors(n)= 4 Ca2<3cal ? YES R= 0.82 Number of Anchors in Tcnsion(n)= 4 N9b- 160ca1ABRc0 5XafC SR = 102.58 kips Anchor Diameter(da)= 0.75 in AsE= 0.334 in^2 Therefore, Nsbg=(1-Fso/6cai)N,b = 107,46 kips Anchor Spacing Perpendicular to Load (si)= 3 in = 0.75 `YN,bg = 80.60 kips Anchor Spacing Parallel to Load (s2)= 3 in Spacing of outer Anchors(so)= 3 in Steel Streneth of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used'? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0,6nA,tF,,a = 46.49 kips Tensile Strength of Anchors(F,,a)= 58 ksi c� = 0.65 (OVs = 30.22 kips Edge Distance in Load Direction(c.1)= 10.5 in Edge Distance Perpendicular to Load(cat)= 24 in Concrete Breakout Streneth of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Av,= 496.125 in^2 Av.. =4.5(ca1)2= 496.125 in^2 Axial Eccentricity(e'N)= 0 in ` ,,, = 1/(1+2e'v/3ca,)<= 1.0 `' ,v = 1.000 Shear Eccentricity(e'v)= 0 in Cat>= 1.5cai ? YES Yrd,v = 1.000 Cracking at Service Loads? YES `Yc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness; ha = 26 in `l`h,v = 1.000 Nsa = nAsEFu,a = 77.49 kips Vb = 7(L,/da)02da°'PC'5ca115 = 15.63 kips = 0.75 (�N,a = 58.12 kips V,, = 9hafC0 5CaII5 = 15.31 kips CONTROLS AN, '1'e�,v`Yed,v'1'�,v`Yh,vVb 18.37 kips Concrete Breakout Strene nth of Anchors in Tension(17.4.2) V`bg = Avc = ANC= 1552.5 in^2 A,,.. =9hef- 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the ` ,,.N = 1/(1+2e'N/3hEF)<- 1.0 ` _', = 1.000 top of the footing,tensile capacity of the bars will control. Ca(mi„)< 1.5hEF ? YES T,,N = 0.850 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES To = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore `Pcp,N = 1.000 Tensile Capacity of Ties= 59.4 kips hEF>= I I in.? YES kc = 24 Therefore, V,bg = 59.40 kips (� = 0.75 0 bg = 44,55 kips Nb = kc),a fcO5hEF5/3 = 65.06 kips Ncbg _ A\c `Y«.N`l'�a,u`1'�,N'f,p,NNb = 48.67 kips Concrete Tryout Strength of Anchors in Shear(17.5.3) - ANce hEF= 14 in So,k,p= 2 Therefore, V,9= k�PN,bg = 97.34 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 (bV,g = 68.14 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC=C,D,F.,a F REDUCE*CONCRETE:ILL00'. 7*1.*NV10N 11YO 75 ALLOW.TENSION(Q)NN)- 58.12 kips> 29.6 kips OK 4) = 0.75 WNCBG= 1 1 1.60 kips ALLOW,SHEAR N)VN)® 30.22 kips a 16.5 kips OK Pullout Sten of Anchors in Tension (17.4.3) CHECK SHEAR/TENSION INTERACTION ABRc= 2.21 21 in^2 FOR 1/4" PLATE WASHER Np= 8 `F BRafC = 44,20 kips - Nu A>0.20NN? YES UNITY CHECK REQUIRED Crackingat Service Loads. YES ,;,p - 1 VuA>0.2(DVN? YES NPN(group)= n`1',.pNp = 176.80 kips NUA Van + = 1.05 < 1.20 OK = 0.7 4)NPN(group) = 123.76 kips ; NN (I)VN MOUNTAIN VIEW Page: 10 ENGINEERING SERVICES Job; MVE#191168 HCI STEEL BUILDINGS LLC Date: 01/02/20 5i5 (35) 94Rr A•Br$ghmFm(4 City, 4--9 12 Subject: HCI OFFICE/WAREHOUSE By: JVL FTene(4S5)7JF-i709� Fm(1JS)7J�F9519 Worst Case: 3l4" Interior Anchors ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 29.60 kips Side-f•Ire (Ilowout oi'Anehors in'Pension(17 4 4) Shear Force on Anchors(Vu)= 16.48 kips hEF>2.5 c,i NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D S1 <6c,l ? YES NOT CONTROL Number of Anchors(n)= 4 ca2<3cai ? YES R= 0.5 Number of Anchors in Tension(n)- 4 N9b= 160c,i ABRco 5XefCo 5R = 214.07 kips Anchor Diameter(dB)= 0.75 in Asp= 0.334 in^2 Therefore, Nft=(l+so/6cai)Nsb = 217.04 kips Anchor Spacing Perpendicular to Load (sl)- 3 in = 0.75 �Nsbs = 162.78 kips Anchor Spacing Parallel to Load (Sz)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hpF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEFui, = 46.49 kips Tensile Strength of Anchors(F„,,)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(c,i)= 36 in Edge Distance Perpendicular to Load(caz)= 36 in Concrete Breakout Strength of Anchors in Shear(17 5 2) Concrete Strength(fc)= 2500 psi Ave= 2100 in^2 Av.. =4.5(c,)Z= 5832 in^2 Axial Eccentricity(e'N)= 0 in q'e,, = 1/(1+2e'v/3e,1)<= 1.0 T,e'v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5c,1 ? NO 'P,d,v = 0.900 Cracking at Service Loads? YES 11 ,v = 1.200 Steel Strength of Anchors in'Pension(17.4.1.2) Thickness: h, = 24 in `1'h,v = 1.500 Nsa = nASEFu,a = 77.49 kips Vb = 7(Le/da)°'-da05fCo'Ca I15 = 99.24 kips = 0.75 �N,a = 58.12 kips Vh = 9%,fco 5c,i 1 5 = 97.20 kips CONTROLS Concrete Breakout Strength of Anchors in Tendon(17 4 2) Vehg - A�o `l'ee,v`l'ea,v`hc,v`l'h,vVn = 56.70 kips ANe= 2025 in^2 ANc" =9hef- 1764 in-2 Concrete breakout in shear will be resisted by rebar ties at the Yec,N = 1/(1+2e'N/3hEF)<= 1.0 `Pee,, = 1.000 top of the footing,tensile capacity of the bars will control. ca(.in)< 1.5hEF ? NO `Ped,N = 1,000 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES TP.N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore ` ,p,N = 1.000 Tensile Capacity of Ties= 59.4 kips hEr•>= 11 in.? YES kC = 24 Therefore, Vebg = 59.40 kips = 0.75 4 Vcbg = 44.55 kips Nb = kC�,,fc 5hprsn = 65.06 kips P = 74.68 kips Concrete Prvout Strength of Anchors in Shear(17 5 3) Ncbg _ Nc �ec,N�ed,N`l'e,N`1'e ,NNn hpr= 14 in So,k,P= 2 ANcu Therefore, V,P = k, Nebg = 149.37 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 �VePg = 104.56 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD CROUP CAPACITY Number of Verticals= 8 Size of rebar- # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC=C A 1,',& F RIiDC/C.E C ONC'RFT:ill LOW T•PN4ION I!Y 1)75 ALLOW.TENSION (ONN)= 58.12 kips> 29.6 kips OK 0.75 4)NCBo= 111.60 kips ALLOW.SHEAR((DVN)- 30.22 kips> 16.5 kips OK Pullout Strength of Anchors in Pension(17 4 3) CHECK SHEAWTENSION INTERACTION ABRo= 2.21 in^2 FOR 1/4" PLATE WASHER NP= 8ABRofC = 44.20 kips NUA>0.20NN? YES Cracking at Service Loads? YES `Fe,p = 1 V11A>0.2(DVN'? YES UNITY CHECK REQUIRED NPN(group)= n`P,.FNP = 176.80 kips N11A V"A + = 1.05 < 1.20 OK c�  0.7 �NrN(group) = 123.76 kips CNN cDVN MOUNTAIN VIEW Page: 12 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 345 XZ ns(•ui 4--07 o•BFox(4W)City, 4-9318 Subject: HCI OFFICEIWAREHOUSE By: JVL Worst Case: 3/4" Anchors (Line 4 & 10 / Grids B & C) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 17.76 kips Side-face Blowout of Anchors in'Pension(17.4.4) Shear Force on Anchors(Vu)= 12.80 kips hFF>2.5 ca, YES Seismic Design Category= D si <6cai ? YES Number of Anchors(n)= 4 C,<3ca, ? NO R= 1 Number of Anchors in Tension(n)= 4 Nsb= 160ca,ABRG05]vafc 5R = 47.57 kips Anchor Diameter(da)= 0.75 in ASE- 0.334 in^2 Therefore, Nsis-(1+s0/6cai)Nsb = 55.50 kips Anchor Spacing Perpendicular to Load (s,)= 4 in = 0.75 c�N5br, = 41.62 kips Anchor Spacing Parallel to Load (S2)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEFa,a = 46.49 kips Tensile Strength of Anchors(Fa,a)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(cal)= 4 in Edge Distance Perpendicular to Load(caz)= 21 in Concrete Breakout Strength of Anchors in Shear(17.5.21 Concrete Strength(fc)= 2500 psi AV.= 72 in^2 Avg" =4.5(Cal)'= 72 in"2 Axial Eccentricity (e'N)= 0 in `1Ta",v = 1/(1+2e'v/3ca,)<= 1.0 `,c,v = 1.000 Shear Eccentricity(e'v)= 0 in Ca2>= 1.5Ca, ? YES Y"'V = 1.000 Cracking at Service Loads? YES `Y,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 24 in ` "V = 1.000 Nsa = nASEFutn = 7 )0 7.49 kips Vb = 7(Le/da2da0 5f c'Cal 1 5 = 3.68 kips = 0.75 c�Nsa = 58.12 kips Vb = 9XafC05 Cal 1 S = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) V`bs = A v` `I'ea,v4'rd,v`I'a,v`Yb,vVb = 4.32 kips �cn ANa= 1192.5 in^2 AN�o =9haf= 1764 in-2 Concrete breakout in shear will be resisted by rebar ties at the `P ,N = 1/(1+2e'N/3hEF)<= 1.0 `Pe,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min)< 1.5hF,F ? YES `Ped,N = 0.757 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `Pc,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore `YcP,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= I in.? YES kc = 24 Therefore, V,by = 39.60 kips � = 0.75 �V�ns = 29.70 kips Nb = kc1,,a fc ShEFS" = 65.06 kips Nc Concrete Prvout Strength of Anchor:v in Shear(17.5.3) N�bg = `Y�,N`1`ed,N'P�,N P�P,NNb = 33.30 kips her= 14 in So,k,P= 2 A Nl'V Therefore, V"P9= k,^bs = 66.60 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 �V,139 = 46.62 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 4 Tensile strength of the reinforcement= 96 kips(ULT) SDC*-C:D.E.& F REIMICE C U 'C'RETEALLO1Y. TENSION BY 0 71 ALLOW.TENSION(4)NN)- 31,22 kips> 17.8 kips OK = 0.75 raNCBG= 72.00 kips ALLOW.SHEAR(4)VN)= 29.70 kips> 12.8 kips OK Pullout Strength of Anchors in'Pension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG- 2.21 in^2 FOR 1/4"PLATE WASHER NP= 8ABRGfG = 44.20 kips NuA>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES T ,P = 1 VUA>0.2(bVN? YES NPN(group)= n`P,PNp = 176.80 kips NUA VuA = 100 1.20 OK = 0.7 �NPN (group) = 123.76 kips ON, + . mv, OK MOUNTAIN VIEW Page: 13 ENGINEERING SERVICES Job: MVE#191168 HCI STEEL BUILDINGS LLC Date: 01/02/20 M No.Main,Salty h Or$* City,Utah 94M Phan(435)734 07DO, Fox(4n) s,.-o„o Subject: HCI OFFICEIWAREHOUSE By: JVL Worst Case: 3/4" Anchors (Grid A) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 14.56 kips Side-face Blowout of Anchors in Pension(17.4.4) Shear Force on Anchors(Vu)= 9.92 kips hEF>2.5 car YES Seismic Design Category= D si <6cai ? YES Number of Anchors(n)= 4 ca2<3car ? NO R= 1 Number of Anchors in`Pension(n)= 4 Ns6= 160ca,ABRG05?,afc SR = 47.57 kips Anchor Diameter(da)= 0.75 in ASE= 0,334 in^2 Therefore, Nsbg=(1+s0/6c,i)Ns6 = 53.52 kips Anchor Spacing Perpendicular to Load (si)= 3 in = 0.75 �NsL,g = 40.14 kips Anchor Spacing Parallel to Load (s2)= 3 in Spacing of outer Anchors(s(,)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth NO= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nAsEFu,o = 46.49 kips Tensile Strength of Anchors(F.,a)= 58 ksi = 0.65 TVs = 30,22 kips Edge Distance in load Direction(cai)= 4 in Edge Distance Perpendicular to Load(cat)= 20 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi AVM= 72 in^2 Av.. =4.5(ca1)2= 72 in^2 Axial Eccentricity(e'N)= 0 in Y,,v = 1/(1+2e'v/3ca1)<= 1.0 T',v = 1.000 Shear Eccentricity(e'v)= 0 in cn2>= 1.5ca, ? YES Y"'v = 1.000 Cracking at Service Loads? YES T,,v = 1.200 Steel Strength of Anchors in'tension(17.4.1.2) Thickness: ha = 18 in Thy = 1.000 Nsa = nAsEFu,a = 77.49 kips V6 = 7(Lu/da)02da05fc sea,1 5 = 3.68 kips = 0.75 (�Nsa = 58.12 kips Vb = 9llafo0 Sca,'5 = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) V`bs = A�o `Ye�,v'1'ea.vy'�,v'1'h,vVh = 4.32 kips ANC= 702.25 in^2 AN,a =9her= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the ` ,e', = 1/(1+2e'N/3hEF)<= 1.0 TY ,N = 1.000 top ofthe footing,tensile capacity ofthe bars will control. Ca(mm)< 1.5hEF ? YES `Y,,N = 0.757 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES T,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore `Y p.N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, Vcbs = 39.60 kips 4) = 0.75 OV�be = 29.70 kips N6 = kcXa fc ShEF5a = 65.06 kips N.hg ANa �Yec,N�Yed,N�c,N,YcP.NNb = 19.61 kips Concrete Prvoul Strenglh of Anchors in Shear(17.5.3) = ANcu hEF= 14 in So,kip= 2 Therefore, V,9= kcPN 6y = 39.22 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 �V�Ps 27.45 kips so concrete breakout will be limited by the tensile strength ofthe rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 4 Size of rebar= # 4 Tensile strength ofthe reinforcement- 48 kips(ULT) SDC=C.A E.A /'REDUCE CONC'REMALLOW, TEI IONR)'275 ALLOW.TENSION((pNN)= 27,00 kips> 14,6 kips 2K = 0.75 �NcBG= 36.00 kips ALLOW,SHEAR(4)VN)= 27.45 kips> 9,92 kips Oh Pullout Strength of Anchors in'tension(17.4.3) CHECK SHEAR/TENSION INTERACTION Aertc= 2.21 in^2 FOR I/4" PLATE WASHER NP= 8ABRcfc = 44.20 kips Ntin>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES `P�P = l VLJn>0.2q)VN? YES NPN(group)= n`Y,PNP = 176.80 kips Nun Vun + = 0.90 < 1.20 OK (� = 0,7 (ONPN(group) = 123.76 kips <pNN (I)VN I MOUNTAIN VIEW Page: 14 ENGINEERING SERVICES Job: MVE#191168 HCI STEEL BUILDINGS LLC Date: 01/02/20 Phone(435),+"o7uu Fox BrighamW)City,+-951"02 Subject: HCI OFFICE/WAREHOUSE By: JVL Worst Case: 3/4" Anchors (Grid 13) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 12.00 kips Side-face Blowout of Anchurs in"ren%ion(17.4.4) Shear Force on Anchors(Vu)= 16.32 kips h,,:>2.5 c,, YES Seismic Design Category= D Si <6c,i ? YES Number of Anchors(n)= 4 C,Z<3ca, ? NO R= I Number of Anchors in Tension(n)= 4 Nsb= 160c;,,ABR(30 5aaf C 5R - 47.57 kips Anchor Diameter(d,)= 0.75 in As,= 0,334 in-2 Therefore, Nsb,=(1+so/6c,,)Nsb = 53.52 kips Anchor Spacing Perpendicular to Load (s,)= 3 in = 0.75 Nsb, = 40.14 kips Anchor Spacing Parallel to Load (sz)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)- 36 ksi Vs = 0.6nA1EF,,,, = 46.49 kips Tensile Strength of Anchors(F"„)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(c,,)= 4 in Edge Distance Perpendicular to Load(c,,)= 20 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(Pc)= 2500 psi Av.= 72 inn2 Av.. =4.5(Ca,)2= 72 in12 Axial Eccentricity(e'N)= 0 in ` ,,.v = 1/(1+2e'v/3ca,)<= 1.0 `l 'v = 1.000 Shear Eccentricity(e'v)= 0 in Cat>= 1.5C,, ? YES ` "'v = 1.000 Cracking at Service Loads? YES T..v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness; ha = 18 in `1'b v = 1.000 Nsa = nAsEFuta = 77.49 kips Vb = 7(La/dn)°2dno 5f e,1c,1 5 = 3.68 kips = 0.75 �Nsa = 58.12 kips Vb = 9XnfCO'Ca,is = 3.60 kips CONTROLS Concrete Breakout Strength of Anchor%in Tension(17.4.21 V°bs = A<o Y'e=•v11'edv`1',v`1'b,vVb = 4.32 kips ANC= 702.25 in^2 AN�o =9her'- 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the ` _., = 1/(1+2e'N/3h,,)<= 1.0 T,e,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min)<1.5h,, ? YES Ted,, = 0.757 Tie Size= # 3 bar Bar Area= 0,11 in12 Cracking at Service Loads? YES `N .N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore 'P,P N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= I in.? YES kC = 24 Therefore, V6, = 39.60 kips (P = 0.75 (W6P = 29.70 kips Nb = kcX.fc'hBF5/3 = 65.06 kips A Concrete Pr�•uut Strength of Anchors in Shear(17 5 3) ANo Nebo - Na `1'ee,N'1'ed,N�'�,N'1'�P.NNb - 19.61 kips hEF= 14 in So,k�P= 2 Therefore, V,9- k,N,bs = 39.22 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 4'VcPs = 27.45 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 4 Size of rebar= # 4 Tensile strength of the reinforcement- 48 kips(ULT) SIC=C.D.E.A F RGDVCI'CONCRETE ALLOW. rrws/DA'B r 0 71 ALLOW.TENSION(ONN)= 27.00 kips> 12 kips OK _ 0.75 (�NCBc= 36.00 kips ALLOW.SHEAR((DVN)= 27.45 kips> 16.3 kips OAS Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRa= 2.21 in^2 FOR 1/4" PLATE WASHER NF= 8ABRofC = 44.20 kips NUA>0.20NN ? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES P,P = 1 VUn>0.2(DVN? YES NPN(group)= n`i',pNP = 176.80 kips VUn + VUn = 1.04 < 1.20 OK (� = 0.7 (�NpN(group) = 123.76 kips CNN (I)VN MOUNTAIN VIEW Page: 15 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 01/02/20 30 H0.M5) "ulto A• BFax(4 CBy,Utah4-9 10 Subject: HCI OFFICEMAREHOUSE By: JVL anon.(gas)»ti-a7oo• Fax(4a+)7�ea�e Worst Case: 3/4" Anchors (All Others) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 5.76 kips Side-race Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(Vu)= 3.36 kips hEF>2.5 c,, YES Seismic Design Category= D s, <6c,, ? YES Number of Anchors(n)= 4 ca2<3ca1 ? NO R= I Number of Anchors in Tension(n)= 4 Nsb= 160ca,ABRc,0 5k,,fc SR = 25.88 kips Anchor Diameter(d,)= 0.75 in AsE= 0,334 in^2 Therefore, N,bs=(1+so/6ca,)N,b = 29.11 kips Anchor Spacing Perpendicular to Load (s,)= 3 in = 0.75 �N,bg = 21.83 kips Anchor Spacing Parallel to Load (S2)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEr)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEFa„ = 46.49 kips Tensile Strength of Anchors(F.,a)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(ca,)= 4 in Edge Distance Perpendicular to Load(cat)= 24 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Avg= 72 in^2 Av.. =4.5(ca,)2= 72 in^2 Axial Eccentricity(e'N)= 0 in `P,C,v = 1/(1+2e'v/3c,1)<=1.0 `1_y = 1.000 Shear Eccentricity (e'v)= 0 in cat>= 1.5c,, ? YES ` ,d,v = 1.000 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 18 in ` ,'v = 1.000 Nsa = nASEFa,a = 77.49 kips V6 = 7(L,,/da)o2dao51,C Sea,,5 = 3.68 kips = 0.75 c�Nsa = 58.12 kips Vb = 9a,afc°Sc,,�5 = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in'Pension(17.4.2) V°b8 = Avg Tr.,v`1'�d,v`1'c,vS'6,vVb = 4.32 kips ANC= 1192.5 in^2 ANco =9her2= 1764 in^2 Concrete breakout in shear will be resisted by rebar hairpins at the `YeC,N = 1/(1+2e'N/3hEF)<= 1.0 ''e,N = 1.000 top of the footing,tensile capacity of the bars will control. ca(min)< 1.5hEF ? YES T,d,N = 0.757 Tie Size= # 4 bar Bar Area= 0.2 in^2 Cracking at Service Loads? YES Ta,N = 1.000 Number of Ties at top= 1 Fy= 60 ksi Headed anchors used,therefore ` ,,N = 1.000 Tensile Capacity of Ties= 24 kips hEr>= 11 in. ? YES kc = 24 Therefore, V,,bs = 24.00 kips = 0.75 0 6p, = 18.00 kips N6 = kcX,fco5hEF5/3 = 65.06 kips Nc66 _ AN' Y'a.,N'1'�d,N`1'�,N`1'.P,NN6 Concrete Prvoul Strength of Anchors in Shear(17.5.3) = 33.30 kips her= l4 in So,k,P= 2 ANco Therefore, VCP9= k,i,N,b6 = 66.60 kips - 0.75 �NCBc= 24.97 kips (� = 0.7 0V'P9 = 46.62 kips Pullout Strength of Anchors in Tension(17.4.3) ANCHOR ROD GROUP CAPACITY ABRO= 0.654 in^2 Na= 8ABRafC = 13.08 kips 1DC=C'lAE..l' F'RE!)UCTCONCRI7T:AhLO►V. TENSION BY071 Cracking at Service Loads? YES ` ,.p = 1 ALLOW.TENSION((DNN)= 16.38 kips> 5.76 kips OK NPN(group)= nT,.pNP = 52.32 kips ALLOW.SHEAR((DVN)= 18.00 kips> 3,36 kips OK - 0.7 c'NFN(group) = 36.62 kips CHECK SHEAR/TENSION INTERACTION NuA>0.2(1)NN ? YES UNITY CHECK NOT VIA>0.2e7V,? NO NECESSARY ONN + (DVN = 0.54 < 1.20 OK STRUCTURAL CALCULATIONS 60 ft x 210 ft Metal Building MVE# 191158 HCl Shop/Office Building Arlington, WA Main Building A Received JAN 0.3 2019 Metal Building Supplied By: REVIS �p W:1(,�• HCI STEEL BUILDINGS LLC x` 17833 59th Ave. NE, Suite C o Arlington, WA 98223 x 7, I7 ?A Design by: INMOUNTAIN VIEW 'JAN 02 2020 ENGINEERING SERVICES 345 No. MaFn, Sulu A Brigham Ctty, Utah 84302 Phan• (435) 734—VM0 Fox (4M) 73+-9519 192 Pages of Calculations N9 MOUNTAIN VIEW Page: 1 ENGINEERING, INC. Job: MVE#191168 Date: 12/31/19 345 No.Main,S44 A. EH9ham City, Utah e43t.2 Subject: HCI Shop/Office Building, Arlington,WA By: AS Phone(435)734-9700 Fox(435)734-95t9 DESIGN CRITERIA Code: 2015 International Building Code (ASCE 7-10) A.Total Roof Dead Load 10 psf Roof Dead Load = 5 psf Roof Collateral Load = 6 psf Roof Solar Panel Dead = NA psf B. Total Floor Dead Load = 51 psf Floor Dead Load = 50 psf Floor Collateral Load = 1 psf C. Roof Live Load = 20 psf (Reducible Per IBC 2018 EQ.16-26) D. Floor Live Load = 100 psf E.Roof Snow Load Data Ground Snow Load Pc = 26 psf Flat-roof Snow Load PP = 25 psf Slope Factor C9 = 1.0 Exposure Factor CE = 1.0 Importance Factor is = 1.0 Thermal Factor CT = 1.0 F. Wind Design Data Ultimate Design Wlnd Speed VULT = 116 mph Nominal Design Wind Speed VAso = 89 mph Risk Category = ll Exposure = C Internal Pressure Coefficient = ±0.18 Component and Cladding Max. Loads -73.2 psf Roof, -37.9 psf Wall, G.Earthquake Design Data Risk Category = II Importance Factor le = 1.0 Mapped Spectral Parameters Ss = 1.047 g S, = 0.406 g Site Class = D Design Spectral Parameters So$ = 0.755 g SDi = 0.4314 g Seismic Design Category = D Transverse SFRS = Ordinary Steel Moment Frames Response Modification Factor = 3.5 per ASCE 7 Table 12.2.1 Seismic Response Coefficient(C,) = 0.277 Analysis Procedeure Equivalent Lateral Force Procedure Longitudinal SFRS Ordinary Steel Concentrically Braced Frames Response Modification Factor - 3.25 per ASCE 7 Table 12.2.1 Seismic Response Coefficient(Ce) = 0.298 Analysis Procedeure = Equivalent Lateral Force Procedure H. Frost Depth = 18 Inches J.Special Loads = NA - 3 1 r, 2 .1 o g vi c U p h G I r1�n • `J r n I I � I z � n r m o u clm o �� �'',; .` ; �c•, �. y �' s ._°j y m � :< '� � N .tic -� n„J ..a 1 Y rl I C '1:�v�• fJ tll I c I C I i j 1 �J _ N` H.c.- a-C ✓i��I I..I U � v - y I •. 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(%6) M-9019 119 Pages of Calculations ,� }• :-, �l . ;�, - � ., ,- MOUNTAIN VIEW Page: 1 Job: MVE#191158 Date: 12/31/19 ENGINEERING, INC. 345 No.Main,Suite A• Brigham city, Utah e4302 Subject: HCI Shop/Office Building,Arlington,WA By: AS Phone(435)734-9700 • Fax(435)734-9319 DESIGN CRITERIA Code: 2016 International BulIdIng Code (ASCE 7-10) A.Total Roof Dead Load = 10 psf Roof Dead Load = 6 psf Roof Collateral Load = 5 psf Roof Solar Panel Dead = NA psf B. Total Floor Dead Load = NA psf Floor Dead Load = NA psf Floor Collateral Load = NA psf C. Roof Live Load = 20 psf (Reducible Per IBC 2018 EQ. 16-26) D.Floor Live Load = NA psf E.Roof Snow Load Data Ground Snow Load Pa = 25 psf Flat-roof Snow Load PF = 25 psf Slope Factor Cs = 1.0 Exposure Factor CE = 1.0 Importance Factor is = 1.0 Thermal Factor CT = 1.0 F. Wind Design Data Ultimate Design Wind Speed VULT 116 mph Nominal Design Wind Speed VAso 89 mph Risk Category = II Exposure C Internal Pressure Coefficient ±0.18 Component and Cladding Max. Loads .73.2 psf Roof, .37.9 psf Wall, G.Earthquake Design Data Risk Category = II Importance Factor IE = 1.0 Mapped Spectral Parameters Ss 1.047 g S, 0.406 g Site Class = D Design Spectral Parameters SOS = 0.766 g Sol e: 0.4314 g Seismic Design Category = D Transverse SFRS = Ordinary Steel Moment Frames Response Modification Factor ® 3.6 per ASCE 7 Table 12.2.1 Seismic Response Coefficient(C.) = 0.277 Analysis Procedeure Equivalent Lateral Force Procedure Longitudinal SFRS Ordinary Steel Concentrically Braced Frames Response Modification Factor = 3,25 per ASCE 7 Table 12.2.1 Seismic Response Coefficient(C.) = 0.298 Analysis Procedeure = Equivalent Lateral Force Procedure H. 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AR Et - � � - � ~ ' P C L XL Error Subsystem : I /O Error : I n p u t R e a d E r r o r Operator : E n d P a g e Position : 15500 1 FOUNDATION CALCULATIONS 120'x210' Metal Building MVE #180747 HCl OFFICE/WAREHOUSE Arlington, Washington OFFICE COPY CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DA TIE_ Sr BY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Metal Building Supplied By: HCI STEEL BUILDINGS LLC 17833 59th Ave. NE, Suite C tis c- Arlington, WA 9822321775 �a `rsIONAL Foundation Design by: INMOUNTAIN VIEW SFP 12 2018 ENGINEERING SERVICES M No. Main, SuRe A . BrWogm Citx Utah 84302 Phone (435) 734--9700 • Fax (435) 734-9519 Received SAY 13 2 pages of Calculations . . e ,,,.b �.a 3 .�.ib+P+�auaa+........'.v,+uw. br%MawM'A+ww11FM^MV`� �h ry -, 1�j�1 I. ;��'1'�{n'_��I his �L ..�_ ..vim I-.�.....A.�._......!.�1. .�. .��w�- ��i.� MOUNTAIN VIEW Page: 1 ENGINEERING SERVII .o Job: MVE#180747 HCI STEEL , INGS LLC Date: 08/29/18 310 No.Mai%Sulb A 869h=CItY.Utah 84302 Rwm(435)734-9700• F=(435)734-9519 Subject: HCI OFFICEMAREHOUSE By: BLC Building Descr: 120'x210' Metal Building Location: Arlington, Washington DESIGN CRITERIA : Ground Snow Load 25 psf Floor Live Load 100 psf Roof Snow Load 25 psf Floor Dead Load 50 psf Roof Live Load 20 psf Floor Collateral Load 1 psf Roof Collateral Load 5 psf Code: 2015 IBC SDS 0.755 Wind Speed 115 mph Seismic Design Category D Exposure C Site Class D Importance Factor 1 Other Loads: Soil Bearing 1500 psf (assumed) Frost Depth 18 inches Notes: Reactions per HCI STEEL BUILDINGS LLC drawings. Concrete and Reinforcement: Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar- ASTM A615 grade 60 MOUNTAIN VIEW Page: 2 ENGINEERING SER%-.ES Job: MVE#180747 HCl STEED BUILDINGS LLC Date: 08/29/18 as No.woo-,.Suite +-9 A• Bum"`'7 4-9 12 Subject: HCl OFFICENVAREHOUSE By: BLC RIOIN(434) 734-470C Fai(S33)734-4514 Description: 120'x210' Metal Building Location: Arlington, Washington Sidewall Footings (Lines 2, 3, & 11 / Grid D and Lines 2, 3, 5, 8, 10, & 11 / Grid G) PD+L = 29.4 kips FH = 11.0 kips Uplift= 11.9 kips Check Soil Bearing Use 4.5 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #5 bars each way. B req'd = 4.43 ft q = 1452 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.26 in2 L req'd = 6.9 ft- reinf. slab (6x6 W1AxW1.4 min.) L req'd = 11 ft- unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 11.9 kips Weight of Footing and Soil = 5.18 kips Slab Thickness = 6 inches Weight of Concrete Slab= 4.62 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 4.10 kips OS Conc. to CL Footing = 14.8 inches Total = 13.89 kips Length of Wall for Uplift= 25 feet Wall Thickness = 8 inches Factor of Safety= 1.17 > 1.0 OK Sidewall Corner Footings (Line 13 ! Grids D & G) PD+L= 41.7 kips FH = 5.4 kips Uplift= 0.7 kips Check Soil Bearing Use 5.5 ft2 x 14 inch deep footing Allowable Pressure = 1500 psf reinforced with (6) #5 bars each way. B req'd = 5.27 ft q = 1379 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.13 in2 L req'd = 3.4 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 5.4 ft- unreinforced slab Use # 4 hairpin w/ 6 foot legs. Uplift Design uplift= 0.7 kips Weight of Footing and Soil = 7.77 kips Slab Thickness = 6 inches Weight of Concrete Slab = 2.34 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.90 kips (EW) OS Conc. to CL Footing = 5.5 inches Total = 13.01 kips (SW) OS Conc. to CL Footing = 14.8 inches Length of Wall for Uplift= 20 feet Factor of Safety= 18.6 > 1.0 OK Wall Thickness= 8 inches MOUNTAIN VIEW Page: 3 ENGINEERING SERVI, Job: MVE#180747 HCI STEEL -1LDINGS LLC Date: 08/28/18 c�„d i�o,00. r Ci`. t.95�` Subject: HCl OFFICEIWAREHOUSE By: BLC RmW Description: 120'x210' Metal Building Location: Arlington, Washington Sidewall Footings (Line 12 / Grids D & G) PDIL = 49.3 kips FH = 6.1 kips Uplift=- 7.4 kips Check Soil Bearing Use 6.0 ft2 x 16 inch deep footing Allowable Pressure= 1500 psf reinforced with (7) #5 bars each way. B req'd = 5.73 ft q = 1369 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.15 in2 L req'd = 3.9 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 6.1 ft- unreinforced slab Use # 4 hairpin w/ 6 foot legs. Uplift Design uplift= 7.4 kips Weight of Footing and Soil = 10.17 kips Slab Thickness= 6 inches Weight of Concrete Slab = 5.96 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 3.80 kips OS Conc. to CL Footing = 14.8 inches Total = 19.93 kips Length of Wall for Uplift= 25 feet Wall Thickness= 8 inches Factor of Safety= 2.69 > 1.0 OK Interior Footings (Line 5 & 81 Grid D) POIL= 29.4 kips FH = 11.0 kips Uplift= 11.9 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 4.5 ft2 x 24 inch deep footing B req'd = 4.43 ft reinforced with (8) #5 bars each way. q = 1452 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.29 in2 L req'd = 7.5 ft-reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 12 ft- unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 11.9 kips Weight of Footing and Soil = 7.09 kips Slab Thickness= 6 inches Weight of Concrete Slab = 5.25 kips Thickness Above Ftg.= 0 inches 12.34 kips Factor of Safety= 1.04 > 1.0 OK MOUNTAIN VIEW Page: 4 ENGINEERING SERi,,ES Job: MVE#180747 HCl STEEL BUILDINGS LLC Date: 08/28/18 :i+is 73+"o�•a�`�+,,i 734-95 9J02 Subject: HCl OFFICEIWAREHOUSE By: BLC Description: 120'x210' Metal Building Location: Arlington, Washington Endwall Footings (Lines 4 & 10 /Grids B & C) PDIL= 21.3 kips FH = 8.6 kips Uplift= 11.6 kips Check Soil Bearing Use 4.5 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req'd = 3.77 ft q = 1052 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.21 in2 L req'd = 5.4 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 8.6 ft- unreinforced slab Uplift Use # 5 hairpin w/ 8 foot legs. Design uplift= 11.6 kips Weight of Footing and Soil = 4.76 kips Slab Thickness= 6 inches Weight of Concrete Slab= 5.28 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.33 kips OS Conc. to CL Footing = 5.5 inches Total = 12.37 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety= 1.07 > 1.0 OK Thickened Edge Depth = 18 inches Interior Footings (Line 12 / Grids E & F) POIL= 45.8 kips FH = 0.0 kips Uplift= 0.0 kips Check Soil Bearj Allowable Pressure = 1500 psf Use 6.0 ft2 x 24 inch deep footing B req'd = 5.53 ft reinforced with (11) #5 bars each way. q = 1272 psf OK Uplift Design uplift= 0.0 kips Weight of Footing and Soil = 12.60 kips Slab Thickness= 6 inches Weight of Concrete Slab = 4.80 kips Thickness Above Ftg.= 0 inches 17.40 kips Factor of Safety= na > 1.0 OK MOUNTAIN VIEW Page: 5 ENGINEERING SERVI\ :S Job: MVE#180747 HCI STEEL . ALDINGS LLC Date: 08/28/18 M5 No.5) 3B °�°+7- 02 Rmne(, ;4-W . F�cM 34sw Subject: HCI OFFICE/WAREHOUSE By: BLC Description: 120'x210' Metal Building Location: Arlington, Washington Endwall Footings (Line 1 / Grids E & F) PD+L= 10.3 kips FH = 3.7 kips Uplift= 6.2 kips Check Soil Bearing Use 3.0 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (4) #4 bars each way. B req'd = 2.62 ft q = 1144 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.09 in2 L req'd = 2.3 ft-reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 3.7 ft- unreinforced slab Use # 4 hairpin w/ 4 foot le s. Uplift Design uplift= 6.2 kips Weight of Footing and Soil = 2.10 kips Slab Thickness= 6 inches Weight of Concrete Slab = 4.02 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.55 kips OS Conc. to CL Footing = 5.5 inches Total = 8.68 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety= 1.40 > 1.0 OK Thickened Edge Depth = 18 inches Endwall Footings (Line 131 Grids E & F) PD+L= 41.6 kips FH = 3.3 kips Uplift=- 0.0 kips Check Soil Bearing Use 5.5 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #5 bars each way. B req'd = 5.27 ft q = 1375 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.08 in2 L req'd = 2.1 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 3.3 ft-unreinforced slab Use # 4 hairpin w/ 4 foot legs. Uplift Design uplift= 0.0 kips Weight of Footing and Soil = 7.88 kips Slab Thickness= 6 inches Weight of Concrete Slab = 6.22 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall = 2.18 kips OS Conc. to CL Footing = 5.5 inches Total = 16.27 kips Length of Wall for Uplift= 20 feet Thickened Edge Width = 8 inches Factor of Safety= na > 1.0 OK Thickened Edge Depth = 18 inches MOUNTAIN VIEW Page: 6 ENGINEERING SERV,DES Job: MVE#180747 HCI STEED JUILDINGS LLC Date: 08/28/18 ph no MUM,Suns A • BF-(4-�vcm 19 Subject: HCI OFFICEMAREHOUSE B BLC Rron�(435)7J4-fl7D0 {"m(4S5)734-9519 � y. Description: 120'x210' Metal Building Location: Arlington, Washington Sidewall Inside Corner Footing (Line 101 Grid D) PD+L= 43.0 kips *Note: Endwall Reactions from Buildings A& B will fall on the same footings, so reactions FH = 10.9 kips used for footing design are cumulative, with the footing centered as indicated below. Uplift= 16.8 kips I SIDEWALL Check Soil Bearinq Allowable Pressure= 1500 psf ENOWALL Use 6.5 ft2 x 16 inch deep footing B req'd = 5.35 ft reinforced with (8) #5 bars each way. q = 1018 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.26 in2 L req'd = 6.9 ft-reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 10.9 ft- unreinforced slab Use # 5 hairpin w/ 8 foot le s. Uplift Design uplift= 16.8 kips Slab Thickness= 6 inches Weight of Footing and Soil = 10.56 kips Depth to top of Ftg. = 12 inches Weight of Concrete Slab = 5.10 kips (SW) OS Conc. to CL Footing = 2.1 inches Weight of Foundation Wall = 2.03 kips (EW) OS Conc. to CL Footing = 4 inches Total = 17.70 kips (SW) Length of Wall for Uplift= 10 feet (EW) Length of Wall for Uplift= 10 feet Wall Thickness = 8 inches Factor of Safety= 1.05 > 1.0 OK MOUNTAIN VIEW Page: 7 ENGINEERING SERVKI .S Job MVE#180747 HCl STEEL,,, /ILDINGS LLC Date: 08/28/18 54302 «: Moir e` 4 ); `OM >4-;M0. r�35 ;519 Subject: HCI OFFICEIWAREHOUSE By: BLC Description: 120'x210' Metal Building Location: Arlington, Washington Endwall Inside Corner Footinq (Building B: Line 4 / Grid D) PD+L= 13.6 kips FH = 5.3 kips Uplift= 4.9 kips Check Soil Bearing SIDEWALL Allowable Pressure= 1500 psf ENDWALL Use 3.5 ft2 x 12 inch deep footing B req'd = 3.01 ft reinforced with (5) #4 bars each way. q = 1110 psf OK Horizontal Force Horizontal force will be resisted by adjacent foundation walls. Uplift Design uplift= 4.9 kips Slab Thickness= 6 inches Weight of Footing and Soil = 2.45 kips Depth to top of Ftg. = 12 inches Weight of Concrete Slab = 2.74 kips (SW) OS Conc. to CL Footing = 10.5 inches Weight of Foundation Wall = 2.60 kips (EW) OS Conc. to CL Footing = 4.5 inches Total = 7.79 kips (SW) Length of Wall for Uplift= 10 feet (EW) Length of Wall for Uplift= 10 feet Wall Thickness = 8 inches Factor of Safety= 1.59 > 1.0 OK MOUNTAIN VIEW Page: 8 ENGINEERING SERb....'ES Job: MVE#180747 HCI STEE, BUILDINGS LLC Date: 08/28/18 02 w"a(4335)734`t`9700 �m(ub)�34t 9519 Subject: HCI OFFICE/WAREHOUSE By: BLC Description: 120'x210' Metal Building Location: Arlington, Washington Thickened Slab Corner Footings Inside Building Envelope (Lines 4 & 10 / Grid A) PDIL= 5.9 kips Uplift=- 6.8 kips Check Soil Bearing Thicken slab to 5.0 ft2 x 24 inch deep Allowable Pressure= 1500 psf reinforced with (9) #5 bars each way. B req'd = 1.98 ft (EW) OS Conc. to CL A.R. = 6.5 inches Max. Eccentricity= 23.5 inches (SW) OS Conc. to CL A.R. = 13.5 inches B/6 = 10 inches PARTIAL BEARING (EW) Eccentricity= 24 inches X= 3(B/2 -e) = 1.63 ft (SW) Eccentricity= 17 inches Max. Bearing Pressure, q (max.) = 1452 psf OK Uplift Design uplift= 6.8 kips Weight of Footing = 7.50 kips Slab Thickness= 6 inches Weight of Concrete Slab = 1.80 kips Length of Wall for Uplift= 18 feet Weight of Foundation Wall = 1.60 kips Slab Edge Thickness= 8 inches Total = 10.90 kips Slab Edge Depth = 24 inches Factor of Safety= 1.60 > 1.0 OK Thickened Slab Sidewall Footings Inside Building Envelope (Lines 6 & 9 / Grid A) Pp+L= 8.5 kips FH = 4.0 kips Uplift= 5.5 kips Check Soil Bearing Use 2.5 ft x 7.0 ft x 24 inch deep footing Allowable Pressure = 1500 psf reinforced with (12) #5 bars short way and Area req'd = 5.67 ft^2 and with (5) #5 bars long way at bottom. (EW) OS Conc. to CL A.R. = 6.5 inches B/6= 5 inches PARTIAL BEARING Max. Eccentricity= 8.5 inches X= 3(B/2 -e) = 1.63 ft Max. Bearing Pressure, q (max.) = 1495 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.10 in2 L req'd = 2.5 ft- reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 4 ft- unreinforced slab Use # 4 hairpin w/ 6 foot legs. Uplift Design uplift= 5.5 kips Weight of Footing = 5.25 kips Slab Thickness = 6 inches Weight of Concrete Slab = 2.40 kips Length of Wall for Uplift= 20 feet Weight of Foundation Wall = 1.95 kips Slab Edge Thickness = 8 inches Total = 9.60 kips Slab Edge Depth = 18 inches Factor of Safety= 1.7 > 1.0 OK INMOUNTAIN VIEW - Page: 9 ENGINEERING SERVIG, .O Job: MVE#180747 HCI STEEL l LIDINGS LLC Date: 08/28/18 31C Na MaM.Suite A• Brs$wm Clty.Utah&4302 BLC ph,m(438)„4-9700. Fan(435)754-9„9 Subject: HCI OFFICE/WAREHOUSE By: Description: 120'x210' Metal Building Location: Arlington, Washington Thickened Slab Corner Footings Inside Building Envelope (Line 1 / Grids D & G) PD+L= 5.3 kips Uplift= 3.7 kips Check Soil Bearing Thicken slab to 4.5 ft2 x 24 inch deep Allowable Pressure = 1500 psf reinforced with (8) #5 bars each way. B req'd = 1.88 ft (EW) OS Conc. to CL A.R. = 6.5 inches Max. Eccentricity= 20.5 inches (SW) OS Conc. to CL A.R. = 13.5 inches B/6= 9 inches PARTIAL BEARING (EW) Eccentricity= 21 inches X= 3(B/2 -e) = 1.63 ft (SW) Eccentricity= 14 inches Max. Bearing Pressure, q (max.) = 1450 psf OK Uplift Design uplift= 3.7 kips Weight of Footing = 6.08 kips Slab Thickness= 6 inches Weight of Concrete Slab = 1.65 kips Length of Wall for Uplift= 18 feet Weight of Foundation Wall = 1.80 kips Slab Edge Thickness= 8 inches Total = 9.53 kips Slab Edge Depth = 24 inches Factor of Safety= 2.57 > 1.0 OK MOUNTAIN VIEW Page: 10 ENGINEERING SERV11..rS Job: MVE#180747 HCI S1 c8L BUILDINGS LLC Date: 08/30/18 "'No.35Yti 34-9 0 Fw(4 qty 4-"19 Subject: HCl OFFICEIWAREHOUSE By: BLC an«w(+as)�-sroo•ro.(4as)n�9sta Worst Case: 1" Anchors (Lines 11 & 12) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 52.70 kips Side-face Blowout of Anchors in Tension(17 4 4) Shear Force on Anchors(Vu)= 42.37 kips hEF>2.5 cal NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D S1 <6Cal ? YES NOT CONTROL Number of Anchors(n)= 4 Ca2<3ca, ? YES R= 0.52 Number of Anchors in Tension(n)= 4 Nsb= 160Ca1 ABRG,5Xa fc 0.5R = 94.58 kips Anchor Diameter(da)= 1 in ASE= 0.606 in^2 Therefore, Nsbg=(1+so/6ca1)N5b = 99.52 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 `NNsb8 = 74.64 kips Anchor Spacing Parallel to Load (S2)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5 1) Embedment Depth(hEF)= 18 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 105 ksi Vs = 0.6nASEF,,ta = 181.80 kips Tensile Strength of Anchors(F ta)= 125 ksi = 0.65 TVs = 118.17 kips Edge Distance in Load Direction(cai)= 12.75 in Edge Distance Perpendicular to Load(cat)= 14 in Concrete Breakout Strength of Anchors in Shear(17 5 2) Concrete Strength(fc)= 2500 psi Ave= 731.531 in"2 Avice =4.5(ca1)2= 731.531 in12 Axial Eccentricity(e'N)= 0 in `P cy = 1/(1+2e'v/3ca1)<= 1.0 `Yec,v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5ca, ? NO `1'ed,v = 0.920 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 26 in Thy = 1.000 Nn = nASEFuta = 303.00 kips Vb = 7(Le/da)0.2da0.5fo0.5Ca11'5 = 24.15 kips = 0.75 (pNsa = 227.25 kips Vb = 9?lafC0.5Ca11.5 = 20.49 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17 4 2) VebB - A ec `1'ec,v`1'ed,V�e,V�h,Vub = 22.61 kips AN,= 2254.5 in^2 ANce =9hef2= 2916 in"2 Concrete breakout in shear will be resisted by rebar ties at the `1'ee,N = 1/(1+2e'N/3hEF)<= 1.0 `F,,,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min.)< 1.5hEF ? YES `Fed N = 0.842 Tie Size= # 4 bar Bar Area= 0.2 in^2 Cracking at Service Loads? YES `l'c,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tcp,N = 1.000 Tensile Capacity of Ties= 108 kips hEF>= 11 in.? YES kc = 24 Therefore, Vebg = 108.00 kips = 0.75 �Vcbg = 81.00 kips 4 Nb = ^C�f C.ShEFs/3 = 98.90 kips Ncbg = ANC Tea,Nqed,NTo,N`1`cp,NNb - Concrete Prvout Strength of Anchors in Shear(17 5 3) A� _ 64.36 kips hEF= 18 In So,kcP= 2 Therefore, Vr = ke NebB = 128.72 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 4)VCP8 = 90.10 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC=C,D,E,& FREDUCE CONCRETE ALLOW TENSION BY 0 75 ALLOW.TENSION((DNN)= 83.70 kips> 52.7 kips OK = 0.75 4)NCBG= 111.60 kips ALLOW.SHEAR((DVN)= 81.00 kips> 42.4 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 3.125 in^2 FOR 1/4"PLATE WASHER NP= 8ABRGfC = 62.50 kips - NoA>0.2(6NN ? YES UNITY CHECK REQUIRED Cracking at Service Loads. YES `Pc F - ] VuA>0.2(DVN? YES NPN(group)= n`Yc.PNF = 250.00 kips Nun + Vun = 1.15 < 1.20 OK(Y 0.7 �NPN(group) = 175.00 kips ONN (I)VN MOUNTAIN VIEW - Page: 11 ENGINEERING SERVICL.J Job: MVE#180747 HCI STE��'BUILDINGS LLC Date: 08/30/18 Phom cc:0�Too. F=(435i;+-ft ;,g Subject: HCI OFFICE/WAREHOUSE By: BLC Worst Case: 1" Anchors (All Others) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 42.50 kips Side-face Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(Vu)= 19.76 kips hEF>2.5 Cai NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D sl <6cal ? YES NOT CONTROL Number of Anchors(n)= 4 ca2<3cal ? YES R= 0.52 Number of Anchors in Tension(n)= 4 Nsb= 160Ca,ABRG 0.5xafC 5R = 94.58 kips Anchor Diameter(da)= 1 in ASE= 0.606 inA2 Therefore, Nsbg=(1+so/6cat)Nsb = 99.52 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 (�Nsbg = 74.64 kips Anchor Spacing Parallel to Load (sz)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 18 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nAsEFuta = 84.36 kips Tensile Strength of Anchors(F,,,a)= 58 ksi = 0:65 q)Vs = 54.83 kips Edge Distance in Load Direction(Cal)= 12.75 in Edge Distance Perpendicular to Load(caz)= 14 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Avc= 731.531 in"2 Avcc =4.5(ca,)z= 731.531 in^2 Axial Eccentricity(e'N)= 0 in Tec,V = 1/(1+2e'v/3cal)<= 1.0 'Fec,V = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5cai ? NO T,d,V = 0.920 Cracking at Service Loads? YES Tc,V = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 24 in Th,V = 1.000 Nsa = nASEFuta = 140.59 kips Vb = 7(Le/da)0.2da°'5fC 5Cal L5 = 24.15 kips = 0.75 (�Naa = 105.44 kips Vb = 9kafC0.5Cat1"5 = 20.49 kips CONTROLS AVE Concrete Breakout Strength of Anchors in Tension(17.4.2) Vcbg = Avg 'Yec,VTed,vT vTh,VVb = 22.61 kips ANc= 2254.5 in^2 ANco =9hef= 2916 in-2 Concrete breakout in shear will be resisted by rebar ties at the T,c,N = 1/(1+2e'N/3hEF)<= 1.0 'Pec,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min.)<1.5hEF ? YES Ted,N = 0.842 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES 'Yc,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tcp,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, Vcbg = 39.60 kips = 0.75 Vcbg = 29.70 kips Nb = kcka fC shEFsis = 98.90 kips Ncbg - No 'Yec,N'Yed,N'Yc,N'Ycp,NNb - 64.36 kips Concrete Prvout Strength of Anchors in Shear(17.5.3) ANco hEF- 18 inSo,kcP= 2 Therefore, VcPg= kePNobg = 128.72 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 (�V"Pg = 90.10 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC=C,D,E,&F REDUCE CONCRETE ALLOW. TENSION BY 0.75 ALLOW.TENSION(ONN)= 83.70 kips> 42.5 kips OK = 0.75 (�NCBG= 111.60 kips ALLOW.SHEAR MVN)= 29.70 kips> 19.8 kips OK Pullout Strength of Anchors in Tension (17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 3.125 inA2 FOR 1/4"PLATE WASHER NP= 8ABRGf c = 62.50 kips Nu,q>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES T P = 1 VuA>0.20VN? YES NPN(group)= n'Yc PNP = 250.00 kips Nun + VuA = 1.17 < 1.20 OK (� = 0.7 (�NPN(group) = 175.00 kips ONN (DVN - MOUNTAIN VIEW Page: 12 ENGINEERING SERVIL.,.S Job: MVE#180747 HCI STQcL BUILDINGS LLC Date: 08/30/18 t „ .°�.3r1 X 2 Subject: HCI OFFICEIWAREHOUSE By: BLC Worst Case: 3/4" Anchors (Line 4 & 10/ Grids B & C)(Tension) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(NU)= 29.29 kips Side-face Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(VU)= 9.70 kips hEF>2.5 cal YES Seismic Design Category= D sl <6cat ? YES Number of Anchors(n)= 4 Ca2<3ca1 ? NO R= 1 Number of Anchors in Tension(n)= 4 Nsb= 160CatABRc.5x fc 5R = 53.52 kips Anchor Diameter(da)= 0.75 in ASE= 0.334 in"2 Therefore, Nsbg=(1+so/6ca1)Nsb = 61.45 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 WNsbg = 46.08 kips Anchor Spacing Parallel to Load 02)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi VS = 0.6nASEFuta = 46.49 kips Tensile Strength of Anchors(F,,,a)= 58 ksi 4) = 0.65 4)Vs = 30.22 kips Edge Distance in Load Direction(cal)= 4.5 in Edge Distance Perpendicular to Load(cat)= 21 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Ave= 91.125 in^2 Avco =4.5(Cat)2= 91.125 in^2 Axial Eccentricity(e'N)= 0 in ` ,c,v = 1/(1+2e'v/3ca1)<= 1.0 Tee,v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5ca1 ? YES Tedv = 1.000 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 18 in `Yh,v = 1.000 Nsa = nASEFuta = 77.49 kips Vb = 7(Le/da)o2daosfCQ5 Cal 15 = 4.39 kips = 0.75 (�Nsa = 58.12 kips Vb = 9kfc0-SCal 1.5 = 4.30 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) Vebg = Aveo `l'ee,v`1'ed,v`1'e,v`1'n,vVb = 5.15 kips AN,= 1357 in^2 ANeo =9hef= 1764 in-2 Concrete breakout in shear will be resisted by rebar ties at the `1'e,,N = 1/(1+2e'N/3hEF)<= 1.0 'Fec,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(m;".)< 1.5hEF ? YES Yed N = 0.764 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `1'e,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tep,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, Vcbg = 39.60 kips (� = 0.75 (Vcbg = 29.70 kips Nb = kC?,,a fc.5hEF5/3 = 65.06 kips Nebg = AN' Tec,NTed,NTc,NPep,NNb = 38.25 kips Concrete Prvout Strength of Anchors in Shear(17.5.3) ANco hEF= 14 in So,kep= 2 Therefore, VCP9= kcpNebg = 76.50 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 (�Vepg = 53.55 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 4 Tensile strength of the reinforcement= 96 kips(ULT) SDC=C,D.E,& F REDUCE CONCRETE ALLOW. TENSION BY 0.75 ALLOW.TENSION((DNN)= 34.56 kips> 29.3 kips OK c� = 0.75 (�NCBG= 72.00 kips ALLOW.SHEAR(4DVN)= 29.70 kips> 9.7 kips OK Pullout Strength of Anchors in Tension (17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8ABRGfC = 44.20 kips NUA>0.20NN? YES Cracking at Service Loads? YES `Ye,p = 1 VUA>0.2(DVN? YES UNITY CHECK REQUIRED NPN(group)= nYe FNF = 176.80 kips Nun Vun + = 1.17 < 1.20 OK = 0.7 (�NPN(group) = 123.76 kips IDNN 4DVN Page: 13 MOUNTAIN VIEW -� ENGINEERING SERVICLo Job: MVE#180747 HCI STE__BUILDINGS LLC Date: 08/30/18 J°NO MaK S'R'"' B'4""�`�'°"02 Subject: HCI OFFICE/VNAREHOUSE By: BLC Phony(435)7J4-W= FQ.(435)73+-9579 Worst Case: 3/4" Anchors (Line 4 & 10 /Grids B & C)(Tension) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 0.00 kips Side-face Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(Vu)= 17.08 kips hEF>2.5 cat YES Seismic Design Category= D st <6cat ? YES Number of Anchors(n)= 4 ca2<3cat ? NO R= 1 Number of Anchors in Tension(n)= 4 N,b= 160Ca,A,RG0.5kafc.5R = 53.52 kips Anchor Diameter(da)= 0.75 in ASE= 0.334 in^2 Therefore, Nft=(1+so/6cat)N,b = 61.45 kips Anchor Spacing Perpendicular to Load (st)= 4 in = 0.75 (�Nft = 46.08 kips Anchor Spacing Parallel to Load (s2)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi VS = 0.6nASEF to = 46.49 kips Tensile Strength of Anchors(F ta)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(cat)= 4.5 in Edge Distance Perpendicular to Load(cat)= 21 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Avc= 91.125 in"2 Avco =4.5(cal)2= 91.125 in^2 Axial Eccentricity(e'N)= 0 in Tec,v = 1/(1+2e'v/3cat)<= 1.0 T""v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5cat ? YES 'Pedv = 1.000 Cracking at Service Loads? YES 'Yc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 18 in 'Yh,v = 1.000 N. = nAsEFuta = 77.49 kips Vb = 7(Le/da)02da°_5fC°"S Cal t.5 = 4.39 kips = 0.75 (�N,a = 58.12 kips Vb = 9X,,fCo Scat t'5 = 4.30 kips CONTROLS Concrete Breakout Strength of Anchors in Tension 07.4.2) Vcbg = A co '1'ec,v'�ed,v'Yc,v'Yb,vVb = 5.15 kips ANc= 1357 in^2 ANCo =9h'f= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the 'YeC,N = 1/(1+2e'N/3hEF)<= 1.0 ye C,N = 1.000 top of the footing,tensile capacity of the bars will control. ca(min,)<1.5hEF ? YES 'Fed,N = 0.764 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES Tc,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tcp,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, VCt,g = 39.60 kips = 0.75 (�Vcbg = 29.70 kips Nb = kCXa f C 5 hEF 513 = 65.06 kips AN `Y 'Y 'Y N = 38.25 kips Concrete Prvout Strength of Anchors in Shear(17.5.3) Ncbg ANco 'Yec,N ed,N qN cp,N b hEF= 14 in So,kcp= 2 Therefore, Vcpg= 1CcpNcbg = 76.50 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 (�Vcpg = 53.55 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 4 Tensile strength of the reinforcement= 96 kips(ULT) SDC=C D.E.& F REDUCE CONCRETE ALLOW. TENSION BY 0.75 ALLOW.TENSION((DNN)= 34.56 kips> 0 kips OK = 0.75 4'NCBG= 72.00 kips ALLOW.SHEAR((DVN)= 29.70 kips> 17.1 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8ABRGfC = 44.20 kips NGA>0.20NN? NO UNITY CHECK NOT Cracking at Service Loads? YES `Pcy = 1 VGA,>0.2(DVN? YES NECESSARY NPN(group)= nYc,pNp = 176.80 kips NoA + VOA = 0.58 < 1.20 OK ,� = 0.7 (�NPN(group) = 123.76 kips 0NN (DVN MOUNTAIN VIEW Page: 14 ENGINEERING SERVII.,_S Job: MVE#180747 HCI Sl r-cL BUILDINGS LLC Date: 08/30/18 Awn(M 7M-V=•F=(4W4t Subject: HCI OFFICEIWAREHOUSE By: BLC Worst Case: 3/4" Anchors (Line 4 & 10/Grid A) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 14.03' kips Side-face Blowout of Anchors in Tension(17 4 4) Shear Force on Anchors(Vu)= 12.60 kips hEF>2.5 cal YES Seismic Design Category= D sl <6cai ? YES Number of Anchors(n)= 4 Ca2<3cal ? NO R= 1 Number of Anchors in Tension(n)= 4 Nab= 160Cat ABRG.5Xa f,C'SR = 41.62 kips Anchor Diameter(da)= 0.75 in ASE= 0.334 in^2 Therefore, Nsbg=(1+so/6cai)Nsb = 49.55 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 (�Nft = 37.17 kips Anchor Spacing Parallel to Load (s2)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17 5 1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi VS = 0.6nASEF,,, = 46.49 kips Tensile Strength of Anchors(Futa)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(cal)= 3.5 in Edge Distance Perpendicular to Load(ca2)= 11.5 in Concrete Breakout Strength of Anchors in Shear(17 5 2) Concrete Strength(fc)= 2500 psi Ave= 55.125 in^2 Avoo =4.5(ca1)2= 55.125 in^2 Axial Eccentricity(e'N)= 0 in wec.v = 1/(1+2e'v/3cai)<= 1•0 `Fee,V = 1.000 Shear Eccentricity(e'v)- 0 in ca2>= 1.5ca, ? YES Ted,V = 1.000 Cracking at Service Loads? YES `i'c,v = 1,200 Steel Strength of Anchors in Tension (17.4.1.21 Thickness: ha = 18 in `Ph,v = 1.000 Nsa = nASEFuta = 77.49 kips Vb = 7(Le/da)o.2dao.5fc°.5 Cal 1.5 = 3.01 kips = 0.75 q)Nsa = 58.12 kips Vb = 9X,'fC05ca1 i 5 = 2.95 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17 4 2) vcbg - AVC Av.v `Peo.v`i'ed,v`l'o,v`1'h,vVb = 3.54 kips ANe= 1357 in^2 ANw =9hef= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the Yp = l/(1+2e'N/3hEF)<= 1.0 'Pec,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min.)< 1.5hEF ? YES Ted,N = 0.750 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES Tc,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore ` ,p,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, Vcbe = 39.60 kips c� = 0.75 (�Vebe = 29.70 kips Nb = kc�.a f c0 5hEF5/3 = 65.06 kips Ncbg = AN' Tec,NTed,Nq'c,NTcp,NNb = 37.54 kips Concrete Prvout Strength of Anchors in Shear(17 5 3) ANco hEF= 14 in So,kc,= 2 Therefore, VcDg= kcpNcbg = 75.07 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 (�Veag = 52.55 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 4 Size of rebar= # 4 Tensile strength of the reinforcement= 48 kips(ULT) SDC=C.A E.& F REDUCE CONCRETE ALLOW TENSION BY 0 75 ALLOW.TENSION((DNN)= 27.00 kips> 14 kips OK = 0.75 (�NCBG= 36.00 kips ALLOW.SHEAR((DVN)= 29.70 kips> 12.6 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8A,BRGfC = 44.20 kips - NUA>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads. YES `Pe P - 1 VuA>0.24)VN? YES NPN(group)= nT,PNP = 176.80 kips Nun + Vun = 0.94 < 1.20 OK 1 0.7 (1NPN (group) 123.76 kips ONN �VN a MOUNTAIN VIEW Page: 15 ENGINEERING SERVICE.a Job: MVE#180747 HCI STEL__ BUILDINGS LLC Date: 08/29/18 Phom c4;5);�9700.r )`;;,�,� Subject: HCI OFFICE/WAREHOUSE By: BLC Worst Case: 3/4" Anchors (All Others) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 10.44 kips Side-face Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(Vu)= 6.20 kips hEF>2.5 cal YES Seismic Design Category= D s, <6ca, ? YES Number of Anchors(n)= 4 ca2<3ca, ? NO R= 1 Number of Anchors in Tension(n)= 4 Nsb= 160ca,ABRG,5kaf cUR = 22.64 kips Anchor Diameter(da)= 0.75 in ASE= 0.334 in^2 Therefore, Nsb,=(1+so/6cai)Nsb = 26.96 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 Nsb, = 20.22 kips Anchor Spacing Parallel to Load 02)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEF to = 46.49 kips Tensile Strength of Anchors(F ta)= 58 ksi = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(Cal)= 3.5 in Edge Distance Perpendicular to Load(cat)= 11.5 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fC)= 2500 psi Avc= 55.125 in^2 Avco =4.5(ca1)2= 55.125 in^2 Axial Eccentricity(e'N)= 0 in Tec,v = 1/(1+2e'v/3ca,)<= 1.0 T"v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5cal ? YES `Ped,v = 1.000 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Tension (17.4.1.2) Thickness: ha = 18 in Th,v = 1.000 N. = nASEF.ta = 77.49 kips Vb = 7(Le/da)02da0.5fc0.5caii.5 = 3.01 kips 4) = 0.75 (�Nsa = 58.12 kips Vb = 9),,afc05 Cal 1.5 = 2.95 kips CONTROLS Ave `1'e°'v'1'ed,v`1'e,v`I'h,vVb = 3.54 kips Concrete Breakout Strength of Anchors in Tension(17.4.2) Vcb, - Avco AN,= 1357 in^2 ANco =9hef= 1764 in12 Concrete breakout in shear will be resisted by rebar hairpins at the ` ,.c,N = 1/(1+2e'N/3hE1)<= 1.0 `Ye,,N = 1.000 top of the footing,tensile capacity of the bars will control. ca(min,)< 1.5hEF ? YES `Ped,N = 0.750 Tie Size= # 4 bar Bar Area= 0.2 in^2 Cracking at Service Loads? YES `Ye,N = 1.000 Number of Ties at top= 1 Fy= 60 ksi Headed anchors used,therefore ` ,,N = 1.000 Tensile Capacity of Ties= 24 kips hEF>= 11 in.? YES kc = 24 Therefore, Vcb, = 24.00 kips (� = 0.75 (�Vcbg = 18.00 kips Nb = kCX.fc:5hEF"' = 65.06 kips N = AN' TNco ec,N`Yed Tc,N`Y N = 37.54 kips Concrete Pryout Strength of Anchors in Shear(17.5.3) cbg A ,N cp,Nb p hEF Lcp= 14 In So, 2 " Therefore, Vcp,= kcpNcb, = 75.07 kips = 0.75 (�NCBG= 28.15 kips (0 = 0.7 4)Vcpg = 52.55 kips Pullout Strength of Anchors in Tension(17.4.3) ANCHOR ROD GROUP CAPACITY ABRG= 0.654 in^2 Np= 8ABRGf c = 13.08 kips SDC=C,D,E,&F REDUCE CONCRETE ALLOW TENSION BY 0.75 Cracking at Service Loads? YES `Yc,p = I ALLOW.TENSION((DNN)= 15.16 kips> 10.4 kips OK NPN(group)= nT,,pNp = 52.32 kips ALLOW.SHEAR((DVN)= 18.00 kips> 6.2 kips OK = 0.7 (�NPN(group) = 36.62 kips CHECK SHEAR/TENSION INTERACTION Nun>0.20NN? YES UNITY CHECK REQUIRED Vu,q>0.2(DVN? YES 40Nr + (DVN = 1.03 < 1.20 OK July 27, 2018 RIGID S.O. NO. : 61986 CUSTOMER: HCI Steel Buildings, Inc. ADDRESS: 17833 59" Ave. NE Ste. C Arlington, WA 98223 END-USER: HCI Steel Buildings, Inc. JOBSITE: 17833 59th Ave. NE Ste. C Arlington, WA 98223 COUNTY: Snohomish BUILDING END-USE: HCI Office / Warehouse Gentlemen: Rigid Global Buildings, LLC, an IAS accredited manufacturer of metal building systems under accreditation criteria AC472, certifies that the above structures were designed in accordance with the A.I.S.C. standards, Specification for Structural Steel Buildings - Allowable Strength Design, ANSI/RISC 360-10 and Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10; the A.I.S.I. standard, North American Specification for the Design of Cold-Formed Steel Structural Members, S100-12 Edition; the A.W.S. D1.1-10 Structural Welding Code- Steel and A.W.S. D1.3-08 Structural Welding Code - Sheet Steel, and generally accepted engineering practices. Loads applied to design the building/s are no less than the requirements prescribed in the order document and the design satisfies the requirements of the 2015 International Building Code. (Refer to Building Description and Design Loads on succeeding pages) Accessories provided by others are to sustain the design wind load. Likewise, the customer is to ensure that the above loads comply with the requirements of local regulatory authorities. Open web joists, if used and supplied by RGB shall be from a Steel Joist Institute (SJI) approved manufacturer. This Letter of Certification covers only the steel building and its components furnished and fabricated by Rigid Global Bu' ings, in its approved facility at Houston, Texas. It specifically exclude sories, anchor bolts, foundation, masonry, or general contract work as w n rtification. Sincerely, f� 49789 Professional Engineer ) TGly SSIUVAL G` � _ Received MAY 13 2019 www.RigidBuilding.com _3LzJ Page 1 of 5 Continuation, Rigid S.O. No. 61986 BUILDING DESCRIPTION BUILDING A FRAME TYPE Rigid frame (Single Slope) WIDTH (ft) 60 LENGTH (ft) 210 EAVE HEIGHT @ BACK SIDEWALL (ft) 27 EAVE HEIGHT @ FRONT SIDEWALL (ft) 22 ROOF SLOPE @ BACK SIDEWALL -1.0:12 ROOF SLOPE @ FRONT SIDEWALL BAY SPACING FROM LEFT TO RIGHT (ft) 1 at 27 6 at 26 1 at 27 DESIGN LOADS DESIGN CODE IBC 15 ENCLOSURE Closed DEAD LOAD (psf) Metal building structure only by RGB COLLATERAL LOAD (psf) 5.000 WIND LOAD Ultimate Design Wind Speed Vult (3 sec. gust) = 115.00 mph Nominal Design Wind Speed Vasd (3 sec. gust) = 89.08 mph Risk Category II - Normal Wind Exposure C Internal Pressure Coefficient, GCPi +0.18/-0.18 Closed Design Wind Pressure For Wall Based on Nominal Design Wind Speed Components Wind Pressure (psf) 15.24 Components Wind Suction (psf) -16.68 Claddings Wind Pressure (psf) 17.82 Claddings Wind Suction (psf) -19.32 LIVE LOAD Primary Framing (psf) 20.00 Tributary Area Reduction No Secondary Framing (psf) 20.00 SNOW LOAD Ground Snow Load, Pg (psf) 25.000 Roof Snow Load, Pf (psf) 25.000 Sloped Roof Snow Load, Ps (psf) 25.000 Snow Exposure Factor, Ce 1.000 Snow Importance Factor, Is 1.000 Thermal Factor, Ct 1.000 Slope Factor, Cs 1.000 SEISMIC LOAD Seismic Importance Factor, Ie 1.00 Seismic Occupancy Category II - Normal Site Class ° D Mapped Spectral Response Acceleration Ss=1.047 :51=0.406 Spectral Response Coefficient- Sds=0.755 :Sd1=0.431 Seismic Design Category : D Basic Force Resisting Systems Used Rigid Frames-OSMF (Fr. Ln. 2-11) Ordinary Steel Moment Frames Bracings-OSCBF Ordinary Steel Concentrically Braced Frames Rigid Frames-ISMF (Fr. Ln. 12-13) Intermediate Steel Moment Frames Total Design Base Shear, V, (kips) 57.35 Response Modification Factors, R Rigid Frames = 3.25 (Fr. Ln. 2-11) Rigid Frames = 4.50 (Fr. Ln. 12-13) SW X-Bracing = 3.25 EW X-Bracing = 3.25 Seismic Response Coefficients, Cs Rigid Frames = 0.2323 (Fr. Ln. 2-11) Rigid Frames = 0.1678 (Fr. Ln. 12-13) SW X-Bracing = 0.2323 EW X-Bracing = 0.2323 Page 2 of 5 Continuation, Rigid S.O. No. 61986 Analysis Procedure Used Equivalent Lateral Force Procedure DESIGN and DETAIL REQUIREMENTS Structural Coating 1. Gray oxide primer both primary and secondary framings. Building Condition: 1. RGB to provide primary, secondary framings and connections only. Wall and roof panels, trims, and accessories are by others. Deflection Limit 1. H/50 Rigid Frame and Wind Framing Seismic 1. L/240 Mezzanine Beams (Total Load) 2. L/360 Mezzanine Beams (Live Load) Mezzanine 1. 27.0 ft x 60.0 ft (see drawings) 2. Dead Load = 50.0 psf 3. Collateral Load (Below) = 1.0 psf 3. Live Load = 100.0 psf 4. Top of Concrete = 11.00 ft 5. Actual Clear Height = 9.00 ft 6. Decking = 24ga. 1.OFD, G60 galvanized 7. Joist = K Series 8. Clear Opening = 8'-10" ft x 18'-3 3/41, (see drawings) Page 3 of 5 Continuation, Rigid S.O. No. 61986 BUILDING DESCRIPTION BUILDING : B FRAME TYPE : Rigid Frame (Gable) WIDTH (ft) 60 LENGTH (ft) 60 EAVE HEIGHT @ BACK SIDEWALL (ft) : 24.5 EAVE HEIGHT @ FRONT SIDEWALL (ft) 24.5 ROOF SLOPE @ BACK SIDEWALL ; 1.0:12 ROOF SLOPE @ FRONT SIDEWALL : 1.0:12 BAY SPACING FROM LEFT TO RIGHT (ft) 3 at 20 DESIGN LOADS DESIGN CODE IBC 15 ENCLOSURE Closed DEAD LOAD (psf) Metal building structure only by RGB COLLATERAL LOAD (psf) 5.00 WIND LOAD Ultimate Design Wind Speed : Vult (3 sec. gust) = 115 mph Nominal Design Wind Speed : Vasd (3 sec. gust) = 89.08 mph Risk Category : II - Normal Wind Exposure : C Internal Pressure Coefficient, GCPi : +0.18/-0.18 Closed Design Wind Pressure For Wall : Based on Nominal Design Wind Speed Components Wind Pressure (psf) 14.88 Components Wind Suction (psf) . -16.32 Claddings Wind Pressure (psf) 17.46 Claddings Wind Suction (psf) . -18.90 LIVE LOAD Primary Framing (psf) : 20.00 Tributary Area Reduction : No Secondary Framing (psf) : 20.00 SNOW LOAD Ground Snow Load, Pg (psf) : 25.00 Roof Snow Load, Pf (psf) : 25.00 Sloped Roof Snow Load, Ps (psf) : 25.00 Snow Exposure Factor, Ce : 1.00 Snow Importance Factor, Is : 1.00 Thermal Factor, Ct : 1.00 Slope Factor, Cs : 1.00 SEISMIC LOAD Seismic Importance Factor, Ie : 1.00 Seismic Occupancy Category : II - Normal Site Class D Mapped Spectral Response Acceleration : Ss=1.047 :S1=0.406 Spectral Response Coefficient Sds=0.755 :Shc=0.431 Seismic Design Category D Basic Force Resisting Systems Used Rigid Frames-OSMF Ordinary Steel Moment Frames Bracings-OSCBF Ordinary Steel Concentrically Braced Frames Total Design Base Shear, V (kips) 9.86 Response Modification Factors, R Rigid Frames = 3.25 SW X-Bracing = 3.25 EW X-Bracing = 3.25 Seismic Response Coefficients, Cs : Rigid Frames = 0.2323 SW X-Bracing = 0.2323 EW X-Bracing = 0.2323 Analysis Procedure Used : Equivalent Lateral Force Procedure Page 4 of 5 1 Continuation, Rigid S.O. No. 61986 DESIGN and DETAIL REQUIREMENTS Snow drift Structural Coating 1. Gray oxide primer both primary and secondary framings. Building Condition: 1. Right endwall is fully open or common wall to building A. 2. RGB to provide primary, secondary framings and connections only. Wall and roof panels, trims, and accessories are by others. Deflection Limit 1. H/50 Rigid Frame and Wind Framing Seismic Page 5 of 5 �r NOTICE 1� 0 TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED 0 DO NOT OCCUPY APPROVED PERMIT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: / ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND jPERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO,CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. Cl WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION GJ ,LL 1 ' e� i THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR i PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE l BUILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON ' REVISED FOUNDATION CALCULATIONS 60'x210' Metal Building with 60'x60' Metal Building MVE #191158 HCl OFFICEMAREHOUSE Arlington, Washington OFFICE COPY CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE 5 7�13Y NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Metal Building Supplied By: Qo w S f O !-ICI STEEL BUILDINGS LLC -z 17833 59th Ave. NE, Suite C a Arlington, WA 98223 TeX �t 775 �`rsIONAI- APR 24 2020 Design by. MOUNTAIN VIEW ENGINEERING SERVICES 'o- Received 345 No. Notn, 5ulto A Odoom City, Utah 64302 Phony (438) 734-4700 Fox (435) 734-9319 �r� A P R 2 4 2020 -bLlt) 25-19 15 pages of Calculations e' Yqoj 301130 1 ' Uis (I -i Y QFiLiL� MOUNTAIN VIEW Page: 1 ENGINEERING SERVICES Job: RAVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 A:i•�u�uiv�•saixi 73"�o�Z Subject HCI OFFICEIWAREHOUSE By: JVL Building Descr: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington,Washington DESIGN CRITERIA : Ground Snow Load 25 psf Floor Live Load 100 psf Roof Snow Load 25 psf Floor Dead Load 50 psf Roof Live Load 20 psf Floor Collateral Load 1 psf Roof Collateral Load 5 psf Code: 2015 IBC SOS 0.755 Wind Speed 115 mph Seismic Design Category D Exposure C Site Class D Importance Factor 1 Other Loads: Soil Bearing 1500 psf(assumed) Frost Depth 18 inches Notes: Reactions per HCI STEEL BUILDINGS LLC drawings. Concrete and Reinforcement: Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar-ASTM A615 grade 60 MOUNTAIN VIEW Page: 2 10 ftww ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 s , .���„ Subject HCl OFFICEIWAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Sidewall Footings (Lines 2, 3, & 11 /Grid D and Lines 2, 3, 5, 8, 10, & 111 Grid G) PD,L= 28.0 kips FH= 10.4 kips Uplift= 16.3 kips Check Soil Bearinq Use 5.0 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #5 bars each way. B req"d= 4.32 ft q= 1120 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req"d= 025 in2 L req'd= 6.6 ft-reinf.slab(6x6 W1.4xW1 A min.) L req"d= 10 ft-unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Design uplift= 16.3 kips Weight of Footing and Soil= 8.13 kips Slab Thickness= 6 inches Weight of Concrete Slab= 6.19 kips Depth to top of Ftg.= 18 inches Weight of Foundation Wall= 3.00 kips OS Conc.to CL Footing= 12 inches Total= 17.31 kips Length of Wall for Uplift= 25 feet Wall Thickness= 8 inches Factor of Safety= 1.06 >1.0 OK Sidewall Corner Footings (Line 131 Grids D & G) Pp-.L= 43.4 kips F"= 10.2 kips Uplift= 7.5 kips Check Soil Bearing Use 5.5 ft2 x 14 inch deep footing Allowable-Pressure= 1500 psf reinforced with (6) #5 bars each way. B req'd= 5.38 ft q= 1435 psf OK Hor&ontal Force Use rebar hairpins to resist horizontal force. As req"d= 0.25 in2 L req"d= 6A ft-reinf.slab(6x6 W1.4xW1.4 min.) L req'd= 10 ft-unreinforced slab Use# 5 hairpin w/ 8 foot legs. Uplift Design uplift= 7.6 kips Weight of Footing and Soil= 9.83 kips Slab Thickness= 6 inches Weight of Concrete Slab= 2.19 kips Depth to top of Ftg.= 18 inches Weight of Foundation Wall= 2.18 kips (EW)OS Conc.to CL Footing= 4 inches Total= 14.20 kips (SW)OS Conc. to CL Footing= 12.0 inches Length of Wall for Uplift= 20 feet Factor of Safety= 1.9 >1.0 OK Wall Thickness= 8 inches �5 MOUNTAIN VIEW Page: 3 ENGINEERING SERVICES Job: MVE#191158 HCl STEEL BUILDINGS LLC Date: 04/24/20 "a WShww r4M,�,", �, )73"„Mck 1 Subject HCl OFFICEIWAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Sidewall Footings (Line 121 Grids D & G) PD+L= 42.9 kips F"= 9.8 kips Uplift= 12.7 kips Check Soil Bearing Use 6.0 ft2 x 16 inch deep footing Allowable Pressure= 1500 psf reinforced with (7) #5 bars each way. B req d= 5.35 ft q= 1192 psf OK Horiizontal Force Use rebar hairpins to resist horizontal force. As req'd= 0.24 in2 L req'd= 6.2 ft-reinf.slab(6x6 W1.4xW1.4 min.) L req"d= 9.8 ft-unreinforced slab Use # 5 hairpin wl 8 foot lens. Uplift Design uplift= 12.7 kips Weight of Footing and Soil= 12.60 kips Slab Thickness= 6 inches Weight of Concrete Slab= 5.78 kips Depth to top of Ftg.= 18 inches Weight of Foundation Wall= 2.85 kips OS Conc.to CL Footing= 12.0 inches Total= 21.23 kips Length of Wall for Uplift= 25 feet Wall Thickness= 8 inches Factor of Safety= 1.67 > 1.0 OK Interior Footinq (Line 5/Grid D) PD,jL= 41.9 kips FN= 10.3 kips Uplift= 18.5 kips Check Soil Bearinq Allowable Pressure= 1500 psf Use 6.0 ftz x 24 inch deep footing B req'd= 5.29 ft reinforced with (8) #5 bars each way. q= 1164 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd= 0.25 in2 L req'd= 11.7 ft-reinf.slab(6x6 W1.4xW1.4 min.) L req'd= 19 ft-unreinforced slab Use # 5 hairpin w/ 12 foot legs. Uplift Design uplift= 18.5 kips Weight of Footing and Soil= 12.60 kips Slab Thickness= 6 inches Weight of Concrete Slab= 8.10 kips Thickness Above Ftg.= 0 inches 20.70 kips Factor of Safety= 1.12 >1.0 OK MOUNTAIN VIEW Page: 4 ENGINEERING SERVICES Job: MVE#191158 HCl STEEL BUILDINGS LLC Date: 04/24/20 ` ;m 4M, 3 590 (435); `, a71 Subject HCl OFFICEMAREHOUSE By JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Lines 4 & 10/Grids B & C) PD,,L= 28.4 kips FH= 8.0 kips Uphft= 11.3 kips Check Soil Bearing Use 4.5 ft2 x 12 inch deep footing Alkonrable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req"d= 4.35 ft q= 1402 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req"d= 0.19 in2 L req'd= 5.1 ft-reinf. slab(6x6 W1.4xW1.4 min.) L req'd= 8 ft-unreinforced slab Use# 5 hairpin w/ 8 foot legs. Uplift Design uplift= 11.3 kips Weight of Footing and Soil= 6.08 kips Slab Thickness= 6 inches Weight of Concrete Slab= 5.28 kips Depth to top of Ftg.= 18 inches Weight of Foundation Wall= 2.33 kips OS Conc.to CL Footing= 5.5 inches Total= 13.68 kips Length of MWI for Uplift= 20 feet Thickened Edge Width= 8 inches Factor of Safety= 1.21 >1.0 OK Thickened Edge Depth= 18 inches Interior Footings (Line 121 Grids E & F) PD.L= 40.8 kips FN= 0.0 kips Uplift= 0.0 kips Check Soil Bearing Allowable Pressure= 1500 psf Use 6.0 ft2 x 24 inch deep footing B neq'd= 5.22 ft reinforced with (11) #5 bars each way. q= 1133 psf OK Uplift Design uplift= 0.0 kips Weight of Footing and Soil= 12.60 kips Slab Thickness= 6 inches Weight of Concrete Slab= 4.80 kips Thickness Above Ftg.= 0 inches 17.40 kips Factor of Safety= NA >1.0 OK MOUNTAIN VIEW Page: 5 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 Mms(4W�„A;. ,30„'�;,,;'02 Subject: HCI OFFICEMAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Line 1 /Grids E & F) PD.L= 14.4 kips FH= 5.9 kips Uplift= 9.8 kips Check Soil Bearing Use 3.5 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (5) #4 bars each way. B req"d= 3.10 ft q= 1176 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd= 0.14 in2 L req"d= 3.7 ft-reinf.slab(6x6 W1.4xW1.4 min.) L req"d= 5.9 ft-unreinforced slab Use# 4 hairpin w/ 4 foot legs. unfift Design uplift= 9.8 kips Weight of Footing and Soil= 2.87 kips Slab Thickness= 6 inches Weight of Concrete Slab= 4.66 kips Depth to top of Ftg.= 12 inches Weight of Foundation Wall= 2.48 kips OS Conc.to CL Footing= 5.5 inches Total= 10.00 kips Length of Wall for Uplift= 20 feet Thickened Edge Width= 8 inches Factor of Safety= 1.02 > 1.0 OK Thickened Edge Depth= 18 inches Endwall Footings (Line 13/Grids E & F) P,a�= 41.0 kips Fe= 3.4 kips Uplift= 0.0 kips Check Soil Bearing Use 5.5 ft2 x 14 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #5 bars each way. B req'd= 5.23 ft q= 1355 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req"d= 0.08 in2 L req"d= 2.1 ft-reinf. slab(6x6 W1.4xW1.4 min.) L rend= 3.4 ft-unreinforced slab Use # 4 hairpin w/ 4 foot legs. uplift Design uplift= 0.0 kips Weight of Footing and Soil= 7.88 kips Slab Thickness= 6 inches Weight of Concrete Slab= 6.22 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall= 2.18 kips OS Conc.to CL Footing= 5.5 inches Total= 16.27 kips Length of Wall for Uplift= 20 feet Thickened Edge Width= 8 inches Factor of Safety= NA >1.0 OK Thickened Edge Depth = 18 inches MOUNTAIN VIEW Page: 6 ENGINEERING SERVICES Job: HAVE#191158 HCl STEEL BUILDINGS LLC Date: 04/24/20 rbwo(�,-4=r'„°'°(435)„;,;J02 Subject: HCI OFFICEMAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Sidewall Inside Corner Footinq (Line 10/Grid D) P:)-L= 63.3 kips "Note: Endwall Reactions from Buildings A&B will fall on the same footings, so reactions Fa= 10.3 kips used for footing design are cumulative,with the footing centered as indicated below. Upldt= 26.8 kips I swew,�. Check Soil Bearing Allowable-Pressure= 1500 psf Use 7.0 ft2 x 20 inch deep footing B req'd= 6.50 ft reinforced with (9) #5 bars each way. q= 1292 psf OK Horizontal Force Use riebar hairpins to resist horizontal force. As req'd= 0.25 in2 L req"d= 6.5 ft-reinf. slab(6x6 W1.4xW1.4 min.) L req d= 10.3 ft-unreinforced slab Use# 5 hairpin w/ 8 foot legs. Uplift Design uplift= 26.8 kips Slab Thickness= 6 inches Weight of Footing and Soil= 17.64 kips Depth to top of Ftg.= 18 inches Weight of Concrete Slab= 7.29 kips (S"OS Conc.to CL Footing= 2.1 inches Weight of Foundation Wall= 2.33 kips (EW)OS Conc.to CL Footing= 4 inches Total= 27.26 kips (SW)Length of Wall for Uplift= 13 feet (EVV)Length of Wall for Uplift= 10 feet Wall Thickness= 8 inches Factor of Safety= 1.02 >1.0 OK MOUNTAIN VIEW Page: 7 ENGINEERING SERVICES Job: NNE#191168 HCI STEEL BUILDINGS LLC Date: 04/24/20 as N& F-(Nt55)7y4-�o,n, A• 9r Ciy,� a Subject HCl OFFICEMAREHOUSE By: JVL otw {-7D0 ¢.(4J7)71"—S5`�9 Ph Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Inside Corner Footing (Line 4/Grid D) Pe,,L= 19.3 kips F,H= 5.2 kips Uplift= 3.2 kips Check Soil Bearing SIDEINALL Allowable Pressure= 1500 psf `''°`'"" Use 4.0 ft2 x 12 inch deep footing B req'd= 3.59 ft reinforced with (6) #4 bars each way. q= 1206 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req"d= 0.13 in2 L req"d= 3.3 ft-reinf. slab(6x6 W1.4xW1.4 min.) L feq"d= 5.2 ft-unreinforced slab Use# 4 hairpin w/ 6 foot legs. Uplift Design uplift= 3.2 kips Slab Thickness= 6 inches Weight of Footing and Soil= 3.20 kips Depth to top of Ftg.= 12 inches Weight of Concrete Slab= 3.13 kips (SbV)OS Conc.to CL Footing= 10.5 inches Weight of Foundation Wall= 2.52 kips (EW)OS Conc.to CL Footing= 4.5 inches Total= 8.85 kips (SW)Length of Wall for Uplift= 10 feet (EW)Length of Wall for Uplift= 10 feet Wall Thickness= 8 inches Factor of Safety= 2.76 >1.0 OK MOUNTAIN VIEW Page: 8 ENGINEERING SERVICES Job: MVE#191158 HCl STEEL BUILDINGS LLC Date: 04/24/20 ft :(.b spa-`17M-r x);„W,8J02 Subject HCl OFFICEIWAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington, Washington Endwall Footings (Lines 6 & 9/Grid A) P®*d_= 0.2 kips Fm= 3.9 kips Uplift,= 0.0 kips Check Soil Bearinq Use 2.0 ft2 x 12 inch deep footing Alkrwable Pressure= 1500 psf reinforced with (3) #4 bars each way. B req'd= 0.37 ft q= 50 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd= 0.09 in2 L req'd= 2.5 ft-reinf.slab(6x6 W1.4xW1.4 min.) L req"d= 3.9 ft-unreinforced slab Use# 4 hairpin w/ 6 foot legs. Uplift Design uplift= 0.0 kips Weight of Footing and Soil= 0.90 kips Slab Thickness= 6 inches Weight of Concrete Slab= 3.60 kips Depth to top of Ftg.= 12 inches Weight of Foundation Wall= 2.25 kips OS Conc.to CL Footing= 12 inches Total= 6.75 kips Length of Wall for Uplift= 17 feet Wali Thickness= 8 inches Factor of Safety= ### # Corner Footings (Lines 4 & 10/ Grid A) Pn,,L= 21.4 kips FH= 5.2 kips Uplift= 8.3 kips Check Soil Bearinq Use 4.0 ft2 x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (6) #4 bars each way. B req'd= 3.78 ft q= 1338 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As re'd= 0.13 in2 L req'd= 3.3 ft-reinf.slab(6x6 W1.4xW1.4 min.) L req"d= 5.2 ft-unreinforced slab Use# 4 hairpin w/ 6 foot legs. Uplift Design uplift= 8.3 kips Weight of Footing and Soil= 3.70 kips Slab Thickness= 6 inches Weight of Concrete Slab= 3.33 kips Depth to top of Ftg.= 12 inches Weight of Foundation Wall= 1.95 kips (EW)OS Conic. to CL Footing= 4 inches Total= 8.98 kips (SW)OS Conc.to CL Footing= 12.0 inches Length of Wall for Uplift= 17 feet Factor of Safety= 1.1 >1.0 OK Wall Thickness= 8 inches MOUNTAIN VIEW Page: 8 10 n�ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 i�72"M. „5;�„9"2 Subject HCl OFFICE/WAREHOUSE By: JVL Description: 60'x210' Metal Building with 60'x60' Metal Building Location: Arlington,Washington Corner Footings (Line 11 Grids D & G) PD,L= 5.6 kips FN= 2.1 kips Uplift= 3.6 kips Check Soil Bearing Use 3.0 if x 12 inch deep footing Allowable Pressure= 1500 psf reinforced with (4) #4 bars each way. B req'd= 1.93 ft q= 622 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd= OAS in2 L req'd= 1.3 ft-reinf.slab(6x6 W AM1.4 min.) L req"d= 2.1 ft-unreinforced slab Use# 4 hairpin wl 6 foot legs. UPIN Design uplift= 3.6 kips Weight of Footing and Soil= 2.06 kips Slab Thickness= 6 inches Weight of Concrete Slab= 2.84 kips Depth to top of Ftg. = 12 inches Weight of Foundation Wall= 2.10 kips (EW)OS Conc.to CL Footing= 4 inches Total= 7.01 kips (SW)OS Conc.to CL Footing= 12.0 inches Length of Wall for Uplift= 17 feet Factor of Safety= 1.9 >1.0 OK Wall Thickness= 8 inches MOUNTAIN VIEW Page: 10 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 3E aw wa,S 9 A-&%tam CRY,Utah-4 Subject: HCI OFFICE/WAREHOUSE By: JVL 19�ana(4M 73a-SM•Fae(4A 734-WIY Worst Case: 3/4" Sidewall Anchors ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(NU)= 29.60 kips Side-face Blowout of Anchors in'tension(17.4.41 Shear Force on Anchors(VU)= 16.48 kips hEF>2.5 ca, NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D s, <6ca, ? YES NOT CONTROL Number of Anchors(n)= 4 Ca2<3ca, ? YES R= 0.82 Number of Anchors in Tension(n)= 4 Nab= 160ca,ABRo 5Xafc SR = 102.58 kips Anchor Diameter(da)= 0.75 in ASE= 0.334 in^2 Therefore, Nft=(1+sQ/6c,,)N,b = 107.46 kips Anchor Spacing Perpendicular to Load (sl)= 3 in = 0.75 ON,bs = 80.60 kips Anchor Spacing Parallel to Load (Sz)= 3 in Spacing of outer Anchors(so)= 3 in Steel Streneth of Anchors in Shear 0 7.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nAsEF,,,a = 46.49 kips Tensile Strength of Anchors(Fu j= 58 ksi = 0.65 4)Vs = 30.22 kips Edge Distance in Load Direction(c.1)= 10.5 in Edge Distance Perpendicular to Load(ca)= 24 in Concrete Breakout Streneth of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Avg= 496.125 in^2 Av.. =4.5(Ca1)2= 496.125 in^2 Axial Eccentricity(e'N)= 0 in `Ye,;,v = 1/(]+2e'v/3ca1)<=1.0 'Pe,v = 1.000 Shear Eccentricity(e'v)= 0 in CaZ>=1.5ca, ? YES ` "V = 1.000 Cracking at Service Loads? YES P.,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 26 in q,,,,v = 1.000 Naa = nASEF.ca = 77.49 kips Vb = 7(L�da)02da°5fc°5ca,15 = 15.63 kips = 0.75 4N,a = 58.12 kips Vb = 97~afc05ca,'S = 15.31 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) V`b$ - Avg '1`e,v`1'Qe,v`Y.,v'1'hvVb = 18.37 kips ANC= 1552.5 in^2 ANw =9hef= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the T N = 1/(1+2e'N/3hEF)<= 1.0 TYe,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(m+n)<1.5hu ? YES Tm,N = 0.850 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `1',;,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tcp.N = 1.000 Tensile Capacity of Ties= 59.4 kips hEF>=11 in.? YES kC, = 24 Therefore, V6, = 59.40 kips = 0.75 �V�i,s = 44.55 kips Nb = kCk fCO 5hEF513 = 65.06 kips _ AN Concrete Pryout Strength of Anchors in Shear(17.5.31 Nabg A N Tec,NTed,N P.NTcp NNb _ 48.67 kips hEF- 14 in So,kip= 2 Therefore, V,s= k�pN6, = 97.34 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 oV=ps = 68.14 kips so concrete breakout will be limited by the tensile strength ofthe rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC'=C:D.F..AFREDUCEC'ONCREPFALLOtt: TENSION B)'0.71 ALLOW.TENSION(ONN)= 58.12 kips> 29.6 kips OK = 0.75 4�Nceo_ 111.60 kips ALLOW.SHEAR(10VN)= 30.22 kips> 16.5 kips OK Pullout Strength of Anchors in'Pension 07.4.3) CHECK SHEAR/TENSION INTERACTION ABRc= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8ABRcfC = 44.20 kips NUA>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES Y,,,p = 1 VUA>0.2(UVN? YES N,.N.(group)= n`N,;,pNp = 176.80 kips NuA Vun + = 1.05 < 1Z0 OK = 0.7 ONPN(group) = 123.76 kips mN� IDVN MOUNTAIN VIEW Page: 11 ENGINEERING SERVICES Job: MVE#191168 HCI STEEL BUILDINGS LLC Date: 04/24/20 30 RwneM(.M W„_r=.F°Fe,(4,,`)`7Y-„°;702 Subject: HCI OFFICENVAREHOUSE By: JVL Worst Case: 3/4" Interior Anchors ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 29.60 kips Side-face Blowout of Anchors in Tension 07.4.4) Shear Force on Anchors(VI)= 16.48 kips hEF>2.5 c,, NO SIDE-FACE BLOWOUT WILL Seismic Design Category= D s, <6ca1 ? YES NOT CONTROL Number of Anchors(n)= 4 ca2<3c,, ? YES R= 0.5 Number of Anchors in Tension(n)= 4 N,b=160c,,ABRc 5kaf c 5R = 214.07 kips Anchor Diameter(d,)= 0.75 in AsE= 0.334 in^2 Therefore, N,bg=(1+so/6c,,)N,b = 217.04 kips Anchor Spacing Perpendicular to Load (s1)= 3 in = 0.75 4)N,b, = 162.78 kips Anchor Spacing Parallel to Load (s2)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi VS = 0.6nASEF,,, = 46.49 kips Tensile Strength of Anchors(FutH)= 58 ksi = 0.65 (OVs = 30.22 kips Edge Distance in Load Direction(c,1)= 36 in Edge Distance Perpendicular to Load(c,2)= 36 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Ave= 2100 in^2 Ave. =4.5(ca1)2= 5832 in^2 Axial Eccentricity(e'N)= 0 in `1'ee,v = 1/(1+2e'v/3ca1)<=1.0 `YC,v = 1.000 Shear Eccentricity(e'v)= 0 in cat>= 1.5c,, ? NO Y d,v = 0.900 Cracking at Service Loads? YES T,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: h, = 24 in Thy = 1.500 N. = nASEFuta = 77.49 kips Vb = 7(Le/da)02deD5f'c Sca,15 = 99.24 kips = 0.75 ON. = 58.12 kips Vb = 9?afc05ea115 = 97.20 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) Vcbg = A�° '1'ec•v`1'ed,v'1'c,V�h,Vub = S6.7O kips yco ANe= 2025 in^2 ANen =9hef= 1764 in12 Concrete breakout in shear will be resisted by rebar ties at the "Fec,N = 1./(1+2e'N/3hEF)<= 1-0 `F�,N = 1-000 top of the footing,tensile capacity of the bars will control. c,(min)<1.5hEF ? NO 'Y�e,N = 1.000 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES T,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore Tcp,N = 1.000 Tensile Capacity of Ties= 59.4 kips hEF>= 11 in.? YES kG = 24 Therefore, Vebg = 59.40 kips = 0.75 06t, = 44.55 kips Nb = kc),fco ShEFSl3 = 65.06 kips N = ANe `I' `I'ed,N TcN TcpN Nb p 74.68 kips Concrete Prvout Strength of Anchors in Shear(17.5.3) cbg Any ec�l hEF= 14 in So,kep= 2 Therefore, VnPg= k,Nebg = 149.37 kips Anchor bolts are tied into the footings with rebar cages, = 0.7 '�Vepg = 104.56 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 5 Tensile strength of the reinforcement= 148.8 kips(ULT) SDC=C.A E,&F REDUCE CONCRETEALLOff: TENSION By0.75 ALLOW.TENSION((DNN)= 58.12 kips> 29.6 kips OK = 0.75 (ONCBG= 111.60 kips ALLOW.SHEAR(G)VN)= 30.22 kips> 16.5 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABKG= 2.21 in12 FOR 1/4"PLATE WASHER Np= 8ABRGfC = 44.20 kips NIA>0.20NN? YES Cracking at Service Loads? YES "P = 1 VIA>0.2(DVN? YES UNITY CHECK REQUIRED` NPN(group)- nYe,pNp = 176.80 kips NIA + VIA = 1.05 < 1.20 OK ,� = 0.7 4)NPN(group)= 123.76 kips WNN NVN MOUNTAIN VIEW Page: 12 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 30 ft.'"°``UU 4-V '°F`w("exy.Utah4-9 19 Subject: HCI OFFICE/WAREHOUSE By: JVL 73�-f7U0�Fa:(U!)7K-f31f Worst Case: 3/4" Anchors (Line 4 & 10 /Grids B &C) ANCHOR ROD GROUP CHECK(per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 17.76 kips Side-face Blowout of Anchors in Tension(17.4.4) Shear Force on Anchors(Vu)= 12.80 kips hEF>2.5 cal YES Seismic Design Category= D s, <6ca, ? YES Number of Anchors(n)= 4 c"<3 ca, ? NO R= 1 Number of Anchors in Tension(n)= 4 N,b=160c.,ABRGO 5w 5R = 47.57 kips Anchor Diameter(da)= 0.75 in Ass= 0.334 in^2 Therefore, N6b8=0+s0/6ca1)Nab = 55.50 kips Anchor Spacing Perpendicular to Load (sl)= 4 in = 0.75 ON,bs = 41.62 kips Anchor Spacing Parallel to Load (sz)= 4 in Spacing of outer Anchors(so)= 4 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEF,,,a = 46.49 kips Tensile Strength of Anchors(F,)= 58 ksi 4) = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(ca,)= 4 in Edge Distance Perpendicular to Load(cat)= 21 in Concrete Breakout Streneth of Anchors in Shear 17.5.2 Conerete Strength(fc)= 2500 psi Ave= 72 in^2 Av.. =4.5(c,,)2= 72 in^2 Axial Eccentricity(e'N)= 0 in ` ,,v = 1/(1+2e'v/3ca1)<= 1.0 1p "v = 1.000 Shear Eccentricity(e'v)= 0 in cat>=1.5ca, ? YES T d,v 1.000 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Pension 07.4.1.2) Thickness: ha = 24 in Thy - 1.000 N. = nASEF., = 77.49 kips Vb = 7(La/da)02da05fc"Ca115 = 3.68 kips = 0.75 ON. = 58.12 kips Vb = 9VCO5ee115 = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) Vebs - Ave" Y'ee,v`1'ed,v`1'e,v 'h,vVb = 4.32 kips ANe= 1192.5 in12 ANeo =9he f= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the T,,, = ]/(1+2e'N/3hF,F)<=1.0 ` m,N = 1.000 top of the footing,tensile capacity of the bars will control. Ca(min)<1.5hEF ? YES ` ,d,N = 0.757 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `I'e,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore T,.N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>=11 in.? YES kc = 24 Therefore, Veb, = 39.60 kips 0 = 0.75 OVebs = 29.70 kips Nb = kc7,.a f c'hEF"' = 65.06 kips AN. Concrete Prvout Streneth of Anchors In Shear(17.5.3) Nebg = A �ec,N ed,N�e,N'1'ep NNb 33.30 kips h = 14 in So 44 2 AN. EF r"Cp Therefore, Veps= kepNebg = 66.60 kips Anchor bolts are tied into the footings with rebar cages, 0 = 0.7 OV,8 = 46.62 kips so concrete breakout will be limited by the tensile strength ofthe rebar verticals in the cage' ANCHOR ROD GROUP CAPACITY Number of Verticals= 8 Size of rebar= # 4 'Tensile strength of the reinforcement= 96 kips(ULT) SDC=C.A E.&FREDUC'/i CONCRETE ALLOW TENSIONBl'0.75 ALLOW.TENSION(ONN)= 31.22 kips> 17.8 kips OK 4) = 0.75 ONcBa= 72.00 kips ALLOW.SHEAR(OVN)= 29.70 kips> 12.8 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION ABRG= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8ABRJC = 44.20 kips NIA>0.20NN? YES UNITY CHECK REQUIRED Cracking at Service Loads? YES TY.,  ] VIA>0.2(DVN? YES NPN(group)= n`fe PN,, = 176.80 kips NIA + VuA . 1.00 < 1.20 OK 0 = 0.7 WNPN(group) = 123.76 kips 4DNN G)VN MOUNTAIN VIEW Page: 13 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 S0%0.44w%S'"'"'°r%ftm CRY.Woh 54M Subject: HCI OFFICEIWAREHOUSE By: JVL n"t430 734-OM-rm(4M)13+4519 Worst Case: 314" Anchors (Grid A) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 14.56 kips Side-face Blowout of Anchors in'tension(17.4.4) Shear Force on Anchors(Vu)= 9.92 kips hEF>2.5 c,, YES Seismic Design Category= D s, <6ca, ? YES Number of Anchors(n)= 4 ca<3co, ? NO R= 1 Number of Anchors in Tension(n)= 4 N:b= 160ce1AeRG 5Xefc 5R = 47.57 kips Anchor Diameter(d j= 0.75 in AsE= 0,334 in^2 Therefore, Nsb,=(1+so/6c.,)N,b = 53.52 kips Anchor Spacing Perpendicular to Load (s,)= 3 in 4) = 0.75 ON,bg = 40.14 kips Anchor Spacing Parallel to Load (s2)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nASEF,,,a = 46.49 kips Tensile Strength of Anchors(F111e)= 58 ksi 4 = 0.65 4)Vs = 30.22 kips Edge Distance in Load Direction(c,,,)= 4 in Edge Distance Perpendicular to Load(c.2)= 20 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi AvC= 72 in^2 AvCo =4.5(cel)2= 72 in^2 Axial Eccentricity(eN)= 0 in T.,v = 1/(]+2e'v/3c„,)<= 1.0 T C,v = 1.000 Shear Eccentricity(e'v)= 0 in c�2>= 1.5ce, ? YES `Ped,v = 1.000 Cracking at Service Loads? YES Tc,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: h8 = 18 in `Ph,v = 1.000 N. = nAsEF,,,B = 77.49 kips Vb = 7(L)de)02da05fc°5C.115 = 3.68 kips = 0.75 c)NaB = 58.12 kips Vb = 9Afc05ca1is = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) Vc6g = AXE °°•v`1'Cd,v`1'`,v`1'h,vVb = 4.32 kips ANC= 702.25 in-2 ANw =9her= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the T ,N = 1/(1+2e'N/3hEF)<= 1.0 Y "' = 1.000 top of the footing,tensile capacity of the bars will control. c,,t,,j; 1<1.5bEF ? YES TCd,N = 0.757 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `I ,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore TCp,N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>= 11 in.? YES kc = 24 Therefore, Vebs = 39.60 kips = 0.75 06P = 29.70 kips Nb = kc1,.8 fc sh'5n = 65.06 kips ANC Concrete Prvout Strength of Anchors in Shear(17.5.3) NCbs = A ` =,NTed,NTc,NTcp,NNb = 19.61 kips h 14 in So 2 A. hEF- ,Kp_ Therefore, VCps= KpNcbg = 39.22 kips Anchor bolts are tied into the footings with rebar cages, 4) = 0.7 4)VCp9 = 27.45 kips so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 4 Size of rebar= # 4 Tensile strength of the reinforcement= 48 kips(ULT) SDC=C.A E.do F RF.DVCI-*C'ONCREM11.1.0((: TENSION 8)'0.7.1 ALLOW.TENSION((DNN)= 27.00 kips> 14.6 kips OK cp = 0.75 4)NcRG= 36.00 kips ALLOW.SHEAR(MVN)= 27.45 kips> 9.92 kips OK Pullout Strength of Anchors in Tension(17.4.3) CHECK SHEAR/TENSION INTERACTION AsRc= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8AsRcf C = 44.20 kips NUA>0.20NN? YES Cracking at Service Loads? YES T' y = 1 VUA>0.20VN? YES UNITY CHECK REQUIRED NPN(group)= n`P yNp = 176.80 kips Nun Vun + = 0.90 < 1.20 OK ,� = 0.7 (�NFN(group)= 123.76 kips ON, OVN MOUNTAIN VIEW Page: 14 ENGINEERING SERVICES Job: MVE#191168 HCI STEEL BUILDINGS LLC Date: 04/24/20 """°'L svn'"' (4 TW° 5r.Utah19 Subject: HCI OFFICEIWAREHOUSE By: JVL Plon�(a SD)7.7 a-DTiO ra lass)rs4-nsn Worst Case: 3/4" Anchors (Grid 13) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(Nu)= 12.00 kips Side-face Blowout of Anchors in'Pension(17.4.4) Shear Force on Anchors(V,u)= 16.32 kips hEP>2.5 cal YES Seismic Design Category= D si <6ca( ? YES Number of Anchors(n)= 4 Ca<3 cal ? NO R= 1 Number ofAnchors in Tension(n)= 4 N:b= 160caiAeac 5XafCo5R = 47.57 kips And Diameter(d.= 0.75 in AsE= 0.334 in42 Therefore, N,bs=(1+so/6cai)N,b = 53.52 kips Anchor Spacing Perpendicular to Load (s()= 3 in = 0.75 �Nft = 40.14 kips Anchor Spacing Parallel to Load (sz)= 3 in Spacing of outer Anchors(so)= 3 in Steel Strength of Anchors in Shear(17.5.11 Embedment Depth(hE,)= 14 in Built-up grout pads used? NO "Field Strength of Anchors(Fy)= 36 ksi Vs = 0.6nAsEF,,,a = 46.49 kips Tensile Strength of Anchors(F„�)= 58 ksi 4, = 0.65 TVs = 30.22 kips Edge Distance in Load Direction(cat)= 4 in Edge Distance Perpendicular to Load(c.2)= 20 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(fc)= 2500 psi Av.= 72 in^2 Avw =4.5(cai)Z= 72 in^2 Axial Eccentricity(e'N)= 0 in ` ,,.v = 1/(1+2e'v/3ca1)<=1.0 ` ,,v = 1.000 ;Shear Eccentricity(e'v)= 0 in C�2>= 1.5cai ? YES T d,v = 1.000 Cracking at Service Loads? YES `PC,v = 1.200 Steel Strength of Anchors in Tension(17.4.1.2) Thickness: ha = 18 in ` by = 1.000 N. = nAsEF,,,a = 77.49 kips Vb = 7(LVda)02da°5fc°5ca1" = 3.68 kips = 0.75 AON�, = 58.12 kips Vb = %'yco SC"15 = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension(17.4.2) Vebg = Av. `l'ee,vy'ed,v`1'e,v`1`b,vVb = 4.32 kips ANe= 702.25 in^2 AN,.. =9he{2= 1764 in^2 Concrete breakout in shear will be resisted by rebar ties at the `P ,N = 1/(1+2e'N/3hEF)<= 1.0 T,,.N = 1.000 top of the footing,tensile capacity of the bars will control. ca tmin)<1.5hEF ? YES `1'ed,N = 0.757 Tie Size= # 3 bar Bar Area= 0.11 in^2 Cracking at Service Loads? YES `P,N = 1.000 Number of Ties at top= 3 Fy= 60 ksi Headed anchors used,therefore ` ,.N = 1.000 Tensile Capacity of Ties= 39.6 kips hEF>=11 in.? YES kc = 24 Therefore, Vebs = 39.60 kips (0 = 0.75 4)V ft = 29.70 kips Nb = kcka fc ShEFsn = 65.06 kips N = AN: 'PNc� ec,N`Pcd 'I'c N`I'cp,Nb p N 19.61 kips Concrete Pryout Strength or Anchors in Shear(17.5.3) chg A ,N hEF= 14 in So,kcp= 2 Therefore, V'P8= k,pNeb, = 39.22 kips Anchor bolts are tied into the footings with rebar cages, 4) = 0.7 4)VeP9 = 27.45 kips so concrete breakout will be limited by the tensile strength of the vebar verticals in the cage. ANCHOR ROD GROUP CAPACITY Number of Verticals= 4 Size of rebar= # 4 Tensile strength of the reinforcement= 48 kips(ULT) SDC=G A F.A F REDUCE CONCRF.TF.ALLOW TENSION RY 0.75 ALLOW.TENSION(4)NN)= 27.00 kips> 12 kips OK = 0.75 (joNcaG= 36.00 kips ALLOW.SHEAR(OVN)= 27.45 kips> 16.3 kips OK Pullout Strength of Anchors in Tension(17.4.31 CHECK SHEAR/TENSION INTERACTION ABRG= 2.21 in^2 FOR 1/4"PLATE WASHER Np= 8AaRGfc = 44.20 kips Nun>0.20NN? YES Cracking at Service Loads? YES `Ye,p = 1 Vun>0.2�VN? YES UNITY CHECK REQUIRED NPN(group)= n'I.yNi, = 176.80 kips Nun Vua + = 1.04 < 1.20 OK c� = 0.7 c�NPN(group) = 123.76 kips 40NN (DV, MOUNTAIN VIEW Page: 15 ENGINEERING SERVICES Job: MVE#191158 HCI STEEL BUILDINGS LLC Date: 04/24/20 phwm(430)73#-#=.r ;X;u,� Subject: HCI OfFICE/WAREHOUSE By: JVL Worst Case: 3/4" Anchors (All Others) ANCHOR ROD GROUP CHECK (per ACI 318-14 Chapter 17, headed anchors) Tensile Force on Anchors(NU)= 5.76 kips Side-face Blowout of Anchors in Tension(17.4.4) Slur Force on Anchors(VU)= 3.36 kips hEF>2.5 ca, YES Seismic Design Category= D s, <6ca, ? YES Number of Anchors(n)= 4 ca2<3 ca, ? NO R= 1 Number of Anchors in Tension(n)= 4 N,b=160ca1 ABRa.VC sR = 25.88 kips Anchor Diameter(dj= 0.75 in AsE= 0.334 in^2 Therefore, N,bg=(1+s0/6ca,)N,b = 29.11 kips Anchor Spacing Perpendicular to Load (s,)= 3 in 4) = 0.75 4N,bg = 21.83 kips Anchor Spacing Parallel to Load (s2)= 3 in Spacing of outer Anchors(s0)= 3 in Steel Strength of Anchors in Shear(17.5.1) Embedment Depth(hEF)= 14 in Built-up grout pads used? NO Yield Strength of Anchors(Fy)= 36 ksi Vs = 0.6nAsEF,,,a = 46.49 kips "Tensile Strength of Anchors(1,,,a)= 58 ksi (0 = 0.65 4)Vs = 30.22 kips Edge Distance in Load Direction(qj= 4 in Edge Distance Perpendicular to Load(caZ)= 24 in Concrete Breakout Strength of Anchors in Shear(17.5.2) Concrete Strength(Fc)= 2500 psi Av,= 72 in^2 Avco =4.5(ca,)2= 72 in^2 Axial Eccentricity(e'N)= 0 in Y,,,v = 1/(1+2e'v/3ca,)<=1.0 ` 'e.v = 1.000 :Shear Eccentricity(e'v)= 0 in cat>= 1.5ca, ? YES T d,v = 1.000 Cracking at Service Loads? YES Y,,v = 1.200 Steel Strength of Anchors in Tension 07.4.1.2) Thickness: ha = 18 in Thy = 1.000 N. = nAsFF., = 77.49 kips Vb = 7(L�da)02da0sfc0'ca,15 = 3.68 kips s#o = 0.75 o6N. = 58.12 kips Vb = 97<af c0•SCa,�5 = 3.60 kips CONTROLS Concrete Breakout Strength of Anchors in Tension 0 7.4.2) V68 Avg wOe,vY'�d,v'Yc,vTh,vVb = 4.32 kips ANC= 1192.5 in^2 ANcc =9h�f= 1764 in12 Concrete breakout in shear will be resisted by rebar hairpins at the ` ,,N = 1/(1+2e'N/3hEF)<= 1.0 TY .N = 1.000 top of the footing,tensile capacity of the bars will control. ca(min)<1.5hEF ? YES Y.,.N = 0.757 Tie Size= # 4 bar Bar Area= 0.2 in^2 Cracking at Service Loads? YES 'F�.N = 1.000 Number of Ties at top= 1 Fy= 60 ksi Headed anchors used,therefore Y-p,N = 1.000 Tensile Capacity of Ties= 24 kips hEF>=)i in.? YES kc = 24 Therefore, V6g = 24.00 kips 4) = 0.75 0,bg = 18.00 kips Nb = kc),a fc°Sh,,,"' = 65.06 kips Ncbg = ANC Concrete Pryout Strength of Anchors in Shear(17.5.3) AN.A �ec,N�ed,N�c,N�cp,NNb 33.30 kips hEF- e 14 in So kcp= 2 Therefore, V,g= k,pN&g = 66.60 kips = 0.75 4)NCBG= 24.97 kips 4) = 0.7 coV'pg = 46.62 kips Pullout Strength of Anchors in Tension(17.4.3) ANCHOR ROD GROUP CAPACITY ABRG= 0.654 ie2 Np= 8ABRGfc = 13.08 kips SDC=C.A F.A F REDUCE CONCRETI:ALLOW. TENS/ON BY O.75 Cracking at Service Loads? YES T', = I ALLOW.TENSION(tDNN)= 16.38 kips> 5.76 kips OK NPN(group)= nT,,pNp = 52.32 kips ALLOW.SHEAR('DVN)= 18.00 kips> 3.36 kips OK = 0.7 (�NpN(group) = 36.62 kips CHECK SHEAR/TENSION INTERACTION NUA>0.20NN? YES UNITY CHECK NOT VUA>0.2(DVN? NO NECESSARY ONN + OVN = 0.54 < 1.20 OK FOUNDATION NOTES 1,Design InformaOon and Eoade 1.96 End Sneer-49 her diameters m.Haritantd seas renfacnq"Irminola at OH ends of sod's.Ills a 90 dryee dab for any tpeciTic concenhaled fora"both cs these Tram.edicleR&swage v.Wale=Not required(IBC 17a5.3 Exception 4) A.Foundation doe' In daaordddaa with 2015 Inle notional bustlm Code usln the 2.�7 and larger=76 bar dlomelors honk plus o 6 bar dameter ule:•eon,unless ino•n alhavdse rucko,or hoe mml volmx noted oUtaseise- 9r+ g 9 yr waN ( ) rl McRM rods/6efa-Requited(IBC table 1705.3)Special inspecUan may be rooclione paorkled b the metal building rnwYloctur r lot the le110Wlh deli h b-et=4000 p.sl.at g'Mter via Haitmld we renfarcing draw N continuous usdlgh crostructkn and canlyd I',Wddng of slow is net owed ureen speciflce ideated n Um base AS 3 y q g 9 Y waived otewnl la the approve of the bulldog official. altwia 1,f6 and sense-!e bar Irtsnttare oils embetmenlR reinfarcnq,and downs we be fecurely tied to hannark a to B Sleet Reiefarcencitl W B-Ground Show Load..................25 pet 7.07 and leg.-60 bar alternates 4T Splict,In hat eonld teNlorcwrne+l shell be stoWed,Spikes h Iwo cvllons afferent s e'alorcing pile to platemml of the coraele.Tack.slang of robor johns i.Plecoment-Third party special lopecl0n of renlorcinq placement need only be 0 Roo(Snow load...................25 pit t.smear.lap"putt lengtho by 50%where[posy addled oars are used (Shore used)shall net occur in the nomr IacalWt. h groat beams.woek or cagn IN not oloeed.Wore welding of r*w I.shown n Deformed where opedilcdly required by the Iwutang official. C C Root faboted Load.................5 MI ih Stagger Split."n welt a that no fee odpcsnt bars drd splided Ill the same r Use chocks a other support dedsxs as required lor Draper clearance Inn diessi an febor to be welded dine be is A706 Crop 60, il,YhhFrng-Specsd inspection of reba welding is feauked(If any is used). � 1� P, WD D. wI Speed .............115 mph l000tbsn,unless shosen oth rwhis ri Reb r hoirpms than be tensed In frolics Md rail of.ua tied to the nab IWie Evpscs......... .............C iv.Make ell bent corstinuout wound corns a prodder corner be,%of aloud site reinfwcsig(If any),Reber hoipns chest is canllrtout through sees and piers. D, Speelal Inopectlons ®,Miscellaneous E $ins .. .. 0.755 and spochq, lop soften in hoisp',rs mop easy occur in the Poor slab Wien noted ethetwiw. A.Concrete A.The n:antNeldr shoo swfil ear of an uwWlkn§n dlmensibo. F:50C.... ..................... b v.Mhere 12 hchxs a In.or bx"h casins Is ploced bdo.hwaantd rcnlorcing C Cmlyd pole n n'abt an ggnnadtt ore ream minced la contra croceh.y.See yens tar Y Y 0,Trost Depth .. ....... 1'-8' iW mice length may be reduced by SOX canted 01MI soos-g and dx'dte I Spot Foaings-Not required(IBC 1705.3 Exception 1) B.isle englfiw it not splpaln9b(e GR any derbNms ham lNax plane unless such vl Valkd bars is wills,9rode oeares.and ors to to irate h feelings with ACI b Slabs and grade brans than no have pnit n a horitonld pion:.AA teAflis II.Conln8oll§Figs.-Not required(IBC 1165.3 Exception 2.3) changes We auOswlted I,selling by the enge M•. I 1,11622001ae UntilWorld Standard hogs(12 bar didmetra)to within 4"of It.bell"of the tooling $hall be cdnlo ses Uvwpsn ON conslouction foky.t PI Slabs=Not required(180 176B3 Exception 3) A.kleitdbift deolgh IS In accordance Wien 2015 nlernallond Boosting Cede- "Uses,noted otht•.re E flow slob mMdnns and renfarcnq the"in the**drowhgo an odoawatw to N Orddg Beams=Not requlfed(100 1705,3 Exceptidh 4) 0:Hear Live Ladd too psi(tight Steags) wwpporl tripled unilam Isoh;only.Meunloin Y,n Gryneerhg has not dinilred the W C,Floor Dead toad 50 Pet 4 8 9 10 W C Wind Load. ...... N.A b:Seismic toad O hnposjcf Fodor It ... to 2 .fin pov. ................ D 60'-0` .i Spo:lyd Cunroenh . 0755 W Sao :.:::::::::::::::::. efts 71''0" 2p'-o` m 20'-0" ® 20'-0" nF 9- a Icp CO Y ` k Design Calqy... D S,k rare[Re 8»ttro N ....... bSMF,b50BT RrVonc.ModOcalbn rocky R.. .... J,5,3,25 Analyss Procedure- ......._... EquNdenl Lateral Porte Protedure rt E A.R. re F6 It A.R Ff 3, Earthwork A _ A.Toundollon balgn Value.(uowmed) - - -- - I.Ano•ade Toll Useing WeUS -1500 psf ® CITY OF A.RLINGTON Ill Coelccknl ell fr%dlan-0.25 III.pdhsive Earth Preesufe-200 psf/fl of depth \ © ® / \ "* B,Tina bvT9 pal naa Shell be stripped of a holm.all,dobrls,vegslatkm,and d � r �» � BUILDING DEPARTMENT � �.upral.M 1111 sots and any remanng lase nature sole"eels be resented to suilobl•natural tort. 4 HAIRPIN WITH 6'-0" C.Proof rod the mise boUrog pod as to locale and remove all loll watt Replace � I LEGS(TYP. AT ALL F7,F8, I APPROVED with compocled etwetmal RII. F5, &F12 FOOTINGS) D.Piece of feelings and Voos on undisturbed natural soil or on ppmpady compacted 00eturol lid. Contractor shall verily that Sall under Iddiings la suitable to support B sootngS. DATE 7 BY E.5tsucloser FIII: Structural RII should conslsI of well-graded sandy gravels with a `�.,� maximWm particle Bite of 3 Inchat and 5 to 15 portent Dreg(mdterlale pandhg the I I � No.200 slew).the liquid limit of noes should not exceed 35 dhd the pldnUaitp iufrt amid be below 15,Aar far ate should be tees hanl lopwala highly wM!c NO CHANGES,AUTHORIZED C9 mateie,Irotm rut,and other desolation onitures.content twIt in mould be places o o h maimum 8-ids odd,lax I'•Ils of a rndsWre content within 2 Decent of N UNLESS APPROVED BY THE 0Isnum coal compacted to of least 95 percent ofmcdfird pinlor darnel! ASIM I I 1557)anew IN butang and 90 percent under concrete Sotwwk. Y( ® 43 BUILDING INSPECTOR = Z F,II h the reWonw'bNly of lie collector to ensure Inot the depth of the bottom of (ev _ /1 tj m R _ tiro foundation to fa arough below the odiocanl pddo to choose �— (i5 HAIRPIN WITH 8'-0" LEGS W adequate host protection � (TYP,AT ALL F2,Fir,F5, Fe, 4. Concrete and Reinforcement &F10 FOOTINGS) I Z 3 A.Material Standards #4 HAIRPIN o - WITH 0 I Z m Concrete O. ryo ar I 6'-0" LEGS 4 O a,Footings: Exposure Clossm/Fos SO,WO.CO,55 ,a G b,Extaia Wolf Ergmuts Gasses Ft,SO,0WO,Cl A.R, f5 vac t*+ L1 tJ I rf O rt A.R. Fir z N = Yc-3500 p,w.i.,moo../all ratio=0,55 o fv r-� - c.interior 1YalK Esporum Classes F0,SO,WO,CO •l _ _ STEEL ---- ec=3000 p.a.i„max,ii ratio=N.A. -- --- /1 � r -- 1--J -1 1L S S d Interior Slabs:Exposure Comm PI,SO,WO,CO ^j„u Qz �i d5 HAIRPIN WITH `may c��i fc=3500 P-91,ma.*Am ratio=0.55 / / \ / \ / w v 12'-0"LEGS F a.As content for Erpoares fi-r3 must meal the requlremenle of Table o I car. o Q 19.3.11 of ACI 31R-14.Ai-entralnhg admixtures shall conform to ASTM ® o Q I o Z I.TheOeemenl type for Exposures SI-S3 must meet the requirement.of Table N I H.--0 52'-0" J5 HAIRPIN WITH N I N zy o 19,3.2.1 of AG 310-14,Ill shall conform to ASTM C150 F11 I 8'-0"LEGS g.Calclum Chloride admixture shall not be used In Exposures S2 and S3 r-1 h.Normal weight aggregates-ASTM CM ii,Reinforcing a,Robot-ASTM de 80(Fy=°60 keg L-..J b.Welded wire-ASSTMTM A101064 I4 HAIRPIN WITH 4'-0° 5 10 µ FJ g a Epoxy-5lm an SET-xP(ICC-ES ESR-2508),HIM HIT-HY 200(ICC-ES LEGS(TYP. AT ALL F3, I oc ESR-3187),er Powers Pa.leners PE1000+(ICC-ES ESR-2583) I &F11 FOOTINGS) o 0 oco Pi Ili,Anchor Roda/Bolts b o 6"CONCRETE SLAB WITH CONTROL JOINTS, FIELO t of 12 - o a.Steel column anchor rods olla-ASTM F1554 Grade 36 with ASTM A563 N N N r z 6x6 W1.4xW1.4 WWM ON LOCATE,SEE DETAIL A Navy,hex outs and hardenedeln wawR Ildese noted othiroges. I C � b.wad training anchors-AST11 AJO7 with A38 plate w.". rn 4"GRANULAR BASE Ike 1 SHEET F-4 AND I O y o c.Heeded stud anchors(NSA)-ASTM AIDS NOTE 3C THIS SHEET r--11 LU si tR d,Deformed bar anchors(138A)-ASTM A496 a.Expansion anchor.-Simpson Strong-Boil 2(ICC-ES ESR-3037),Hlltl Kell, L J Bolt TZ(ICC-ES ESR-1917),or Powers Fadenae Power-Stud+S02(ICC-ES f I - _ / u FJ ESR-2502) m a 3 a f.Sun Anchors-Smpson Ill.MD(ICC-ES ESP,-7713),MJti X.A IRIS-TZ (KC-ES ESR-31)27),w Passions rosilehes Wedge-Baas(KC-ES ESR-2526) o I o o D o n g.Use of hooked mchor rods/bolls h failed urrdor the ACI and The IBC. N o d N N IJ N N N (leaded anchor sedri/bolts moot he used.Hero indcoled In the Beloit '.I- / \ / \ / \ / ` / \ / \ / - / \ 1 h.The symbole @ A,R./@ A.0 as shown in the drdwing.indicate the center line I\ -/ r / \ , I l �" of the anchor rod/boll pattern,not mo center line of any Individual anchor r^r - — _.-__--J�:/L------R- L------w�---__--F./-tT _-__---FVA-___-_ rod/boll. �/ _ l _- B.betels reinforcing to comply with ACI 315"Manual of Standard Practice Fa belollmg rp FS F5 F6 FS FS FS O Fir Relnforcnq concrete Structures'with and the Concrete Reinforcing Sled cetfar (Chin) p recommandolions. i.Minimum clear concrete cover for reinforcement shall be as hollows unless noted 0 4 othersilsa 7T-0' 26'-0" 2G'-C' 26'-0" 26'-D` 26'-O" 26'-0 27'-0" a Concrete coat directly against and permanently exposed to earth-3" - I b.Concrete exposed to weather or earth: 1.J5 bare or smaller-11" 210'-0" 2,far bare or larger-2" ,�crr ittrr c.~ C.Concrete not uxposed to weather or In contact wllh the ground- /h m d.Slabs on grade-as mown in delals,r min.from top of slabs not exposed l 6 I 10 11 12 1.3 RA to weather J "✓✓/ k APR 292020 11.Lap Splice Lengths with 11"minimum clear cove a.to•2500-3500 P.a.l. SHEET NUMBER INDICATES APPLICABLE FOUNDATION & ANCHOR ROD PLAN Ft FOOTING DETAIL, SCALE: 3/32"= 1'-0" eceived F=1 APR 4 2020 nrierr or uv �,. 2 I t/AYR apt 191158 I I I I ' I 1 I I I I I f 10 13 13 d' 4" Lu 4" C� B" p4 HAIRPIN WITH 4" ——--—.— J I 6,_O,�LEGS I r I eW K �¢ / � �� aZ - - - cs F7 WASH IR"PLATE j / I WASHERS N I W VF uj z .LgI �I• v' .��' •ter.. .�'."�.—. uo A,R, ° ° 12 L ° • —_ I ° + 1 W I • -- _STEEL 3"x3"x�"PLATE I I �15 HAIRPN PATH 3"x3"x PLATE LINE 1 WASHERS ( #4 HAIRPIN WITH B'-0'LEGS I WASHE 5 M - d I / 3"x3"xj"PLATE o I•_0• I 4'-0'LEOS WASHERS #5 HAIRPIN cal I I 8'-0.LEGS—— �\ l_——— —, / 10 11\ I v #4 TIES&CROSSTIES 0 8"O.C. " 8. (4)SE DE ANCHOR RODS, I WITH(3)IN TOP 6° OF PER )'3 TIES 0 8° O.C. WITH 8' SEE DETAIL E SHEET F-4 / I \ (4)I"4 ANCHOR RtlO5, (3)IN TOP 5"OF PIER G"CONCRETE SLAB WITH 15 3 TIES 0 8"D.C.WITH 6'CONCRETE SLAB WITH 5 HAIRPIN CENTERED IN SLAB / SEE DETAIL D SHEET F-4 6"CONCRETE SLAB WITH AD (4)J"O ANCHOR RODS, 3 IN TOP 5"OF PIER HAIRPIN CENTERED IN SLAB HAIRPIN CENTERED IN SLAB SEE DETAIL E SHEET F-4 / _ I 1 I •.- "�. - _ f— -- II r.h- 3"x3"x"PLATE III II'll- L- 1 B (8) 5 VERTICALS 3"x3"x#"PLATE 3"x3"x" PLATE-� I— Ili-��1- n WASHERS I 1 30' WASHERS WASHERS V (4)#4 I (4)#4 VERTICALS #5 HAIRPIN WITH VERTICALS L Z O J 8'-0" LEGS 2'-0" I I (6) 5 BAARS RS (6EACH 15 BWAY I EACHSWAYOARS 2-4" 1 m V'` EACH WAY I v -I Z 6'-0"so. r 5'-6"SO g W 3 (4)J"O ANCHOR RODS, I. 0 i 6°CONCRETE SLAB SEE DETAIL B SHEET F-4 SIDEWALL FOOTING DETAIL p F3 _ ENDWALL FOOTING DETAIL CORNER FOOTING DETAIL c WITH 14 HAIRPIN u _ CENTERED IN SLAB A3 TES 0 8"OX, WITH z (3)IN TOP 5"OF PIER O � W 0 s x 6'-0' W (4)#4 I I 2'-0" L 4'-0' 14'_0• a 1'-G` x Q VERTICALS� 5-6' ci- HAIRPIN WITHN (9) #5 BARS EACH WAY � �, I � o 6'-0"LEGS $ 7'-0" SO. N SO. I n SO. 3"x3"xi"PLATE 3"x3"x�"PLATE I 1 o d o 0 SECTION A-A - WASHERS -_ WASHERS �� - � - as � I 12 � - - '�"-- • e I � .1 A.R. • o � °' rn I � o�4i� p4 TIES& \ I \ CROSSTIES I \ I o o a p3 TIES 0 8"D.C. WITH o N N N (3)IN TOP 5"OF PIER (4)Jq"0 ANCHOR RODS, "' I I ¢o 6" CONCRETE SLAB SEE DETAIL E SHEET F-4 I rn \ I 3"x3"xj"PLATE L WITH N HAIRPIN WYxYxj"ASHER PLATE LLJ (�5 HAIRPIN WITS `I WASHERS CENTERED IN SLAB WASHERS f————— �` `/ 8'-0" LEGS 7 #5 HAIRPIN WITH r-——— 8'-0"LEGS (�J 11E5 0 8"O.C. VAiH WASHER PLATE PE T 1 'IL °_,IL (4)1"0 ANCHOR RODS, (8) N5 VERTICALS (4) J"O ANCHOR RODS, SEE DETAIL E SHEET F-4 (3)IN TOP 5'OF PIER WASHERS 6" CONCRETE SLAB r SEE DETAIL E SHEET F-4 4 0 ANCHOR RODS,SEE y 1 6"CONCRETE SLAB p4 TIES&CROSSTIES 0 8'O.C. 6"CONCRETE SLAB () J" Whla4 HAIRPIN I I 2-G- (3 11E5 0 B" O.C, WITH WITH #5 HAIRPIN WITH(3) IN TOP 6"OF PIER WITH N5 HAIRPIN DETAIL E SHEET F-4 CENTERED IN SLAB L I (3)IN TOP 5" OF PIER CENTERED IN SLAB CENTERED IN SLAB uxel o 1 i -?T_III — -J -LT -T �— IiE- I I J"x3"xT r 3"x3"xj"PLATE l 0 APR 242020 (9)p5 BARS EACH WAY (8) a5 VERTICALS WASHE (8) 111 - L WASHERS 1 TIC LS VERTICALS I - VERTICALS U 7'-0" SO, T'_6- L 11 1'-B' (6)14 BARS SHEEF NUMBER: F + 05 BARS 2''0" (7)y5 BARS EACH WAY SECTION B-B H WAY I I EACH WAY •- -� — _ L 4'-0 SO, Fm2 5'-0"SQ. 14n I CORNER FOOTING DETAIL SIDEWALL FOOTING DETAIL FE SIDEWALL FOOTING DETAIL © 0 M R. + �.,,,,��,-_:,- ,/�._,•_o. CORNER FOOTING DETAIL +L+M �J/4.,. F�1/4.1 0 Ya" 197158 NUY9E P: Q1 T.- N 4-o T2'-O. V� 2" 1'-10• 2'-7' 1'=5" 2'-1' N! 3"x3"xj"PLATE 4" S 4I' WASHERS 4-- o _ • . I S"x3"xJ"PLATE » E a Z 3"x3"k°PLATE TiR. s 1 uR I / WASH h fY o - WASHERS N e J /-#4 HAIRPIN WITH -- -� I IK s'-o LEGS t� . . I - - • • I I 0 Z JI I W i S0. #4 HAIRPIN SO. L 5 6-O» 3"x3"x�" PLATE - - � WASHERS �, #4 HAIRPIN WITH - ———————-i 15 HAIRPIN WITH L e L 4'=0"LEO5 #3 TIES 0 8"OX. W1TH 8'-0"LEGS 1—f 3 IN TOP 5°OF PIER (4) "m ANCHOR RODS, #3 11E5 4➢6" O,C WITH 6" (, HAIRPIN6 0'LEGS (4)�O ANCHOR RODS, O (3)IN TOP 5"OF PIER 1-4 #3 TIES 0 B"010,WITH #3 TIES 0 8"O,C,WITH 63 TIES 0 8"O,C, WITH SEE DETAIL E SHEET F-4 6"CONCRETE SLAB SEE DETAIL E SHEET F-4 6"CONCRETE SLAB (3)IN TOP 5"OF PIER (3)IN TOP 5"OF PIER 3)IN TOP 5"OF PIER (4) �"m ANCHOR RODS, (4)�"m ANCHOR RODS, ( WITH #4 HAIRPIN WITH #4 HAIRPIN SEE DETAIL E SHEET F-4 6"CONCRETE SLAB (4)J"m ANCHO4PLAll SEE DETAIL B SHEET F-4 6"CONCRETE SLAB 3°x3"x"PLATE 3"x3"x" PLATE CENTERED IN SLAB CENTERED IN SLAB SEE DETAIL E SH6"CONCRETE SLAB WA5HER5 WASHERS 3"x3"xj"PLATE WITH #5 HAIRPIN WITH#4 HAIRPIN WITH#4 HAIRPIN — — 1 I WA5HER5 CENTEREb IN SLAB 3"x3"xW^ CENTERED IN SLAB CENTERED IN SLAB STI (4) #4 VERTICALS - 10" VERTICALS 11 I I 1-iIt I (4) #4 VERTICALS ECH4WAYR5 BARS VERTIBGAS (VER�CALS +-8. Z Z v o AY (6) #4 BARS - ^1'�-11" • 4 EACH WAY (5)#4 BARS 0 ZEACH WAY2'-0"50. 3'-0" m = z_ r 4'-8' Sa. T n 3'=6"5a. S, (6)#4 BARS 4'-0"S0. W Lu Q 9 �- EACH WAY Z 3 O Z m �� ENDWALL FOOTING DETAIL © F9 CORNER FOOTING DETAIL F� ENDWALL FOOTING DETAIL F11 ENDWALL FOOTING DETAIL Fn ENDWALL FOOLING DETAIL © `-6 �—�S/4-•1-�0 a!/C•1-0• LJ!/4•�1'-0' ��!/t°.I'-0' ��=.1'..p° I = Z F- Z CAZ y LL = _ 2•-0• 4'-0' (4)J"m ANCHOR RODS , w r--- -------, I y� 6° CONCRETE SLAB WITH om o 6x6 WI.4xW1,4 W SEEtlETAIlC5HEE7F-4 WM N 3°x3"x�°PLATE a I - WASHERS4.4 w a I (11) #5 BARS EACH WAY U O C S0. ' 3-4 i•-, co -4 J I� F� INTERIOR FOOLING DETAIL L-- - --•� C n a #5 HAIRPIN WITH D 12'-0"LEGS #3 TIES 0 B"O.C. WITH �h e (4)J"m ANCHOR RODS, (3) IN TOP 5" OF PIER SEE DETAIL E SHEET F-4 6" CONCRETE SLAB (8) #4 BARS EACH WITH #5 HAIRPIN a WAY 0 TOP CENTERED IN SLAB 3"x3"x PLATE I I (6) I APR29 2020 W ,o WASHERS I / VERTICALS SHEET NUMBER., (8) #5 BARS EACH WAY 0 BOTTOM Fm3 6'-0" SO. INTERIOR FOOTING DETAIL fA04m J.La1w hm 191158 CONMUOIN-T WIS:_ 1, Control joints shall be field located by the cantrdelor, 2, Control joints shall be located to limit the Neguency and width of random crocks In the concrete slob, y 3. Locate and Install control joints in accordance with ACI 36OR "Design of Slabs on Ground"and the details shown. 4' V 4, Maximum spacing of joints shall be per the table below. F '6 5. Saw cuts should be made as soon as possible: 2' 2' 5: $ 31. 3'x3"xi'PLATE W h MAXIMUM SPACING OF CONTROL JOINTS T�" T . wl WASHERS s N Slump 4 In. to 6 in. O� O Z= N Slab Maximum—stie Maximum—site a thickness aggregate less aggregate 3/4 3" 3" a (1), In. than 3/4 in. in, dnd target ii 1�� t�• Oda O O O l�" 1q" 4 B-fi, 10 ft, OZ 5 10ft: 13ft: _ B 12 ft 15 IL 3"x3"x° PLATE z TOP 7 14 ft, 16 ft, x, O`"'a O VR VIE W O WASHERS LZ m 6 10 IL 20 Ft. n r = A O�O J 0 O M O O NO ORIENT ANCHOR ROD t TOP_VIEW TOP VI W PATTERN AS CONCRETE SLAB, SEE J%4%6" SPEED z SHOWN ON 4'x4"GAGE W PLAN FOR THICKNESS PLATES 024"O.C, F z FOUNDATION AN0 REINFORCING rx3'GAGE • u AND ANCHOR 3"xd' GAGE N n 3�"x9"GAGE I PLAN, TOP OF T iop OF CONSTRUCTION JOINT TOP OF OPTION B,(4) 1.0 L THREADED ANCHOR OPTION B, (4) J'0 RODS WITH NUT OPTION B, 4 0 THREAOED ANCHOR + OPTION B, (4)J"m THREADED ANCHOR "SAW OUT, OF THE RODS WITH NUT THREADED ANCHOR RODS NTH NUT CONCRETE SLAB, SEE SLAB THICKNESS,FILL WITH RODS WITH NUT = o 0 PLAN FOR THICKNESS SELF-LEVELING SEALANT ANO REINFORCING ,_ 4A w OPTION A, (4) °0 S OPTION A. (4)J'0 a in Z HEADED BOLTS TACK WELD OPT10N A, (4) "0 OPTION A.(4)1's HEADED BOLTS LU HEADED BOLTS TACK WELD HEADED � TACK ,WELD TACK WELD G 3 CONTj@OLJOINT 3'xs'x PLATE m 3°x3"xERS wA5HERs Q z m n CONTROL JOINTS n ANCHOR ROD DETAIL n ANCHOR ROD DETAIL nA ANCHOR ROD DETAIL n ANCHOR ROD DETAIL a o 0 c� N.1,S N 1.5. Z COZ N pJj U. S a = 21 6-CONCRETE SLAB WITH 6x6 W1.4xW1.4 WWM I, 3 I I #4 CONTINUOUS HORIZONTAL g�_ a BAR AT TOP AND BOTTOM OF F THICKENED SLAB EDGE, BARS g SHALL BE CONTINUOUS �u t THROUGH SPOT FOOTINGS o CL MIN. N4 VERTICALS Jf ?T 94'-0°O.C. o m n THICKENED SLAB EDGE DETAIL N M y 0t N � / s Y NG 4fi;Q F �Rol n\f � A MAR 03 2020 SHEET NUMBER., F=4 OR.u"ar .IA. " 191158 HCI SHOPI OFFICE BUILDING GENERAL STRUCTURAL NOTES ARLI N GTON, WAS H I N GTO N 1. 2015 MtrFtdjmd Illtll&g Code Do* Criteria (ASCE 7-10) Ill. All other A325 bolls shall be fully tightened to the 'Snug Tight' condition F. The engineer Is not responsible for any doviations from these plane unless A, Total Roof Dead Load . . . , . . . . . . . , 10 pat in occordance with the RCSC Specification Section 8.1, ouch changes ere authorized In writing by the engineer, Roof Collateral Load . . . . . . . . . . . . . 5 psf E, Provide full height web slitfener plates to each side of oil beams bearing on Roof Solar pond Load , . . . . . . . 5 pot lop of columns. Plate thickness shall match the thickness of the boom web B, Total Floor Dead Load . , . . . . . . . . . 51 psf except that the thickness need not exceed #" Unless noted otherwise an Floor Dead Lead , . . . . . ... . . . 50 psf drawings. Floor Collateral Load , . . . . . , ... . . 1 psi F, All structural steel, except plates embedded In Concrete or masonry, to have C. Roof Uva Land , . , . . , . . . ... ... 20 psf one coal (min,) of gray shop primer, 1,5 rnll minimum thickness, D. Floor Live Load . . . . . . . : . .. . ... . 100 psi G, cold Farmed Girls & Purlins: DRAWING INDEX OF DRAWINGS E. Roof Snow Load Data I, All cold formed ceee and zeta shall be HCI standard or equal. Cround Snow Load Pp, . . . . . . . . . . . 25 pot II, All girt end purtin connection bolts shall be GR-5 or equal. GN GENERAL STRUCTURAL NOTES Flol-roof Snow Load Pt. . . . . . . . . . .25 pet H. Uee HHR 26 gage wall panel and 111IR 26 gage roof panel or 24 gage standing Exposure Factor Ce. . . . . . . . : : . . . 110 seam roof as Indicated on drowings. 8.1 ROOF FRAMING PLAN Importance Factor to . . . . . . . . . . . . .1,0 I. Flange braces as shown by marks UB and FB to be 2'Wwal angle. Thermal Factor Ct. . . . . . . . . . . . .. LO J. Steel Stairs, Handrags, and Guardrail@ S-2 FRAMING SHEETING ELEVATIONS Slope Factor. . . . . . . . . . . . . . I,0 1, Design of steel stairs, handrais, and guardrails Is not by Mountain Mew - / F. Wind Design Data Engineering, S-3 FRAMING / SHEETING ELEVATIONS Ultimate Design Wind Speed Vult115 mph It. All stairs, hondraill s, and guordrails shall comply with the requirements of COPY Nominal Design Wind Speed v0ed. . . . . . B9 mph the 2015 IBC unless noted otherwise in the propel specifications. S-4 FRAMING / SHEETING ELEVATIONS , OFFICE.II Risk Category. . . . . . . . . . . . . . .. Ill. Tho fabricator shall be responsible for the design and certification of all Exposure . . . . . . . . . . . . . . . . . . . .C steel stairs, handrails, and guardrails, including member sizes and 8-5 FRAMING / SHEETING ELEVATIONS Internal Pressure Coefficient. . . . . . .. .d0,18 connection details, Component and Cladding Max. Loads. . .-73,2 pat Roof Iv, See the architectural plans for all stair Information including, but not S-6 FRAMING / SHEETING ELEVATIONS -37.9 pat Wall limited to, stair layout, dimensions, and style. C. Earthquake Design Data 8•7 FRAMING / SHEEiiNG ELEVATIONS CITY OF ARLINGTON Risk Cotegay . .. . . . . . . . . . . II Importonce Factor le. . . . . . . . . . . . .1.0 3. Spedd Inl'Ipe bons, S-6 FRAMING / SHEETING ELEVATIONS Mapped Spectral Parameters A, Special inspections, as required by Section 1705 of the IBC, shall be prodded BUILDING DEPARTMENT by an independent agency employed by the owner unless waived by the APPROVED 5,. . . . . . . . . . . . . . . . . . . . 1,047g S•9 BUILDING SECTIONS 5L. . . . . . . . . . . . . . . . .. 0,406g building official. The contractor shall coordinate and cooperate with the Site Class . . . . . .. . . . . . . . . .. . .D required Inspections. Items requiring special inspection are: S-10 BUILDING SECTIONS Design Spectral Parameters I. Steel Construction (AISC 360-10 Chapter N) 0.755g a, Fleld welding (if any Is used). S•11 BUILDING SECTION DATE Tv BY s 0,431g b, High-strength bolts. Selsm1c Design Category D c, Structural steel shall be fabricated by a fabricator that has been S-12 BUILDING SECTION Seismic Force Resisting System . . . , . . OSMF, OSCBF approved by the local building department or shall have special S-13 BUILDING SECTION NO CHANGES AUTHORIZED Seismic Response Coefficient Ce. . . . . . 0,277W, 0.298W inspection as per IBC 1705,2,1 performed by an approved UNLESS APPROVED BY THE Response Modllicotlon Factor R. . . , 3.5, 3.25 Inspection agency. S-14 BUILDING SECTION BUILDING INSPECTOR Analysis Procedure. . . . . . . . . . . . .Equivalent Lateral Force Procedure d. Open web Joists and girders(IBC Table 1705.2.3.) H. Frost Depth V-6" It. Concrete Construction (IBC 1705.3) S-15 BUILDING SECTIONS I. Special Loads. . . . . . . . . . . . . . . . 5 Ton crane between grids A &D a. Special Inspections of concrete footings, grade beams, wells, and slobs are not required as per Exceptions 1. 2.3. 3, 4, & 5 to IBC Section S-16 BUILDING SECTION 2. Strueturd Sted 1705.3. Third party special inspection of reinforcing placement need A. Material: only be performed where specifically required by the building official. S-17 MEZZANINE FRAMING PLAN I. Angles, Plates, and Channels: ASTM A36 (Fy- 36 k.e,i.) b. Special Inspection of anchor rods/bolts is required per IBC Table ii. Wilde Flanges: ASTM A992 (Fy- 50 k.s.L). 1705.3, Special inspection may be waived subject to the approval of S-18 ERECTION DETAILS III. Tubas (HSS); ASASTMA500, Grade B (Fy= 46 ks the building 9 official. iv. Pipes: ASTM A53, Grade B (Fy = 35 k.s.L) c. Special Inspection of rebor welding Is required (If any is used). S-19 EREC11ON DETAILS B. Fabrication and construction shall comply with the latest edition of the B. Special Inspector must be qualified and approved by local building department. �0 S•20 EREC11ON DETAILS W A C�4 following Codes and Standards: V %V A S C, I. American Institute of Steel Construction (RISC) 'Specification for 4. MI"mews S-21 EREC11ON DETAILS Structural Steel Buildings,' (360-10) A. The project specifications ore not superseded by the General Structural Notes, It. AISC 'Seismic Provisions for Structural Sted Buildings," Including Notes and details on the drawings shall take precedence over General S-22 ERECTION DETAILS r� Structural Notes and typical details. Should any of the detailed instructions 1 O supplement No. 1 (341-10) shown on the plans conflict with the General Structural Notes, or with each $-23 EREC11ON DETAILS Ill. AISC "Code of Standard Practice.' other, the strictest provisions shall govern. Iv. RCSC 'Specification for Structural Joints Using ASTM A325 or A490 Bolts,' B. It is solely the responsibility of each contractor to follow all applicable safety S-24 ERECTION DETAILS v. Steel Joist Institute (SJI), 'Standard Specifications and Code of Standard codes and regulations during all phases of construction. The engineer is not Practice,' engaged In, and does not supervise, construction. S-25 ERECTION DETAILS �O RUC 7 y vl, American Welding Society(AWE), Structural Welding Code(specific Items do C. Erection, Shoring, and Bracing not apply when they conflict with the AISC requirements). I. It Is the contractor's responsibility to determine erection procedures and S-26 EREC11ON DETAILS vil, American Iron and Steel Institute(AISI), 'Specification for the Design of sequence, and to ensure the stability of the building and Its component /0 �. Cold-Formed Steel Structural Members'. parts during erection, S-27 ERECTION DETAILS C. Weldingg: 11, It is solely the contractor's responsibility to provide any temporary $•28 ERECTION DETAILS I. Certification of Welders: All shop and field welding shall be executed by shoring, bracing, guys, and tie downs that may be necessary to provide MAY 012020 AWS certified welders. Certification shall be considered current if dated adequate vertical and lateral support. Such material is not shown on the S-29 CRANE BEAM PLAN within the post 12 months. Welders wll be considered certified if they drawings. Shoring and bracing shall remain in place until all permanent have been certified by AWS and their work records are current within members are In place and all final connections are completed, including every six month period thereafter as required by AWS. Carlifcotlon and all roof and floor attachments, records must comply with AWS Standards. Certification and appropriate III. The building shall not be considered stable until all connections are Received Design by records must be provided to the inspector prior to beginning work, complete. It. Electrodes: E-70XX or as noted otherwise. E-60XX may be used for Iv. The engineer has no expertise In, and takes no responsibility for, MOUNTAIN VIEW welding Steel floor and roof decks. construction means and methods or Job site Safety during construction. %AAY n I mn. ENGINEERING SERVICES 111. Minimum Welds: All Intersecting steel shapes which are not bolted shall Approval of submittals mode by the contractor which may contain be connected by a " min, fillet weld all around, unless noted otherwise. information related to construction methods or safety Issues, or 'Lrj au nor sal,St.We A NNE as Auear pertldpatien In meetings where such issues might be discussed, shall not - soli°"city,UtahSM 191158 Iv. Welded reinforcing bars shall be ASTM A706 Grade 50. be construed as vduntcry assumption by the engineer of any responsibility �OAe l�1 734'6 D. Belled Connections: for safety procedures. 1. Use ASTM A325N bolts for hot-rolled steel to steel (e.g. girder to column, 0. Equipment framing loads, openings, and structure In any way related to ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION GENERAL STRUCTURAL NOTES raker to column/cop plate, beam to beam, etc.) connections unless mechanical, plumbing, or electrical requirements are shown for bidding 1 FOR PERMIT 1-2-20 T W A.S- CUSTOMER HCI STEEL BUILDINGS, INC noted otherwise in the drawings. All connections shall conform to the purposes only. The contractor shall coordinate this information with the 2 REVISED FOR CRANE 5-1-20 T W. A 5. END USER RCSC 'Specification for Structural Joints Using ASTM A325 or A490 Bdts. involved trades before proceeding with such portion of the work. Excess cost JOB NAME HCI SHOP /OFFICE BUILDING ii. A325 bolls shall be pretensioned using on acceptable method such as related to variation in these requirements shall be bome by the appropriate STREET - 'Tum of the Nut' as per the RCSC Specification Section 8.2 at all 8-bolt contractor. s7EE-BUILDINGS tic CITY ST ZIP SEATTLE, WASHINGTON wide flange to wide flange ridge and haunch connections only. E. The contractor shall notify engineer of any variations in dimensions. I";ir_r_n•f"""" cw I""z �e:ww.v.�:.v.�.a.,.naxrza�. -�amwu.+n�wNas.w�:+to�ar.�ew:e«:• '. .. _ 't .� s SPECIAL BOLTS ROOF PLAN O ID AN TYPE DIA LENGTH WASH 1 4 GR_5 1 2 1 1 4 2 1 2 1 2 GR 5 1 2' 1 1 4" 2 210'-0' OUT- OF STEEL t3 MEMBER TABLE ROOF PLAN 60'-C' Nna Z9 0" _ MARK I PART Main 2 3 4 6 9 10 11 12 S<-I BEAM 22'-0" 26'-0' 18'-0' 20'-0* 20'-0' 20'-0 26'-0' 25'-0' 27' 0' P-1 IOX35212 P-2 10X304 4` P-3 10204 P-4 1 OX35212 E-1 IOESIH14 A E-2 IOLSIH14 01 EA IOESIH14 o E-4 1OESIL14 R E-5 I OESIL14 s a g N E-6 IOESIL14 ST-2 T4X9 O -I11 F6 -1 1 _ ^�Or O O CB-8 BR5/8 3 NCB- o s CB BR5J8 2=1 O �1 1 d ��® l �� o CB-12 BR $ (`" CB--13 BR3 4 C _ _ +^ C Win o P-1011 8X25Z16 $ a o E-100 8ESIL14 E-101 8ES1L14 (� �} RF4-4 -2R3- hI E-2 R2-4 I -t CB-102 BRl/2 E-3 -4 E-2 RF3- E-2 E-2'IrT- � CB-103-2 Shut I t o o I I E W M I 1 v 7 S o 0 p N 1 1 Q ! tv N cv W c o P-4 Tp,t r P-2 iY9 P- 1� P-3 T?Q P_ iip P- TIP P-2 iyy P-1 114 © yg E-4 R -1 E-5 RF3-I i E-5 RF4-1 -5 RF5-1 E-5 RF4-1 E-5 RF3-IA E-5 RF2-1 I E-6 R -i .I I I I I I POWA<<9 PURUN 3-t' 2-t 2'-P z'-+ • Y-t+ . 2' I} • r!'�, `� ( W AS C LAP(Main) +t• +t' 7 t' 7-t 2-t Y-t -t �Q h/,y F � c v, - 27'-0' 26'-0' 76'-0' 26'-0' 26'-0' 26'-0 26'-0' 27'-0' 2 3 tD55 © 10 11 12 71'-0' 60'-0' (Knq) I 79'-0" O� �rU \�� Design by: 1 13 Fss/p LE�� MOUNTAIN VIEW ENGINEERING SERVICES ROOF FRAMING PLAN MAY 012020 No.MdM�., ,,,` s7oo 191158 ISSUE DESCRIPTION DATE DRN. CHK DES, DESCRIPTION ROOF FRAMING PLAN FOR PERMIT 1-2-20 T.W. A'S CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-1-20 T.W- A-S END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET srtel tunun;+rsu CITY ST ZIP ARLINGTON, WASHINGTON .,, og ro Iu"'E NTS SPE AL BOLTS O ID TYPE DIA LENGTH WASH 2 4 GR-5 1 2 1 i 4 2 4 2 A35 58' 134 2 METER BEAM BOLT TABLE FRAME UNE G 010 1 QUAN TYPE DIA LENGTH PI A325 5 8 1 3 4 t 210'-0' OUT-TO-W OF STU 13 MEMBER TABLE 2 3 5 8 10 ii 12 FRAME UNE G 27'-0 26'-0' 7.6'-0' 26'-0' 26'-0' 26'SO` 26'-0' 27'-0' NARK PART OJ-I 8%25C16 DJ-2 8%25Ct6 OH-1 BX25016 1-6 a I DS-1 8X2506 3'-6' G-33 _ c-S4 C-4 C-34 E-4 10ES1Lt4 c-34 C-34 _ �-14 _{{.. C-3 3-6• E-5 1DES1L14 4'-11` G-35 c-34 c-34 �� 0-34 Q. �a �(a1 i t� 251 a 1 -i a a'-it' ST-16 T55EXS214 C-34 sr-I(swl) + urt-i`�G 3e G-30 8X25Z12 g"4" c- G-34 c-,u o C-31 6 4' 0-31 8X25Z14 G_34 _ c-u c-34 � G-32 8X25Z12 3'-7' c '6 o �g.1 CB 3 c-� � _�, 4'-3. G-33 8X25Z16 c-41 c-41 C-41 ' C-41 c-a C-41 c-+o 3'-0• G-34 8X25Z16 G-35 8X25Zt4 G-36 8X25C12 EC-6 RF3-1 av AF3 t RF4-1 �,; RF�1 RF4-t RF3-t RF2-1 RFt-t G-38 8X25214 G-38 8X25Z12 Field Field Field Field G-39 8X206 G-40 8X25C16 GIRT 5-�' y' — 3-t• y+ y_t-F— y y_��— G-41 8X25C16 LAPS r-1 3-t 3-1 3-t 3-t 3-t 3-I TRIM TABLE CB-3 BR1 UID PART 08-6 BR1 SIDEWALL FRAMING: FRAME UNE G 1 RAKE TRIM C BR1 2 HIGH EAVE TRIM ua-7-7 Wi4%22 3 LOW EAVE TRIM 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM 6 BASE TRIM 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM WAS.1 7 7 7 6 ) 7 6 7 6 OF�C`Cf U•A 11,F- `,��C� 5 ) 7 7 6 9NAIL 6 B 9 6 MAY 012020 ) 7 Design by: MOUNTAIN VIEW SIDEWALL SHEETING do TRIM: FRAME UNE G ENGINEERING SERVICES 30 No,Ydn SL,Suio A &K im Atum PAID w�'7U3k4!o"7D=0 191158 ISSUE DESCRIPTION DATE ORN. CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 A S CJSTOMER HCI STEEL BUILDING, INC. END USER — JOB NAME HCI SHOP / OFFICE BUILDING STREET ,• -_nnn!!r;i.r u' CITY ST ZIP I ARLINGTON, WASHINGTON �"° NTS i""" 5_2 S 0 I AN TYK DIA LmIm. - 7 GAR}6 5 134' TABLEPERIMETER BEAN 901.1 ulk Xltl 4 H 2�5 H�� G TH t3 i 210'-0" OUT-TO-M OF SM M N Jt(-1 REAM 210'-0' Main DJ-2 8X25C16 OJ-3 8X25CI6 12 11 10 s 5 3 2 DJ-4 8X25016 2G'-0' 26' 0' 26'-D' 26'-0' 26'-0' 26'-0' 2l'-0' _ DJ-5 BX25C14 DII-1 BX25CI6 NI-3 8X25C16 DS-1 8X25C16 E-1 10FSIH14 E-2 10ES1H14 N E-3 T5X12 �{ G-49 G-4 `i $T-1 IOESI G-17 G`?0 C-25 G-50 Il2A -G-5 G-15 BX25c16 c-1s s G-7o Jf-t G-21 c-z6 2-10' 11_0• 0-16 SX25Z12 3'-10' OII-I -L s I ,N G;e �� c-1s G 22 1� c-24 � C-17 B%25Z14 Z-5 dos-I �a s-I 0-17 r,_Is G-21 -20 cis G is G°29 2-5 G-18 035Z12 N ON-3 '" OH-3 — q1-3 C-19 BX25Z16 n �— C-20 OWN d c- ao I G-17 c_Is o c-al z G 22 G-3 �• c 19 c Is o c 2s G-21 8%25Z16 o _ 0-29 3'-7 C-22 8X25Z12 c -J I 3 - 1 I 3' ' G-23 BX25Z14 G-41 G-4 c-42 C-4 C-42 42 G-43 -8 G-24 BOW o — — - - -- 103 C I 0-25 8X25Z16 C I 0-2 BX25Z12 EC-3 B%25Z16 RFI-4 RF2-4 RF3-4 RF4-4 RF4-4 F3-4 RF3-4 7 ' '-O6-0' I4'-D' TRIM TABLE -29 8%25Z16Fdd Fdd Field I 14-0 166-0 I 6-0 14-0 ' 010 PART G-40 WNW GIRT 314I J'-1 1 RAKE TRIM G-41 8X25G16 LIPS 3'-I" 8-I 3-+- sue~ G-42 8%25016 3-t 3'-I 2 HIGH AVE TRIM G-43 BX25C16 3 LOW E &TRIM TS G-48 B%25CI6 SIDEWALL FRAMING: FRAME LINED 5 CORNER TRIM G-49 8X25C16 6 BASE TRIM G-50 8X25C16 CB-3 BRI 7 HEAD TRIM C8-4 BRI 8 JAMB TRIM CB-5 BRI 9 HIGH TO LOW TRIM 148-8 W14X22 PpWA(4q W A S/ii CF 13 12 11 10 ® O O Q Q ti co O f I cn z �Ln i 78 �� 0� O 0 MAY 012020 a A A> > A Design by; MOUNTAIN VIEW ENGINEERING SERVICES 30 No,Wale A.WIN A MI£JOB fMN�! SIDEWALL SHEETING do TRIM: FRAME LINE D 42,-6� 191158 PME l 25 OL ff ISSUE DESCRIPTION DATE DRN, CHK DES, DESCRIPTION FRAIAwr / SHEETING ELEVATIONS PNW 25 GL HM 1 FOR PERMIT 1-2-201 TW AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET siti!'.t.NVtItdNGs uc CITY ST ZIP ARLINGTON. WASHINGTON "u 0""�` I'"" N T S 1"-'T. S-3 r' BOLT TABLE O G FRAME LINE 1 TYPE OIA LENGTH 60'-0" OUT-TO-OUT OF SiFEI — ER-1/ER-2 8 A325 5 8 I 4 E F Columns Rat 4 A325 5 8' 2" 20'-0* 2.0 0" 20'4 1" MEMBER TABLE 12 FRAME. LINE 1 F830.3 1 MARK PART EC-3 wBXlo 3 — E2 CC-5 W8X13 FB30.3 fB30,3 EC-6 WBk10 - — ER-I WBX13 W8XI3 G-11 9 G-6 r,-14 2t-5" ER=2 OJ=4 8X25C16 � O t 0=6 BX25Z14 N' Ga10 G-7 BX25Z12 G-7 G-10 G-9 BX25Z16 OH-3 G-10 8X25Z12 N I a1 o G-11 BX25714 G-12 8X25Z16 I - G-13 8k25Z16 o ,-t2 G-7 G-11 I G-14 8X25Z16_ I I vp` �H G-44 8X25C16 2G-45 8X25C16 - o C-12 I G-13 G-14 I G-46 BX25C16 I I I 1 CB-17 BR5/8t6 -1 7LS- 1�-O" G_46 G-45 G-44CB-2 BR5 8E C EC--4 _0" , EC--5 EC 6 _I3'-0=� Field FLANGE BRACE TABLE FRAME LINE 1 7I1) 1 MARK I LENGTH 1 1 178,30.3 1 T—fi 1/4" ENDWALL FRAMING: FRAME UNE 1 TRIM TABLE 010 PART 1 RAKE TRIM 2 HIGH EAVE TRIM 3 LOW EAVE TRIM 1" 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM 12 6 BASE TRIM O 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM 'IV As1 r C� �> " a 70 A Design by, 8 SS/ MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 Na W*SL,SAu A Ns JOB Kwom u+"`)734 9700� 191158 ISSUE DESCRIPTION DATE ORN. CHK. DES. (DESCRIPTION FRAMING; / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W, A; ml CUSTOMER HCI STEEL BUILDING, INC ENDWALL SHEETING do TRIM: FRAME LINE 1 _ END USER M RS. a Ga ff JSTREET�E HCI SHOP / OFFICE BUILDING CfiY ST ZIP ARLINGTON, WASHINGTON oe �. Ix""N r s IN' s—a '"`r BOLT TABLE FRAME UNLOCATION I WAN E 13 60'-0" OUT-TO-OUT OF STM Co!mns ROf �5 DS 8 2ENGTH F SUPPORT BEAM BOLT TABLE 1» 20'-0" 20'-0" 20'-0" FRAM UNE 13 OID OUAN TYPE DIA LENGTH 12 SI 1 4 A325 5 8 1 3 4 _ MEMBER TABLE I FRAME UN 13 MARK I PART EC-1 W8X13 EC-2 w8XI3 I— l W DJ=1 8X25C16 0-4 G-6 DJ=2 8X25C16 � ON=1 _ DII-I IT-' 1 DH-I _ _ - DH-1 8X25016 4'-11° DH-2 8X25C16 j L DS-1 BX25C16 I Gs-I a Ds—I a Ds-I Ds-� p OS-1 Ds-I ns-2 G_3 o OS-2 8X25C16 G-7 G-1 8X25C16 G-3 118-3 CN G-2 8X25Z14 G-3 BX25Z12 o sI ,r sl S11 s1 G-4 BX25714 c-2 G-c G-e G-5 8X25C16 G-6 8X25Z14 G-I 8X25Z12 G I a G-44 8X25C16 G_44 C-45 _ c-44 �, G-45 8X25C16 I - � E I2 J9 MB-1 W12X30 EC-1 » » " MB-2 W12X40 4'-C 4'-0' 4'-0" 4 0 4-0" 4-0 6-0 MB-3 W12X40 Field Field Field Field Field Field Field TRIM TABLE PART ENDWALL FRAMING: FRAME UNE 13 oID 1 RAKE TRIM 2 HIGH EAVE TRIM n 3 LOWEAVETRIM & vl Y 4 GUTTER DOWNSPOUTS 5 CORNER TRIM �1» 6 BASE TRIM 12 0 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM 7 7 7 7 7 7 7 a ° e ° a ° a ° a ° a ° e ° Pp WA(�� 7 7 7 7 7 ) 7 O b, � o � z 7 ct a a a a ° a ° �F�(� 3 7 7 �7 7 k<'07 � G�^ Design by: SS/O'N MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 W No.Mde 91.E SAW A Aam 42'�vm 191158 SSUFI DESCRIPTION DATE I ORN. CHKIDES.l DESCRIPTION FRAMINr / SHFETING ELEVATIONS 1 1 FOR PERMIT 1-2-201 T W I A'S CUSTOMER HCI STEEL BUILDING, INC ENDWALL SHEETING & TRIM: FRAME UNE 13 END USER JOB NAME HCI SHOP r OFFICE BUILDING PAM 26 k Iff STREET S7EELBUIL'Nl GSUZ CITY ST ZIP ARLwr,TON, VlASHINGTUN SPECIAL BOLTS O ID I WAN TYPE DIA LENGTH WASH11 60'-0" OUT-TO-WT OF SIEEI D1 2 1 2 GR 5 1 2 1 114 2 B O MEMBER TABLE 20'-0' 20'-0" 20'-0" FRAME LINE 4 i't f MARK PART i_'-o' OJ-100 8X35C14 E Ica E-101 01 E-100 / Db-100 8X25CI6 E-100 8ESIL14 L=101 BES1L14 G-104 8x25Z16 107-G 'q� 0-106 8X25Z16 G-104 G-I 5 I G-107 8X2212 I 0-108 8X25Zi6 CBC-100 BRI/2 I I i �bI CB-100 I BR3 4 MAIN G-104 c-1o5 id1-1ca BUILDING tt aM rASLE �+ OID PART N I 1 RAKE TRIM 2 HIGH SAVE TRIM G-104 06 S o a I 3 LOW EAVE TRIM 4 CUTTER do DOWNSPOUTS a I CORNETRIM A BASE TRIM G-104 .G-106 fr108 i 7 HEAD TRIM co 2'x24 GA,STRAPPING I e JAMB TRIM 9 HIGH TO LOW TRIM 00 = I I 9 C I RF1-102 RF2-100 RF2-100 RF1-102 14'-0' SIDEWALL FRAMING: FRAME LINE 4 Q Q Q Q s� MAIN 0 s BUILDIN ��P4 W,A S'`�gcF G' cry Design by: MOUNTAIN VIEW — — ENGINEERING SERVICES MAY 012020 w No.W*t, �hK" M-42.734-27M 191158 SIDEWALL SHEETING do TRIM: FRAME LINE 4 F12U' DESCRIPTION DATE DRN, CHK DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS FOR PERMIT I-2-20 TW AS CUSTOMER HCI STEEL BUILDING, INC PNM 26 GmREVISED FOR CRANE 5-I-20 .W.T A.S. WIBU END USER J09 NAME '+Ci SHOP / OFFICE 6WLUINC STREET YS�TFC_E5 L OITY ST ZIP ARLINGTON. WASHINGTON _ SPECIAL BOLTS � o ID AN TYPE DIA LEND 1 WASH 60'-0" OUT-TD-OUT OF SM l^J 22 GR 5 1 z 1 I a 2 C B MEMBER TABLE ZO'-0" 20'-0" 20'-0" FRA41E UNE 10 _ MART( PART _ �•{I DJ-100 8X35C14 / F 100 E-101 100 DJ-101 8X25C16 Dw=100 8X25c16 I E-100 BESIL14 E=101 BESIL14 i I I 1 0-104 BX206 G-10T G-105 G-04 i G=105 BX25Z14 i ' 2'x24 CA. I G-106 BX25Z16 I 2'x24 CA. I / STRAPPING G-107 8X25212 ,�STRAPPING I r' G-108 8X25Z16 I' I I v� CBC-100 BR1/2 MAIN 1 H-100 1 G-105 C-104 I �, CB-101 R3 4 BUILDING I 2`x24 CA, I STRAPPING TRIM TRIM TABLE G-105Al 1 OID FART .� �, moo` I 1 RAKE TRIM 2 HIGH EAVE TRIM _109 G_1tlF s G-104 1 3 LOW EAVE TRIM J. 4 GUTTER & DOWNSPOUTS 3x3 M 5 CORNER TRIM I 9 I - _ _ ' 6 BASE TRIM RF1-100 RF2-100 U!e RF2-100 RF1-100 7 HEAD TRIM 4111, 8 JAMB TRIM 3'-0' I 14'-0' 13'-0' 9 HIGH TO LOW TRIM SIDEWALL FRAMING: FRAME UNE 10 Q Q Q Q �l O P� 1N A<C y MAIN / O W A SHi CF BUILDING N _ o O �` 8 ���F TU A�,E�� Design by; MOUNTAIN VIEW ENGINEERING SERVICES MAY 01 2020 344 No.Ydn St,Suo A W Joe WAMM Z las)734--97� 191158 ISSUE DESCRIPTION DATE DRN, CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCl STEEL BUILDING, INC SIDEWALL SHEETING & TRIM: FRAME UNE 10 2 REVISED FOR CRANE 5-I-70 T.W A.S. JOB USER JOB NAME HCI SHOP / OFFICE BUILDING PArEL& 26 GIL ff srEa�auuolncs u� STREET CITY Si ZIP ARLINGTON, WASHINGTON FRAM TAe 1D _ 60'-0" OUT-TO-OUT OF STM 4 LOATION A UAN T1P£ DIA LENGTH g g Columns Ruf 8 A325 5 8 2 �1. 20' U" 20' 0' 20' 0° ,» MEMBER TABLE 12 12 FRAME LINE A MARK PART EC-100 W8X15 _ EC-101 WBX15 0=100 8X25Z16 ((68�� I — I I I I 0-102 8X25214 N I 'J I I I C-103 I 8X25Z16 lol I _ I t I TRIM TABLE OI PART I I I I I I �1 RAKE TRIM 2 HIGH EAVE TRIM -IGI a 3 LOW EAVE TRIM N I I I I ( I 4 GUTTER & DOWNSPOUTS I I I I I I 5 CORNER TRIM r,-100 I G-100 I I 6 BASE TRIM 7 HEAD TRIM 2'x24 GA.STRAPPING I ( 8 JAMB TRIM c-lao G Ico I 9 HIGH TO LOW TRIM w I 2'x24 GA,STRAPPING Z 2'x24 GA.STRAPPING I L 0 I I EC-100 EC-101 39 ENDWALL FRAMING: FRAME UNE A I 12 U 0 12 PpINAI�� w�S/Y,�C� � z VR 1 L Design by:MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 SIS No,Wain SLR Sulto A M JOO MA90* n 4 mall 191158 ENDWALL SHEETING & TRIM: FRAME IJNE A ISSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T.W - AS CUSTOMER HCl STEEL BUILDING, INC PAPM 26 Ga HB 2 REVISED FOR CRANE 5-1-20 TW - AS. TEND USER - JOB NAME HCI SHOP / OFFICE BUILDING S rREET sreN4eWlAlrtcsuc CITY ST 21P I ARLINCTON. WASHINGTON I"" NTs I s-a !--2 SPLICE BOLT TABLE N T M� IIa11 Wdcjll Langlh om W r�Thk� lfi W z T1d1 x� Ih Qty R3--1 72 - 3 1 .01 .1 4- 6x14 xl -la 6x38 x9-714 fdo11 T Bot let T e Olo Len UI 16.1//21.7 0188 7-4 5/8' 6 x 1/4'x 2'-0' 6 x 1/2'x 8'-8 5/8' SP=1 4 4 4 A325 OJ50 2,25 21.7/27.0 01188 9'-I1' 6 x 1/4'x 2A 5/16' SP-1 4 4 2 A325 0.750 2.00 RF3=2 804 27'=5 7/8' 32.0/10.0 0,250 7-4 3/4' 6 x 1/4' x 7-;0 3/4 6 x 3/8`r T-7 3�8� 10.0/17,9 0.186 9'-11' 6 x 3/8 x 18-4 6 z 1/4'x 18-0 /2' 17.9/22.8 0.168 6'-1' 6 x 3/6' x 2'-0' 6 x 1/4'x 2'=0' 22.8/26.0 0.188 4'-0. MANGE BRACES: Both gd*U,N,) RF3=3 810 28'=3 1/16' 26.0/21.5 0.168 9'-il' 6 x 3/8'x 10'-3' 6 x 1/4'r 18'=01/8' FB_A((1); xx=leegth�h) 21.5/18,8 0.188 6'-1' 6 x I/4'x 15'-10 15/16' 6 x 1/4'x 1'-0' A - F82x3/16 18 8/17.0 0.188 4'=0' 5 x 1/4'x 0'-413/10. 17.0/38.0 0.250 6'-11516' RF3 4 054 26'=1 1/10' 35.5/32.0 0.188 3'=91 8' 6 x I/4�x 3'-7 15 16' 6 k 1/ x T-8 7�8" 32.0/23.5 U.188 9'-11' 6 x 1/4 x 6'-U 1� 6 x J�8 x 14=0 5/10 23.5/16.4 0.186 8'-4 1/8' 6 x 1�4`x 20'-0' 16.4 13.0 0188 4' 0' 4'-112' — 11 B 4'-6 5 8' 28 Go, 12 1 47A 1) F636.8Aj)) 4'-5 13 16' F836.3A(I) � RF3-3 ! N RF3-2 0 i I 1 T� i I rl c aCD s O �YV N 00 I ! t0 5WA(� �e Pay W ALl sti�cF � G 2G A ! Fss/0 l �N� MAY 012020 8' ? 8 3/4 53' 7 1/2' 2'-3 3/4' 8' CLEAR + - Design by, MOUNTAIN VIEW 60'-0'OUT-TO-OUT OF STEEL ENGINEERING SERVICES w No.Ydn SL,Utl A N[dOB MAlE1C 4'�M 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION BUILDING SECTIONS RIGID FRAME ELEVATION: FRAME UNES 2 do 3 1 FOR PERMIT 1-2-20 TW CUSTOMER HCI STEEL BUILDING. INC. END USER - JOB NNYE HC! SHOP / OFFICE BUIt DING STREET STEEL 111,111 u.S u.c CITY ST ZIP ARLINGTON. WASHINGTON NT" SPLICE BOLT TABLE crab L460 m�e "30e Flange qty NOTE: JACK BEAM NOT SHOWN FOR CLARITY, SEE DETAIL 7 MA weld Lm91fi I en x w x lhk z Lmath Mark T Bot Int Type No Length SHEET S-19 FOR JACK BEAM TO COLUMN CONNECTION. JACK 4-I I - I .o I . 6 x 14 x i -1 x x 1 - 16.1�/21.7 0,188 7'-4 5/0' 6 x 1/4' x 2' 0' Sp-1 4 , 4 4 A325 0,750 2.25 BEAM AT ONE 5 IS ON THE (F,S.) OF COLUMN AND AT LINE 10 21.7/27.0 0.188 9'-n' 6 x 1/4' x 2'-8 5/16' S) 8F4=2 630 27'=5 7/6' 32.0/10.0 0, 7'- 3/4' 6 x I/4;x 7'-0' 6 x 3 3/1/8'x 7'-7 3 SP=2 4 4 2 A325 0,750 2.00 THE JACK BEAM IS ON (N OF COLUMN, 10.0/17.9 0.188188 9'-11' 6 x 3/8 z 18-4 6 x /8'z 10-3 /16' 17.9/22.8 0,188 6'-I' 6 x 3/8'T 2'-0' 6 x 1/4'z 9'-9 1/4' p (if4-3 819 26 FLANGE BRACES: Both Sldea(U.N,) / ' 22.0/26.0 0.188 4'-0' '=J 1 16 26.0/2:.5 0.I08 9'-11' 6 x 3/8"x 10'-3` 6 x 1/4`x IB'-0 1/8` xxh(1); xx=length(in) 21.5/18.8 0.188 6'-i' 6 x 1/4`x 15=10 15/16' 6 z 1/4'x 2'-0' FB A x F8 xx 18.8/17.0 0,188 4'-0' 6 x 1/4'x C-4 13/16' I7.0/38.0 0.250 6'-11516' 8r4-4 847 26'-I 1/16` 35.5/32.0 0ABS 3'-9 1 9 6 x 1/4'x 3'-7 15 16' 6 x 1 'z T4 y/6' 32.0/23.5 0.168 9'-I1' 6 x 1/4' x 6'-01 f4 6 x 3 `x 5/16` 235/16.4 0.188 8'-4 1/8' 6 x 1/4`x 20'-0' 16-413.0 0,18P 4'-0• 1'-6• 4'-i 1 2' 0 4'-6 5 8' 26 Ga hm 12 1) F836.8 1I) 4'-51316' I RF4-� 8+ N RF4-2 LL o I DI J5 (\ m I Y N � I (U G� O N C(7 I I C a � (V N POWACjq Q2�o>i IN A S C� I "x M1 I MAY 012020 8' 12 8 3/4 53' 7 5/8' 2'-3 5/8]_ 8' CEAR + - Design by: MOUNTAIN VIEW 60'--0' OUT-TO-OUT OF STEEL ENGINEERING SERVICES O G wm =(�� 7 1911 xw 91158 RIGID FRAME ELEVATION: FRAME UNES 5 do 10 ISSUE DESCRIPTION DATE DRN, CHK. DES1 DESCRIPTION BUILDING SECTIONS 1 FOR PERMIT I-2-20 T W r rAS (CUSTOMER HCI STEEL BUILDING, INC (END USER JOB NAME Ki SHOP / OFF ICE BUR OING STREET r l euaolrwsu� CITY ST ZIP ARLINGTON, YIASHINGION a "' NTS " 5-�D SPLICE BOLT TABLE WEN 'R TAKE Web Depth Wm riots 0Uwe Flange Inside Flange Qly Mork Ught Length Stod d Thick togm W x T4 x Lenath W x 1hh x Length MOfIf TOD Bel Inl T e Dkl Length lih5-1 33tl 21"=Z 3J8- 1.0 7.0 0,188 4-0- 6 z 1 4 x I —1 5 8 6 x 1/4- x 18'-5 15/16- ®1 4 0 0 A325 0.825 1.75 zo/ 7.a 0,188 7'=3 I/4" s z 1/4' x 2'-0' 6 x 1/4 x 2=0' SP SP1 4 4 B A325 0.65 3.00 7.0/7.0 0,168 9'=11' 6 x 1/4 x 1'-3 5JI6" CZF5=2 1580 28'-10 13/16 8-0/30.0 0,250 8'-11 1/8' 8 x 3/8' x 20-C 8 x 3/8' z 9'-1 5 16` 30.0/41.9 0,210 9,=11' 8 x 3/8 x 8'-9 11/16' 8 x 3/8' x 18-0 /16" 41.9/49.1 0.260 6'=0 1/4' 8 x 3/8' x 2'4 FLANGE BRACES: Both Sldes(U,N.) 49.1/53.9 0.250 4'-0' FBxxA(1); xx=length(In) RF5=3 1632 29'-4" 53.9/43.5 0,250 9'=I1' 8 x 3/8' x 20'-0' 8 x 3/8' x W-0 3/16' A - 2-0/16 43.5/37 2 0,250 6'-0 1/4" 8 x 318' x 9'-11 1/4' 8 x 3/6' x 2'-0' 3T2/33.0 0.250 4'=0" 8 x 3/8 x 9 7/16 8 x 3/8' x 7'-8 11/16" 33.0/ 7.6 0,250 7'-5 101, 7.6 9.4 0 2.50 1'-10 5 16` I I ®4'-6 S 8' 26 Go. J FB48A f) � ` F86 4'-5 13 16' 12 � (481) STUB COLUMN -- — — Ss BF5-3 RF5-2 1 N I b JS I I1a� NOTE: SEE DETAIL 27 SHEET S-23 FOR SPLICES AT TAPERED JACK BEAM. I t0 M N Pp \NAL�� o { I A ' �N���`` 8' � MAY 012020 Design by: MOUNTAIN VIEW 60'-0' our-TO-OUT OF STTEL ENGINEERING SERVICES Utah o" 191158 ISSUE DESCRIPTION DATE DRN, CHK. DES, DESCRIPTION BUILDING SECTION 1 FOR PERMIT —2-2D T W AS CUSTOMER HCI STEEL BUILDING. INC. RIOD FRAME ELEVAl ft FRAME LINE 8 END USER JOB NAME HCI SHOP / OFFICF RUIIDING STREET 5T C•EL RUIUNNGSuc ,CITY ST ZIP ARLINGTON. WASHINGTON u SPLICE BOLT TABLE ft Dwth a e apa mqe Iloic We I length en W z Thk lh x Thk x en ih met To ty Bot IAt T e Dta L Ih RF3 1 652 21- 8 13.0 16.1 0.188 4- :1 4 x l -1 5 6 6 x 3 8 x 9-7 1 4 16.1/21.7 0,188 7'-4 5/8' 6 z 1/4'x 2'-D' 6 x 1/2'x 8'-8 5/8' SP-1 4 4 4 A325 0,750 2.25 21.7/27.0 0.186 9'-11' 6 x 1/4: x 2'-8 5/16' SP-2 4 4 2 A325 0.760 2,00 RPM804 2T-5 7/8' 32.0/10.0 0.250 7'-4 3/4' 6 x 1/4 x 7,0 3/4 6 x 3/8'+7'-7 3/8' 10.0/11.9 0.188 9'-11' 6 x 3/8' x 18-� 6 x 1/4-x 18'-0 /2' 17 9/22.8 a 188 6'-1 6 z 3/8 x 1-0 6 x 1/4 x 24 'RANGE BRACES: Both SidM(U,N,) 22.8/26A 0,188 4'-0' FDx 1 : xx=llAglh(h) RF3�3 81b 26'=3 1/16' 21.5/18.8 0,186 6'-121.5 0,188 I 6 x 1/4' x 15'=0 15/16` 6 x 1/4'x 2-0't/8' A- FF3 x3/16 188/17.0 0,168 4'-0' 6 x 1/4`x 6-4 13/16' 17.0/38.0 01250 6'--11516' RF3=4 854 26'-1 1/16' 355/32.0 0,188 3'=9 IY' 6 x 1/4" x N415 16` 6 x 1-/2`x 7'-8 1/8' 32.0/23.5 0AE18 9'-II' 6 x 1/4" x 6'=b 1�' 6 x 3/8`x 14'-6 15/16' 23.5/16.4 RIM 8'-4 1/8' 6 x I/4`x 20'-0 16.413.0 0188 4'-0' �1 12 s II 0 4'-6 5 8' 26 Gm HM - 4'-5 13 16' FB4�p) I — FB43. a t RF3-3A — I N RF3-2A pr I _ c I I I 1� I I — Q QO Zc O � I� N � ' v o I yI W A q �QPo wASti�nc�, I ti Ln cam, oN o I A� I MAY 012020 I - 8' 2'-8 3/4' 53'-7 1/2' 2'-3 3/4' CLEAR + - Design by, 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES D lJ 30 No.iWn SL,wx.a ,I+c+oe mmwE 4„2.�PM 191158 RIGID FRAME ELEVATION: FRAME LINE 11 ISSUE DESCRIPTION DATE ORN, CHK DES DESCRIPTION BUILDING SECTION 1 FOR PERMIT 1-2-20 TX A.S. CUSTOMER IICI STEEL BUILDING, INC END USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET ;t rul;rnrcrsuc CITY ST ZIP ARLINGTON. WASHINGTON m. NTSI S-12 SPUCE BOLT TABLE ME110 T Web DeQUI Plate Outswe Flange Insde Flange MY Ymk wont L ength Lm b) W Th x an N x m Yank Tao Sot Mt Tea W Length Rrm l002 0 UN s-u 8 x x - i ' -8 x 3/8'x 10,-7 1/2" SP-1 8 8 0 A325 0,875 3.50 20.0/20.0 0.250 7'-4 3/16' 8 x 1/2' x 10.-6' 8 x 1/2'x 8'-2' SP-2 4 4 2 A325 0.875 150 20.0/20.0 0.250 9'=11' 8 x 1/2' x 1'-4 9/16' RF2-2 1421 22.0/22.0 0.250 9'-11' 8 x 1/2; x 20'-0' 8 x 1/2'x 20'=0' 22.0/22.0 0,250 9=11 8 x1/2 x T-8 1/8' 8 x 1/2'x 7'=ID' en 22.0/22.0 0.250 8:=0'� ' 0.625 1.r RF2=3 1399 220/220 0.250 9=11 8 x 1/2 x 20=0' 8 x 1/2 x 2D-D S? 3 A32S 0.750 1.75 22.0/22.0 0,250 9'=11' 8 x 1/2' x T=3 7/6` 6 x 1�E`x -2' 22.0/22.0 0.250 7'=5 7/8' Rf2=4 1438 26'=1 J/16' 20.0/20.0 0.375 9'=11` 8 x 1/2'x 2'-4 9//16' 6 x 1/2'x 12'=9 1/lq �LmGE BRACES BoN wcs(uq 20.0/20.0 0,375 9'-11' 8 x 1/`x 15'-4 5/8' 8 x 3/8' x 10'-7 1/2 FBA(1J: xx=langN(in} 0.0 0.376 6'= 17A` a 3�8'x 10'-7 1 2' A-fB2x3/16 LIN NC-I 15x12 10-7 I'-6• 4'-I 1 p' NA-4 W1026 17'-2' II84 M0,30 19'-2' NB-6 INW26 17'-2 1 8' 11 0 4'-6 5 8' 26 Go. tM 2, F840A 1 4'-5 13 16' F040A 1 RF2-2 Lid v I � I 7 + o¢ I I �a O 1 _ I tV If � �j W ttl v N SIB-fi MO-5 117, NB-4 n N IL; S1 sz si O W A( s2 S2 S1 WAs41 y� 0 — _ I 25 rn — — 9 781 — I SS/0 1 �� MAY 012020 B. CLE 20'-0' Design by, MOUNTAIN VIEW E fiD'-o' Off—To-OUT OF M F ENGINEERING SERVICES W Ne,W&Sr.,SWu A Mr Xe mmmx- p G =A.734-SMa°t 191158 ISSUE DESCRIPTION DATE DRN. CHK DES. DESCRIPTION BUILDING SECIION RIgD FRAME ELEVATION: FRAME LINE 12 1 FOR PERMIT 1-2-20 T.14. AS, CUSTOMER HCI S10EL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET srera.au(DINGS Uc CITY ST ZIP ARLINGTON. WASHINGTON nv, low.:NTS I' 5—IS r—1 SPt10E BOLT TAKE NOW T 09 York Tay sot Inl T Dk Length Wadt Length o 0 onga n Flange 5P-1 8 8 0 AJ25 0,875 J.50 RFI-I 94 21-2 I 2 . .250 4- d z 3 8 x t -7 1 2 8 z z t -7 1 2 SP-2 4 4 2 A325 0,875 MO 20.0/20.0 0.250 7'-4 3/16' 8 x 1/2' x 10'-6' 8 z I/2'x 8'-2' 20.0/20,0 0.250 9'-11' 8 x t/2' x 2';4 9/16' RF1-2 1426 27'-9 3/4' 22.0/22.0 0.250 9'-I1' 8 x t/2 x 20-0' B x 1/2'x 20'-0' b 22.0/22.0 0.250 9'-11' 8 x t/2 x 7'=8 1/8' 8 x 1/2'x r-10' 4 10, 5 ! 22.0/22.0 0,250 8'-0' , RF1-3 1401 27'=5 9/16 21.0/22.0 0.250 9'-11' a x 1/2, x 20,-(f 8 x 1/2'x 20 U 22.0/22.0 0250 9'-11' 8 x 1/2 x 7-3 7/8 6 x 1/2 x 7-2 'LARGE BRACES Both Sl4ce(U.N.) 22.0/22.0 0250 7'-5 7/8' MnA(1,, xx=length(h) RF1=4 1432 26'=1 3/16' 20OIXO 0375 9'-II' 8 x 1/2' x 2';4 9/16' 8 x 1�2 x 12'-0 1/1_r;' A-FB2x3/16 20.0/20.0 0,375 9'-II' 8 x 1/2' x 15-4 5/8* 8 x 3/8'x 10'=7 1/2 0 - 18' x 10-7 T 4'_112' u -I W12z 0 17- 7 8 '--1 M8-2 m2X40 191T'-II /4' 12 �x I1A48' �� � FB4 A I) '-65 �' _ AR— _ _ FB4DA I 4'-5 13 16' ' FB40A I t� II Fy II RFI-2 ; 1 II II , p II II 17 II T II I M13-3 M13-2 MB-1 paj I QWA(� W A — �- O 'I'•� O o I I FSS/ A a• r-s' 55'-2. MAY 012020 CLEAR + - Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES p G M No.U*St.Sub A Nc roe Nu m =It as�j'',3;'27000002 191158 ISSUE DESCRIPTION DATE DRN, CHK, DES. DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINE 13 1 FOR PERMIT 1-2-20 TV CUSTOMER HCI STEEL BUILDING. INC J END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET s'• °' 11 "' "` CFIY ST ZIP ARLINGTON, WASHINGTON - I"`NTS I°"a S- 4 ' SPLICE PLATE do BOLT TABLE u Moto 0itwo Ronge Inslldc mgc Oty Mork Not Length g mLingth W x jbk th W x Thk x Lm Ih Mork Top Bot Int T e Okl Length PAdth ThIck Length Rr2-i00 892 2 —9 7 8 20.0 20.0 U.0 4=u i3/16 6 x 3 8 x 2 — 6 x 1/2" x t —2 1/2" SP-1 4 4 4 A325 0,750 2.50 6" 3/4' 3'-0 1/2' 20.0/20.0 0,188 9'=11' 6 x 3/8' x 3'-9 1/8' 6 x 1/2' x 2'-0' Sp-2 4 4 2 A325 0.625 2.00 6' 112 2' 0,188 9'�11' 6 x 1/4' x 1'.8 7/16' RF2-101 798 28'-4 1/16' 2.8.0/21.0 0,188 8'=5 1/8- 6 x I/4' x 20-0' 6 x 3/8' x 8'=5 3/8'� 21.0121.0 0188 9'-11' 6 x 1/4 x 8-2 3/4' 6 x 1/4' x 19'-10 1/4 '�7FLANGE BRACES: Both Sides(U,N,) FM CAP 2I 0 21.0 0.1919 4'-n" FBxxiII xx=lmgth(ln) A - F62x3/16 1'-0 11 16 1'-0 11 16 26 C4 NFL 12 12 4'-1 3 16 4'-1 3 16' � � fB38.5A 1 FB38.5A(I) � FB38.5A 1 F638,5A 1 RF2-101 `i' RF2-101 t3s N �I. 1 ip i0 I Ss 54'-0` Crane Spon I I I i0 t0 ER (p 1n I I io t 1WJ co ;d. l0 Q P� WA<<� N o S" C� 'co o ", Ql- I 7 N� Ali Fss/0 L °° I Ih i7 MAY 012020 �V-8 7 8' 56'-6 1/4' IA 7 8' CLEAR + - Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES 10 4 30 No.Yd11 SL.&&A bm RIGID FRAME ELEVATION: FRAME UNE B C ��'Utah 191158 ISSUE DESCRIPTION DATE ORN. CHK.DES, DESCRIPTION BUILDING SECTIONS 1 FOR PERMIT 1-2-20 T.W AS CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-1-20 T.W A.S, Aws� END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET STCITY Sr ZIP ARLINGTON, WASHINGTON '` - i� N T S w S-15 �I uF R 1 I SPLICE PLATE dt BOLT TABLE OutsideFe an Inside onga Mork Weidlt length S� 1d � W x � !h W x k x a1 1h Qty R11-1GO 764 23-9 7/8 20,0 20.0 0,188 4-0 13 16 6 x l 4 x 2 -0 6 x J 8 x 1 -3 1 2 dark 1 Bat Int T e Dk Length Wldth Thkk Length 20.0/20.0 0.188 9'-il' 6 x 1/4' x 3'-91/8' 6 x 3/8' x 2'-0' SPy1 4 4 2 A325 0,625 2,00 6" 112' 2'-11 1 2' 20.0/20.0 0.188 9'-11' 6 x 1/4' x 1'-8 5/16' SP=2 4 4 2 A325 0,625 2.0 6' 3/8' 2'=41 f 4' RF1=101 737 28'-4 7/16' 27.0/20.0 0,188 8'•5 13/16' 6 x 1/4' x 20-0' 6 x 1/4' x 8';6' 20.0/20.0 0.68 9'-11' 6 x 1/4 x 8-3 1/2" 6 x Ve x 19-10 5/16' 20.0/20.0 0,188 6'-1' 20.0/20.0 0,188 4'-0. FLANGE BRACES: Bath d*U,N.) RF1=102 764 23'-9 7/8' 20.0/20,0 0188 9'-11' 6 x 1/4, x 1,-8 5/16, 6 FBxxA(1): xx=length(Inn 20.0/20.0 0,188 9'-11' 6 x 1/4' x 3'-9 1/8' 6 x J/8' x 19'-3 1/2' A - 2x3/16 FM 2 .0 20.0 0.188 4'-0 13 16' 6 x 14 x 20- 1116 1'-011 16' C " 26 a Ffft 1 ' 12 12 604'-178' 604'-178. 16" F931.SA 1 FBJ7.8A(i) k 4'-1 3 16' f831.8A 1) i FB37.8A I) 33 FB41A(1) F841A= _ — — RF1-101 II 8s II RFi-iDt II II h' N I II II I I 54'-0" Crane Span I I I II II II II II II II II ' Tn II . i II 1 co� ill III O in WA(� III �P ���� V1 A SIX ZII III iycF a III II II II 6 I II II II won : 81 � II R II II FSS/QAlA u u MAY 012020 n 1-8 5 8' 56'-6 3 4' 1'-8 5 8' CLEAR + - Design by: MOUNTAIN VIEW 60'-0' OUT-TO-OUT OF STEEL ENGINEERING SERVICES 10 4 7 A N 191158 RIGID FRAME ELEVATION: FRAME UNE A D ISSUE DESCRIPTION DATE DRN, CHK DES, DESCRIPTION BUILDING SECTION 1 FOR PERMIT 1-2-20 TW, A.S CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-l-20 T W. AS END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET STFF..9UILDI NOS tic CITY ST ZIP AW INGTON. Wn;HINGTON i.,. w N15 -16 1 21=0'OUT404UT OF STEEL 13 10 11 12 12 13 Hlo 2T-0' _h 26'-U' ?G'-U' 26'--0 '�' 26'-0' 2.6'-0" 26'-U' 27'-0' _ 27'-0' r� 17'-2' HOR2i � Si:E BETAIL SR SIM 5-20, Q`ao! r RF3-4 RF3-4 RF4T-4 RF4T-4 RF3-4 RF2-4— — — WI-4 I) �I'-51/2" O 17 �J b b c � I I b '^ 7 F � wa-t p f F o gI _ N T T T T N I I I I I I I T RFI-I m W RF3-1 RF3-1 4-1 — — — 5-1 RF4-T —I FF1 —RF2-1 s N � 4'CONCRETE all INA,NCPoZDNTAL TOP OF B-DECK 16'-I1 12' rn BRocNc SEE DETAIL 56 SHFfT 5-26, 4 FLOOR SHEETING 27'-0' 26'-0' 26'-0' 26'-0' X-C 26'-0' 26'-0' 27'-0' PAlE1S 22 Ca BZ2 �1 3 5 8 10 11 12 13 MEMBER TABLf MARK I PART DEC( ATTACHMENT MB-1 WI2X30 DECK TYPE SEAN ATTACHMENT SUPPORT ATTACHMENI PERIMETER ATTACHMENT Ia FLOOR FRAMING JOISTS MB-2 W12X40 SE I- 22 Ck TYPE USE 12-140 TEK USE i2-M.) USE 4.5 MB-3 WI2X40 YPE B N4TERLOCKIN 2 SCREWS 0 24' SCREWS SUPPORT USE FIELD 0 USE 12-24>j'TEN D.C.4.5 ma-4 WI4X26 OR NESTA13LE FLOOR O.C, EACH SUPPORT IN FlELD SCREWS 0 6 . AND C MB-5 W14X30 DECK SE (7 PAEiNEL E D5 MB-6 W1026 MB-7 W1022 MB-8 W14X22 36/4 PATTERN M13-9 W12XI4 IN FIELD MB-10 W12X19 MC-1 200 , W 36/7 PATTERN 0 MJ-1 20K4 �Q`a�F DS W/T Sygc� MJ-2 20K4 AT AT PANEL A, 2cf MJ-3 20K4 MJ-4 I 12K1 Design by, MOUNTAIN VIEW T ENGINEERING SERVICES OAF J 1 G\� w Ng'6*SL'Suu A Arm wjbwtll `ss/0 A�E�\ s (4m)7�e"0 191158 ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION MEZZANINE FRAMING PLAN MAY 012020 1 FOR PERMIT 1-2-20 TW 4, CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR PERMIT 1-3-20 T Vl. A S END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET tiiF.;:L tsCN.ult:Cs tic CITY ST ZIP ARLINGTON, WASHINGTON e:NTS - S-17 P"I (12) J"0 AT 2j" (12) J"0 AT 2j" CA. A325 BOLTS "X6"xREQUIRED WITH NUTS GA, A325 BOLTS 1/a CAP PLATE WITH NUTS jtV1/4 N w d xREQUIRED - CAP PLATE J"x8"x4" 3/16 1/4 STIFFENER 3/16 3/18 TAPERED 3/16 TAPERED 3/16 r RAFTER 3/16 "x8"X4° COLUMN 3/16 STIFFENER 1/4 3/16 3/16 3/16 3/16 1/4 1/4 TAPERED :�s 3/16 TAPERED ��. RAFTER COLUMN �x2j%REQUIRED STIFFENER BOTH SIDES 3/16 ` 3/16 1/4 3/16 1/4 1/4 a 3/16 1/4 j"x2j"xREQUIRED 3/16 STIFFENER BOTH J"x2j"xREQUIRED 3/16 SIDES STIFFENER BOTH SIDES 3/16 3/16 3/16 3/16 (2) J"x6"xREQUIRED 3/16 3/16 'x6"xREQUIRED END PLATE END PLATE 3/16 3/16 n HAUNCH CONNECTION DETAIL HAUNCH CONNECTION DETAIL AT GRID LINES 2, 3, 5, 10, & 11 1 =1 -D AT GRID LINES 2, 3, 5, 10, & 11 (2) J"x6"xREQUIRED " STIFFENERS (TYP.) END PLATE v. Pp W A(� W AS �F (10) J"0 AT 2j" - GA. A325 BOLTS 3/16 3/16 WITH NUTS ��, � TAPERED RAFTER Jim TAPERED �� 111 � Design by. RAFTER FSS MOUNTAIN VIEW ENGINEERING SERVICES 1/a MAY 012020 345 P4&Mob ttam YK�� �(us(,sw-vroo 191158 3/16 ISSUE DESCRIPTION DATE DRN. CT1K. OES. DESCRIPTION LI•:lt 1iC% UETn1LS 1 ruk vE:h. ' 1-2-20 AS CUSTOMER HCI STEEL 9111LGING3. INC END USER JOB NAME HCI YiOP / ;YFII.:. STREET SPLICE CONNECTION DETAIL �.e�.l l.�„.,.> CITY ST aP ��ul; , ,,.. YlASHINGTON Q117-1' D_ AT GRID LINES 2, 3, 5, 10, & 11 (4) J"0 AT 4" GA. A325 BOLTS WITH NUT (12) J"O AT 5j" 3/16 GA, A325 BOLTS 3/t6 N WITH NUTS " STIFFENER t0�" " 3/18 " "xREQUIRE;D 3/16 1/4 CONFx8ECTION PLATE / TAPERED J"x6"xREQUIRED 3/16 RAFTER P 1/4 CONNECTION PLATE TAPERED RAFTER � 1/4 TAPERED J"0"x3" CLIP RAFTER W8x10—J/ NTH J"O HOLE STUB J"O BOLT WITH 3/16 NUT AT EACH 21 " 3" END OF KICKER 3/16 5/16 J"x6"xREQUIRED CONNECTION PLATE N 2 "x8"xREQUIRED " STIFFENER 5/16 5/16 TYP, AT BOTH ( ) � ��) (4) J O AT 4 GA, —< END PLATE A325 BOLTS WITH NUT 3/t6 STIFFENERS "x4"xREQUIRED WITH BOTH SIDES OF &N.T.S. SPLICE CONNECTION DETAIL TAPERED JACK BEAM I 2"x2"xj" KICKER AT GRID LINE 8 WITH M"0 HOLE ° O 5/16V WITH (2) �"O HOLES II 5/16 TAPERED 2" J"x4"xREQUIRED WITH JACK BEAM 3/16 A 25 BOLTS WITH I (3) Q"O HOLES QN CONNECTION DETAIL NUTS .�, r.s. AT GRID LINE 8 1/4 I "� TAPERED TAPERED JACK BEAM O W A RAFTER J%8"x4" �P WAS qC, STIFFENER Q� 0� S 4 ti tic 3/16 II (3) J"Iti A325 �; o Design by BOLTS WITH NUT ' 3/16 MOUNTAIN VIEW 3/16 I' (2) J"xB"xREQUIRED a ENGINEERING SERVICES END PLATE BUILT—UP II 1/4lp 3u wo,wa,s�,su".A nErte Kim COLUMN TAPERED I �/� RA �`J ,;, 734-9 4J°' 191158 3/16 3/16 COLUMN S/ �l ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION ERECTION DETAIL:, FOR PERIAT TIN A 5 CUSTOMER HO STEEL EULOING' INC � END USER MAY 01 2020 l b l HAUNCH CONNECTION DETAIL — STREET NAME H° ; OFFICE dJIIDING JACK BEAM TO COLUMN STR S,II,t�,�I<<,I�<.,�.z EET =1'-1' AT GRID LINE 8 '"=''-0' AT GRID LINE 8 CITY sT TIP ARLINGTUIt, 1YA5111NGTUN (16) i"6 AT 5j" GA, A325 BOLTS WITH NUTS " STIFFENER — (16) i"0 AT 5j," iw GA, A325 BOLTS 3/8 "x8"xREUU RED— " STIFFENER WITH NUTS t� J"x8"xREQUIRED CAP PlA1E CAP PLATE " " 3/16 7/16 3/8 STIFFENER 3/16 3�16D TAPERED RAFTER 1/4 N3/16— 3/B " 3/16 3/16 1/4 3/16 STIFFENER TCOLUMN APERED 1/4 3/16� TAPERED COLUMN 5/16 ^� TAPERED 5/16 3/16 V 5/16 3/16 RAFTER I f / 5 16 M 5/16 J"x4"xREQUIRED 1/4 5/16_ 3/16 M STIFFENER BOTH ` 5/16 SIDES J"x4"xREQUIRED «r STIFFENER BOTH SIDES M 1/4 (2) 1"x8"xREQUIRED END PLATE 3/16 3116 (2) 1"xB"xREQUIRED 5/16 3/16 END PLATE 3/16 1/4 QHAUNCH CONNECTION DETAIL n HAUNCH CONNECTION DETAIL ti,T.S. AT GRID LINE 12 NTs AT GRID LINE 12 (2) J"x6"xREQUIRED J" STIFFENERS (TYP.) END PLATE N P� WAI�q �� of WA Sys 4^F o �. (10) J"0 AT 5j" �Cc 3/t6 3/16 GA. A325 BOLTS WITH NUTS �.<�. R L ��� Design by TAPERED , ss ENGINEERING SNTAIN ERVICES RAFTER TAPERED RAFTER MAY 012020 340 Na Yd SU,Silo A III JX AUSM 5/16 a4 ca U4. 7M p,,,i 1u,(74..,,�, 191158 3/16 ISSUE DESCRIPTION DAIS ORN. CHK, DES. DESCRIPTION LRi:CtiQN' UEiAIIS 1 FOR I'CRA91 1-2-20 T w A S CUSTOMER IICI STEEL SUIIDI N( ;, INC. N, ENO USER JO0 NAME 110 SHOP J OFFICE 9ti'�It' 110 SPLICE CONNECTION DETAIL STREET sn.rLriuu.nncsLL� qtt ST DP ;dtL�tyC,ul:;, wASt<tNCTON AN•T•s. AT GRID LINE 12 (16) J"0 AT 5j" GA, A325 BOLTS WITH NUTS " STIFFENER (16) j"D AT 5�" 7/t6 "' GA. A325 BOLTS J"x8"xREQUIRED i" STIFFENER WITH NUTS Ln .� J"x8"xREQUIRED CAP PLATE N € CAP PLATE 3/16 , i11x8"x4A" 7/16 7/18 STIFFENER 3/16 TAPERED 3/16 _(� pry RAFTER 1/4 3/16 3/16 —JN8"x4" 3/16 TAPERED 3/8 M 1 4 1 3/16 TAPERED STIFFENER 3/ 6 COLUMN COLUMN _ 5/16 3/16 TAPERED 5/16 3/16 RAFTER 5/16 - n 3/8 }"x4"xREQUIRED 1/4 5/16� 16 3 STIFFENER BOTH / € SIDES N, J"x4"xREQUIRED M STIFFENER BOTH SIDES 1/4 (2) 1"x8"xREQUIRED :7/ END PLATE 3/8 _: N 3/16 3/16 3/16 ENDI"x8"x EQUIRED 3/16 1/4 HAUNCH CONNECTION DETAIL HAUNCH CONNECTION DETAIL N.T s AT GRID LINE 13 N.T.S. AT GRID LINE 13 (2) J"xB"xREQUIRED J" STIFFENERS (TYP.) END PLATE W'A s �CF h � (10) b"O AT 5� 3/16 3/16 -0 GA. A325 BOLTS WITH NUTS Design by. TAPERED F`ss/ A MOUNTAIN VIEW RAFTER a TAPERED ENGINEERING SERVICES RAFTER MAY 012020 30*L It*a.'A UK"KIM 5/16 usj'7.1"7°00 191158 `r 3/16 ISSUE DESCRIPTION DATE DRN, CHK. DES, DESCRIPTION ERECTION DETAILS cv 1 FOR PERMIT 1-2-20 T.W, AS CUSTOMER HCI STEEL BUILDINGS, INC. END USER n SPLICE CONNECTION DETAIL — JOB NAME HCI SHOP OFFICE BUILDING STREET N.r.s. AT GRID LINE 13 = s�l:l:I.HUiLD1N° CITY sT ZIP ARUNcroN, wnsHINGTON w. N75 5-7.1 NOTE: CUT J%4" GROVE ®"x6"xREQUIRED WITH II 4" J"x5j"xREQUIRED J"x6"xREQUIRED WITH AT TOP AND BOTTOM I (2) 1 "0 HOLES J"x6"xREQUIRED WITH OF (STET) CENTERED WITH (3) }�"0 HOLES (4) A"O HODS To RECEIVE OVERSIZED I (4) i"0 HOLES CONNECTION PLATE, 5 2" 3/16 14" WF I I I ' 14" WF I (4) J"o AT _ BEAM CA � 5 4' l BEAM BEAM 4" GA. A325 " `d NTH A325 BOLTS ' 14" 3/16 I BOLTS WITH STRUT fi5x12 3/16 I WITH NUT - BEAM NUT I �-J"x6"xREQUIRED WTH (3) 1"0 A325 BUILT-UP I (2) 4"0 HOLES BOLTS WITH NUT COLUMN " � (2) J"0 A325 II BUILT—UP (MC-1) T5x12ill I I COLUMN BOLTS WITH NUT I COLUMN COLUMN 1/4+_ 3/16 II l l41 SINGLE PLATE SHEAR TAB DETAIL BEAM TO COLUMN CONNECTION n STRUT TO COLUMN CONNECTION BEAM TO COLUMN CONNECTION (2) J"x6"xREQUIRED " END PLATE A325 BOLTS WITH NUTS J"x8"xREQUIRED STIFFENER3/1 J"x8"xREQUIRED WITH CAP PLATE (4) 4"0 HOLES 5/16 ' (2) j"x6"xREQUIRED ' N END PLATE 5/16 `r (4) J"0 AT 4" � '3/16J"x2j" STIFFENER (10) j"O AT 2j" coo3/16 GA. A325 BOLTS- ,. a 12" WIF 1/ 14-- i/4 BOTH SIDES GA. A325 BOLTS WITH NUT BEAM 00 WITH NUTS 3/16 ro+_< 1/4 1/4 I/4 V - — TAPERED RAFTER <.. II 3/16 j"x2j" STIFFENER N TAPERED BUILT-UP TAPERED COLUMN II 3/16 1/4 BOTH SIDES RAFTER RAFTER II BUILT-UP J" STIFFENERS 3/16 1/4 COLUMN 1 BEAM TO COLUMN CONNECTION @t,.T.S. HAUNCH CONNECTION DETAIL @0 RIDGE CONNECTION DETAIL W,_0 AT GRID LINES B & C N.T•S AT GRID LINES B & C (2) J"x6"xREQUIRED (10) J"O AT 2j" GA. END PLATE A325 BOLTS WITH NUTS " STIFFENERS 3/16 V N x6 xREQUIRED (2) 1J"x6"xREQUIRED N Q,PQ N A(j " " END PLATE S��� 3/16 CAP PLATE 47— CJ c- + (10) rO AT 2j" 0o 3/16 3/16 GA. A325 BOLTS BUILT-UP NTH NUTS 3/16 5781 Q; .Lw\ 3/16 _ 1/4 COLUMN co O�FC R ���� Design by 1/4 — ss Nq>LEN MOUNTAIN VIEW TAPERED ENGINEERING SERVICES RAFTER N N MAY 01 2020 30N&W*SL•Sult.A affm� _ 3/16� }"x2 " STIFFENER TAPERED TAPERED 4m(?Yo� 191158 3/16 BOTH SIDES RAFTER RAFTER / ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION LRI.CTION DETAILS 1/4 " 1 FOR PERMIT 1 -20 I W. A 5m;7, . CUSTOMER SIEEL Iu1ILG1'r: ,` INC 3/16 1/4 STIFFENERS — RCw;ED FOR CRANE 5-1-20 T.W A S. END USER JOB NAME HCI SHOP /OFFICE BUILDING n HAUNCH CONNECTION DETAIL 9 RIDGE CONNECTION DETAILSTREET ,T.s. AT GRID LINES A & D " s AT GRID LINES A & D CITY ST DP 1rLu:C.TON, WASHINGTON 11 8" WF RAFTER RAFTER 3/16 SPLICE OUTSIDE— FLANGE (4) "0 AT 2 " WALL GIRT (4) "0 AT 2 ° GA, A-325 BOLTS 1\ 12-14x1j" TEK 2 SPLICE WEB GA, A325 BOLTS 4" ,2" x4 xREQUIRED WITH NUTS SCREW AT EACH GIRT TAPERED WITH NUT NTH (4) AND AT TOP AND WE® RAFTER 4"0 HOLES BOTTOM OF WALL 3 6FF- ATAT FLANGE AND WEB SPLICE I"x6"xREQUIRED WITH LOCATIONS 3/16 (4) M"0 HODS II INSIDE 3/16 2"X24 GA, 8') WIF 8„ II STRAPPING FLANGE COLUMN COLUMN QRAFTER TO COLUMN DETAIL l%41 RAFTER TO COLUMN DETAIL (%71 GIRT BRIDGING DETAIL TAPERED COLUMN/RAFTER N.T.S 1+.T.s I�.T.s ' _'-°' SPLICE DETAIL 8„ (8) J"O AT 3" GA, NOTE: CUT JN4" GROVE j"x6"xREQUIRED WITH A325 BOLTS WITH RAFTER NUTS AT TOP AND BOTTOM (2) h"O HOLES OF (ST-2) CENTERED ;/16 _� SPLICE TO RECEIVE OVERSIZED OUTSIDE FLANGE (4) J"0 AT 21" J"x6"xREQUIRED CONNECTION PLATE, 51. 2" ' 3/16 GA. A325 BOLTS 4 2 WITH (4) "I SPLICE WEB WITH NUTSi 4"0 HOLES TAPERED — WEB JACK BEAM _ 3/16 ,� (ST-2) T4x9 STRUT 3/16 — — — — 8.. WF SPLICE /15WF i r— RAFTER 8 J"x6"xREQUIRED NTH INSIDE RAFTER 8 (2) "0 HOLES FLANGE " 3 16 WF COLUMN (2) "0 A325 (2) J"x7"xREQUIREO BOLTS WITH NUT WITH (8) 4"0 HOLES TAPERED RAFTER TAPERED JACK BEAM (�nl RAFTER TO COLUMN DETAIL RIDGE CONNECTION DETAIL n STRUT TO RAFTER CONNECTION SPUCE DETAIL , =1'-0 N T.s �I COLUMN OR 12-144" TEK 2(3 REQ'D EACH BRACE) _Z PURLIN II ��RAFTER P� VN A(( 0 o0 0 �� of w fI Sys �F 0 o0 BRACE ROD HILLSIDE WASHER UPLIFT \—UPLIFT R \� Design by. BRACE' 1 T BRACE* S��', A - MOUNTAIN VIEW f FLAT WASHER �0 0, ENGINEERING SERVICES NUT MAY 012020 30 ft w*S.,Sub A VICAV NAGIA I"0x1 j" GR 5 '°MS)7�M 191158 BOLT WITH NUT 'NOTE: SEE FRAMING PLANS FOR UPLIFT BRACE PIECE ISSUE DESCRIPTION I DATE ORN. CHK. DES, DESCRIPTION ERECTION DETAILS WF RAFTER MARKS AND LOCATIONS 1 FOR PERMIT 1-2-20 T.W. A.S CUSTOMER HCI STEEL BUILDINGS, INC 2 REVISED FOR CRANE 5-1-20 7 W AS END USER BRACE ROD TO WF COLUMN l.�%1 UPLIFT BRACE TO Z PURLIN JOB NAME CI sIICP OFFICE BUILDING STREET t , O 1 —' ° steel.nuL:R+csuc OTY ST ZIP ARLINGTON. WASHINGTON ORRAFTER w- I'- NTS 1'-" 5-23 ffa 12-1401" TEK 2 SCREW 12-14x1}" TEK 2 Z GIRT 12-144" TEK 2 Z GIRT (8) 0 11" R 5 Z PURLIN (3 REQ'D EACH BRACE) (3 REQ D EACH BRACE) ZEE BOLT NUT PURLIN 0 0 0 0 0 0 0 0 o 0 0 0 — — 0 0 - — o — 'NOTE: SEE FRAMING PLANS ® ® I FOR UPLIFT BRACE PIECE N—/ \—FLANGE MARKS AND LOCATIONS FLANG FLANGE 1� I 1 NbTE, UPLIFT BRACE' 1 BRACE BRACES 1 1 BRACE* LAP PURLINS BY NESTING SMALL 'NOTE; SEE FRAMING FLANGE OF TOP J"0x1#" BOLT WITH PLANS FOR FLANGE J"0x1 " GR 5PURLIN INTO NUT GR 5 BRACE PIECE MARKS BOLT WITH NUT 'NOTE: SEE FRAMING PLANS LARGE FLANGE AND LOCATIONS FOR FLANGE BRACE PIECE OF BOTTOM WF RAFTER WF RAFTER WF RAFTER MARKS AND LOCATIONS PURLIN '\—INTERIOR RAFTER UPLIFT BRACE TO Z PURLIN 1.54) FLANGE BRACE TO Z GIRT (.571 FLANGE BRACE TO Z GIRT l 7h1 Z PURLIN TO RAFTER C JAMB J"0xij" GR-5 — BASE CEE BOLT & NUT (4) " GR 5 / GIRT BOLT do NUT 0 0 ZEE PURLIN I " RAWL NAIL 0 Z GIRT—/ 2'-0" 0.C. I �� (4) J"0x1j" GR 5 WF COLUMN—� CONCRETE WALL BOLT & NUT —ENDWALL RAFTER OR FLOOR FRICTION CLIP ASSEMBLY Z PURLIN TO RAFTER GIRT TO COLUMN BASE ANGLE ATTACHMENT DETAIL Z GIRT TO JAMB NOTE: FIELD LOCATE HOLES IN JAMB. C JAMB (4) j"00j" GR 5 (2) j"004" GR 5 ��PoF�Wp s/q�,� BOLT WITH NUT BOLT WITH NUT C JAYB— FRICTION CLIP J"O ANCHOR (BY OTHERS) ASSEMBLY FRICTION CLIP '� ASSEMBLY—� v' y C HEADER u, CC 5781 � 9 Desi n by. Fss/ NA1 ENS MOUNTAIN VIEW ENGINEERING SERVICES BASE CEE MAY 012020 345 Ma MGM 3L,9jb A kW MMG! 4A�7�_27w07 191158 CONCRETE WALL ISSUE DESCRIPTION DATE DRN. OK DES, DESCRIPTION EPECLON DETAILS FOR F'E Ss i-?0 i W A'. CUSTOMER HCI 'al*ci B04IANG'',, OR FLOOR END USER l 411 HEADER TO JAMB CONNECTION JAMB TO FLOOR JOB NAME HCI SHOP / OFFICE BUILDING STREET STEEL"UILD'!`a"` CITY ST ZIP ARLINGTON. WASHINGTON "f.5 OUTSET NOTE: FIELD LOCATE HOLES WALL IN HEADER, —BOLT�"& N GR 5 GIRT BOUT (2) j"Ox1 j" GR 5 BOLT WITH NUT WALL GIRT GR 5 WALL GIRT B0-T WITH NUT (8) J'ox1 ° GR 5 GIRT Wr COLUMN 0 0 HEADER BOLT & NUT to o (410x11" BOLT— ® n e o WI NUT GR 5 ® e e n FRICTION CLIP WF CORNER COLUMN ASSEMBLY F7GIRTGIRT W BRIDGE ONE BASE GIRT PIECE MITER & BEND WF COLUMN ANCH R BOLT & NUi 2-140j" C JAMB (BY OTHERS) TEK 2 SCREW CORNER COLUMN DETAIL JAMB M HEADER CONNECTION GIRT TO COLUMN 146 FLUSH GIRT TO COLUMN EAVE STRUT EAVE STRUT (4) J"Ox1 J" (4) j"0x1#" GR-5 BOLTS GR-5 BOLTS WITH NUT WITH NUT & WASHERS / RAFTER RAFTER ®Q '' I CRANE BEAM 3/16 2 x2x CRANE BEAM WF BRACE, LOCATE AS >, COLUMN SHOWN ON SHEET S-28 COLUMN \ COLUMN- £ j"Ox1 j" GR. 5 BOLT WITH NUT n EAVE STRUT TO COLUMN EAVE STRUT TO ENDWALL COLUMN n BEAM BRACE DETAIL LIGHTWEIGHT BRACE CABLE BEAM CONCRETE SLAB, OR BRACE ROD SLOPE PER PLANS a�,e 2-+2 .� WAS,gc� JOIST ``� ✓G, Z OR C GIRT o 4 x3 xi' 4" 1 " 22 GA, CONTINUOUS EDGE ANGLE COMPOSITE B-DECKWF EAMp Design by, f PER PLANF`ss/ A - MOUNTAIN VIEW ENGINEERING SERVICES DECK EDGE ANGLE DETAIL MAY 012020 W Na Nab SL,Sub 99im MAM FIELD LOCATE HOLE t'=I' G.. c, j'„td°S 191158 FOR BRACING TISSUE DESCRIPTION DAZE DRN, CHK, DES. DESCRIPTION ERECTION DETAILS N.S. 1 FOR PERMIT 1-2-20 T.W. A S CUSTOMER HCI STEEL HUILDINGS, INC 1/8 F S. 2 REVISED FOR CRANE 5-1-20 T-W A.S END USER BRACING THROUGH GIRT ( 7 I ) JOIST TO BEAM CONNECTION TTRRE "'E HCI SHOP . OFFICE BUILDING I"=}'_a" I"=1'-0 sre::�n�unincsur CITY ST Zip ARLINGTON WASHINGTON "° .; NiS 1—"" 5-25 1-2 OPEN WEB 14" WF STEEL JOISTS JOIST SPAN BEAM (3) J"O A325 4-111 EQUAL EQUAL EQUAL BOLTS WITH NUTlop O 4%2" SLOTS IN JOIST SEATS 12" WF BEAM i COPE BEAM AS J%4"dj" KNIFE (2) "N BOLTS AT REQUIRED PLATE ONE SIDE WITH EAC JOIST SEAT (3) R"O HOLES 31" GAGE X INDICATES LOCATION OF 1ix$A ANGLE JOIST BRIDGING, WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE WF BF AM BEAM TO BEAM CONNECTION 54 BOLTED JOIST TO BEAM CONNEC11ON n JOIST BRIDGING LAYOUT 4"x3"x ' ANGLE NOTE; FIELD LOCATE AND DRILL HOLES JOIST SPAN IN HEADER AND JAMB. EQUAL EQUAL EQUAL EQUAL 1/4 2-24 B-DECK a C HEADER (4) I"0x1}" BOLT WITH NUT GR 5 JCt X INDICATES LOCATION OF 14x1}x4 ANGLE JOIST BRIDGING, WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE WF BEAM C JAMB JOIST BRIDGING LAYOUT PERIMETER ANGLE ATTACHMENT CRIPPLE TO ZEE GIRT DETAIL I"=1'-0" DETAIL EAVE STRUT (4) fox1J" GR 5 BOLTS GR-WITHIR SNUTLTS WITH NUT PO A S/" WF RAFTER ® �� 3� VV�;S//i CF cl C RAFTER o SAVE STRUT F�, // A Ft� �� Design by S/0 L MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 Nu YAYI SL,Sub A im"NAM UTAn 04M COLUMN—'/ a+, w enA(4u�7wo"o 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCR[PTION ERECTION OL TAILS WF COLUMN— I FOR PERMIT 1-2-20 T.W A S CUSTOMER HCI STEEL BUILDING`, INC END USER J08 NAME HCI SHOP OFFICE BUILDING EAVE STRUT TO ENDWALL COLUMN �Q EAVE STRUT TO INTERIOR COLUMN STFELBUILOtNGS Lc STREET 1"=1'-0" CITY ST➢P ARLINGTON. WASHINGTON NTS S-26 (4) �''04, (4) "oxill (4) �"Ox1 j" (4) J"0x1 j" GR- BOLTS GR� BOLTS GR-5 BOLTS GR-5 BOLTS WITH NUT WITH NUT WITH NUT WITH NUT & WASHERS WASHERS 19 RAFTER f RAFTER RAFTER RAFTER {` { HIGH EAVE HICH EAVE ` EAVE STRUT EAVE STRUT— STRUT STRUT COLUMN—/ f' COLUMN {= COLUMN ' COLUMN l b l 1 SAVE STRUT TO INTERIOR COLUMN EAVE STRUT TO COLUMN EAVE STRUT TO COLUMN EAVE STRUT TO INTERIOR COLUMN (4) f0x1j" HIGH EAVE �� �� TAPERED RAFTER GR-5 BOLTS STRUT (4) 0x1 " W8x10 STUB WITH WITH NUT GR-5 BOLTS J'x6 xREQUIRED WITH WITH NUT (4) M"O HOLES (2) "x4"xREQUIRED END PLATES WF RAFTER � ,� RAFTER 12" WF rt .� BEAM (4) J"O AT 4 GA, A325 HIGH EAVE {" 3/16 BOLTS WITH STRUT NUT COLUMN COLUMN J BUILT-UP COLUMN (8) J">ti AT 2j" GA. A325 BOLT WF COLUMN—/ WITH NUT EAVE STRUT TO INTERIOR COLUMN EAVE STRUT TO ENDWALL COLUMN BEAM TO COLUMN CONNECTION &N.T.S. COLUMN TO RAFTER w AS cF ti Q f o �Fss Design by. A MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 au Maki SL,wn.A Alff ix MUIM p ((�r'i�a W 191158 ISSUE DESCRIPTION DATE DRN. Ctix. DES. DESCRIPTION ERECTION DfiAILS T I- -2C T_W A S CUSTOMER HCI STEEL BUILDINGS. INC. 2 REVISED FOR CRPNE S—I-YR T W A.S END USER — JOB NAME HC'I SHOP / OFFICE BUILDING STREET STFF:.BUII.UINGS Im UGTy SST DP ARLINGTON. WASHINGTON CRANE 3 00» CRANE C10x15.3 C1005.3 J"0x1J" J„ox1�" BOLTS BOLTS VA ,&,TOP OF CRANE BEAM TOP OF CRANE SEAM "r ELEV, 116'=0" Y ELEV: 118'-0' j"x2j"xR€QUIRED W14x30 }"x2j"xREQUIRED GRAN€14x3O 3/16 3/16 STIFFENER BOTH SIDES CRANE BEAM �� \ 3/16 3/16 STIFFENER BOTH SIDES BEAM A34) JOLT 3J. NUT 5/16 �'x2j"xREQUIRED A325 J"O AT WITH NUT A. 5/16 J"x2j"xREQUIRED 2 B 3/16 / STIFFENER UT 3/16 STIFFENER FFENER BOTH SIDES BOTH SIDES 2g" 3�" 3/16 >3\/l 3/16 BUILD—UP }/t6 BUILD—UP COLUMN }"x3"xt'-0" STIFFENER COLUMN 3/16 3/16 BOTH SIDES CENTER 3/16 — STIFFENER BETWEEN HOLES BOTH SIDES�CEl' 4j, 4j" STIFFENER BETWEEN HOLES J"x2j"xREQUIRED J"x2j"xREQUIRED TER W14x30 CRANE STIFFENER BOTH SIDES W147SEAT STIFFENER BOTH SIDES BEAM SEAT 5/16 C1Ox15,3 ON TOP 1�1'E BACK OF CRANE BEAM I I I I I B'ACKxPLjATES W14x30 PLATES CRANE BEAM J/1G 1-1 16 BUILT—UP I 3/16 BUILT—UP � J/t6 I I C10x15,3 ON TOP I � 56 COLUMN COLUMN OF CRANE BEAMVrt I II ill I I II J/16 � II J/16 W14x30 I I ( W14x30 ( I CRANE BEAM I 1 » CRANE BEAM } j"x2j"x6" PLATE C10x15,3 ON TOP I A"x2j"x6" PLATE OF CRANE BEAM NTH (2) }� 0 HOLES " SECTION A—A WITH (2) Q"O HOLES SECTION A—A A325 BOLT " H NUT GA. (2) !J"O AT 4" GA. A325 BOLT WITH NUT CRANE BEAM & SEAT DETAIL CRANE BEAM & SEAT DETAIL 2 Po W AS tigc c� Design by, �i MOUNTAIN VIEW _ ENGINEERING SERVICES 313"W*Sl,SAW A YK,I]!MAM -0 1 7 reoM'(oc'!'i3H'ma�o 191158 ISSUE DESCRIPTION DATE DRN, CHK. DES. DESCRIPTION ERECTION DETAILS 1 IFOR PERMIT 5-1-20 i W AS. CUSTOMER HCI S1LLL HUILDXN '_., Ir4(, A`.E\� END USER J08 NAME SHOP r OFFICE BUILDING REET MAY 01 2020 CITY ST ZIP ARONGTON. WASHINGTONT STEEL 9UIi.1 iNus u.c 4 60'-O' OUT=TO-OUT OF STEEL 10 6 9 20'-o° 20'-0' 1.0'-U' -MEMBER TABLE Mark Part RB-100 10300 RB-101 1030C10 RB-102 14W30C10 RB-103 14W30C10 RB-104 14W30C10 C7 Ell �K4 GO N N N N � 8 � N NOTE; CUSTOMER TO VERIFY CRANE (12a) PLACES AS SHOWN) SEE 1 ' FLANGE BRACE (TYPE RUNWAY BEAM SIZE AND LAYOUT WITH !s - -- - - -- DETAIL 49 SHEET S-25 CRANE SUPPLIER PRIOR TO CONSTRUCTION I Won IP —— — — ——— —— — — — ——— — — — — —— ————— • Cmm Sptem 1 x 0 Ekwtion: 1 B'-0' co N QK4 N cN U v O O I I m N cc I V1A SygCF .J, 54-0 3-0 AO AJ CENT BUILDING/ �-;�- R \�� Design by: S b AI �N MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 30 No,�q 9.,S)b A W"MAM Ia Utah +u)'734-VW 191155 ISSUE DESCRIPTION DATE DRN, CHK IDES. 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HC1 SHOP / OFFICE BUILDING GENERAL STRUCTURAL NOTES ARLINGTON, WASHINGTON OFFICE COPY 1. 2015 InterinaUmal BuI&I Coh Dgeoli Qtterlo MIX 7-10) ill. All other A325 bolls shall be fully tightened to the 'Snug Tight' condition F, The engineer Is not reaponelble for any deviations from these plane unless A. Total Roof Dead Load . , , , . . . .. . . 10 per in accordance with the RCSC Specification Section B.I. such changes are authorized In writing by the engineer, Roof Collateral Loud . . . . . , . . . . 5 psf E.Provide full height web stiffener plates to each side of of beams bearing an Roof Solar Panel Loud . . . . , . , , . . . .5 psf top of columns. Plato thickness shall match the thickness of the beam web CITY OF ARLINGTON 0. Total floor Dead Load . , . . . . . . . . . . 51 psf except that the thickness need not exceed r unless noted otherwise on Flo&Dead Load . . . . . . . . . . . . . . . 50 psf drawings, BUILDING DEPARTMENT Floor Cdlolerol Load . . . . . . . . . . . . 1 psf F, All structural stool, except plates embedded In concrete a masonry, to have APPROVEDC, Roof Live Load . . . . . . . . . . . . . . 20 psf one coal (min,) of gray shop prlmer, 1.5 mil minimum thickness. D. Floor Live Load . . . . . . . . . . . . . . . . 100 pot 0. Cold Formed Girts & Purlins; DRAWING INDEX OF DRAWINGS E. Roof Snow Load Data 1. All cold formed cees and roes shop be HCI standard or equal. Ground Snow Load PO , . , , , . , 25 psf II. All girt and purlin connection bolts shall be GR-5 or equal, DATE BY Flat-roof Snow Load Pf. . , . . . . . . . 25 psf H. Use HHR 26 gage well panel and HHR 26 gage roof pond a 24 gage standing GN GENERAL STRUCTURAL NOTES ) Exposure Factor Ce. . . . . . . . . . . . . 1.0 seam roof as indicated on drawings. Importance Factor le . . . . . . . . . . . . .1.0 t. Flange braces as shown by marks UB and FB to be 2'x2'x angle, S-1 ROOF FRAMING PLAN NO CHANGES AUTHORIZED ThermalSaps F Factor C 1.0 UNLESS APPROVED BY THE t' ' ' ' ' ' . ' ' . J. Steel Stairs, Handralle, and Guardrails Slope Factor. . . . . . . . . . . . . . . . 1.0 1, Design of steel stairs, handrails, and guardrails Is not by Mountain View S•2 FRAMING SHEETING ELEVATIONS BUILDING INSPECTOR F. Wind Dedgn Data Engineering. Ultimate Design Mind Speed Vwt. . . . 115 mph II. Ali stairs, hundreds, and guardrails shill comply with the requirements of S-3 FRAMING / SHEETING ELEVATIONS Nominal Design . . .Wind Speed Veil. . 11 mph the 2015 IBC unless noted otherwise in the project specifications. S-4 FRAMING SHEETING ELEVATIONS Risk Category . . . . . . . . . . . . . II lii. The fabricator shall be responsible for the design and certification of all / Exposure . .Pressure Co , . . , . . . . . . , .0 steel stairs, handrods, and guordrails, Including member sizes and S-5 FRAMING SHEETING ELEVATIONS Internal Pressure Coefficient . . . . . , . .d:OJB / Component and Cladding Max. Londe . . .-73.2 psf Roof connection details, -37.9 pat Wall Iv. See the architectural plane for all stair Information including, but not S-6 FRAMING / SHEETING ELEVATIONS G. Earthquake Design Data limited to, stair layout,dimensions, and style. Risk Category. . . . . . . . . . . . . . . .II S•7 FRAMING / SHEETING ELEVATIONS Importance factor Ie. . . . . . . . . . . . .1.0 �• � Inl tone S-8 FRAMING SHEETING ELEVATIONS Mapped Spectral Parameters A. Special inspections, as required by Section 1705 of the IBC. shall be provided / Ss. . . . . . . . . . . . . . . . . . . 1,047g by on independent agency employed by the owner unless wclved by the S•9 BUILDING SECTIONSS, 0,406g building official. The contractor shall coordinate and cooperate with the 91te Class . . . . . . . . . . . . . . . . 0 required inspections. Items requiring special inspection ore: S•10 BUILDING SECTIONS Design Spectral Parameters 1. Steel Construction 1 360-10 Chapter N) REVISFD SOS. . . . . . . . . . . . . . . . . . . 0.755g a. Field welding(if any Is used). S•11 BUILDING SECTION 0.431g b.High-strength bolts. Selsmrn Design Category. . . . . . . . . . .0 c. Structural steel shall be fabricated by a fabricator that has been S•12 BUILDING SECTION Seismic Force Resisting System . . . . . . OSMF,OSCBF approved by the local building department or shall hove special Selsmle Response CoOfiaent C. . . . . . . 0.277W, 0.298W inspection on per IBC 1705.2.1 performed by an approved S-13 BUILDING SECTION Response Modification Factor R . . . . . . 3.5, 3.25 inspection agency. Analysis Procedure . . . . . . . . . . . . . Equivalent Lateral Force Procedure d, Open web Joists and girders (IBC Table 1705.2.3.) S-14 BUILDING SECTION H. Frost Depth . . . . . . . . . . . . . . . . . V-6" II. Concrete Construction (IBC 1705,3) S•15 BUILDING SECTIONS Received I. Special Loads . . . . . . . . . . . . . . . . N.A. a. Special inspections of concrete footings, grade beams, walls, and slabs I tj are not required as per Exceptions 1, 2.3, 3, 4, der 5 to 18C Section I� $•16 BUILDING SECTION AN ® 2020 !r St�� Sted 1705.3. Third party special inspection of reinforcing placement need �J A. Material: only be performed where specifically required by the building official. S-17 MEZZANINE FRAMING PLAN /► 1. Angles, Plates, and Channels: ASTM A36 (Fy- 36 k.e.i.) b. Special Inspection of onchor rods/bolts is required per IBC Table 11. Wide Flanges: ASTM A992(Fy- 5D k.s,l.), 1705.3. Special inspection may be waived subject to the approval of S-18 ERECTION DETAILS 111. Tubes(HSS): ASTM A500, Grade B (Fy- 46 ks,l.) the building officicl, Iv. Pipes; ASTM A53. Grade B (Fy- 35 ks.l.) c. Special inspection of rebor welding Is required(if any is used). S-19 ERECTION DETAILS B. Fabrication and constructlon shall comply with the latest edition of the B. Special Inspector must be quallfied and approved by local building department. PO W AL/4 following Codes and Standards; 4, �����. S-20 ERECTION DETAILS Q� F W AS C I. American Institute of Sted Construction (AISC)"Specification for S•21 ERECTION DETAILS Structural Steel Buildings."(360-10) A. The project specifications are not superseded by the General Structural Notes, Notes and delals on the drawings shal take precedence over General II. RISC 'Seismic Provisions for Structural Steel Buildings; Including Structural Notes and typical details. Should any of the detailed instructions S•22 ERECTION DETAILS o supplement No, 1 (341-10) shown on the plans conflict with the General Structural) Notes, a with each III. RISC"Code of Standard Practice.' shown the strictest provisions shall govern. S•23 ERECTION DETAILS Iv. RCSC"Specification for Structural Joints Using ASTM A325 or A490 Bolts.' B. It Is solely the responsibility of each contractor to follow oil applicable safety S-24 ERECTION DETAILS Y. Steel Joist Institute(Sol), 'Standard Specifications and Cade of Standard codes and regulations during oil phoses of construction. The engineer Is not .p Practice,' engaged in, and does not supervise, construction. 9 Cv A. American Weldin Society AWS, Structural Welding Code(specific items do C. Erection, Shoring, and Brocin S•25 ERECTION DETAILS 9 Y( ) 9 (sP9 not apply when they conflict with the AISC requirements). I. It b the contractor's responsibility to determine erection procedures and S•26 ERECTION DETAILS vi1. American Iron and Steel Institute (AISI), "Specification for the Design of sequence, and to ensure the stability of the building and its component S/QNA��\' Cold-Famed Steel Structural Members*. ports during erection. S-27 ERECTION DETAILS C Waldhpp: ii. It is solely the contractor's responsibility to provide any temporary L Certlfieation of Welders; All shop and Odd welding shall be executed by shoring, bracing, guys, and tie downs that may be necessary to provide Jaw 02 2019 AWS certified welders. Certlflcotlon shall be considered current If dated adequate vertical and lateral support. Such material is not shown an the within the past 12 months. Welders will be considered certified If they drawings Shoring end bracing shall remain In place until all permanent hove been certified by AWS and their work records are current within members we in place and oil final connections are completed, including every six month period (hereafter on required by AWS. Certification and all roof and Poor attachments. records must comply with AWS Standards. Certification and appropriate IL The building shall not be eoneldered stable until all connections are Design by, records must be provided to the inspector prior to beginning work, complete, ii. Electrodes' E-70XX or as noted otherwise. E-60XX may be used for iv, The engineer has no expertise in, and takes no responsibility for, MOUNTAIN VIEW welding steel floor and roof decks, construction means and methods or job site solely during construction, III. Minimum Wilde: All Intersecting steel shapes which are not billed shall Approval of submittals mode by the contractor which may contain ENGINEERING SERVICES information related to construction methods or safety issues,or be connected by o J' min, Gist weld all around, unless noted otherwise. participation in meetings where such issues might be discussed, shelf not 345 ft u*$u Wto A anc as mmm hin Iv. Welded reinforcing bare shag be ASTM A706 Grade 60. be construed as valunlay assumption by the engineer of any responsibility p 05)7 -M 191158 D, Bolted Connections: for safely procedures 1, Use ASTM A325N bolts for hot-rdled steel to steel (e.g. girder to column, D. Equipment framing loads, openings, and structure in any way related to 155UE DESCRIPTION DATE DRN, CHK. DES. DESCRIPTION ICENERAL STRUCTURAL NOTES rafter to column/cap plate, beam to beam, etc.) connections unless mechanical, plumbing, or electrical requirements are shown for bidding 1 FOR PERMIT 1-2-20 T.W A S CUSTOMER lHCl STEEL BUILDINGS, INC noted otherwise In the drawings. All connections shall conform to the purposes only. The contractor shall coordinate this Information with the END USER I- RCSC 'Specification for Structural Joints Using ASTM A325 or A490 Bolts'. Involved trades before proceeding with such potion of the work. Excess cost JOB NAME IHCI SHnP / nFF1CF MIMING fi. A325 bolts shall be pretensioned using an acceptable method such on related to variation in these requirements shall be berme by the appropriate STREET'Turn of the Nut' as per the RCSC Specification Section 8.2 at all B-bolt contractor. steu.atntutnc�uc wide Range to wide Pangs ridge and haunch connections only. E. The contractor shall notify engineer of any variations In dimensions. CITY ST ZIP SEATTLE. WASHINGTON I—m. ICI h'"i'-n' " cN r_, SPECIAL BOLTS ROOF PLAN 0 10 1 QUM TYPE DIA LENGTH WASH 1 4 GR-5 1 2 1 1 4 2. 2 2 GR 5 1 2." 1 1 4' 2 1 710'-0' Olfi-TD�-QUT OF STEEL13 MEMBER TABLE 60'-0' * 79'-0' ROOF PLAN NARK I PART Main J+<-1 BEAM 2T-o' 2 26'-0' 3 18'-0' 4 60' 0• 10 26'-0' 11 26'-0' 12 �]A - -- P-1 IOX35Z12 4' P-2 WON P-3 1035Z14 -T 4 P-4 10K35Z12 A EC-103 EC-102 EC-10 1 EC-100 A E-2 IOESIH14 ER- FR-lo1 l0o E-3 IDESIH14 8 g E-4 10ES114 r '9 a E-5 10ES104 CL N E-5 10511.14 0 FI-t 1 F1-1 t - +* O CB 8 BR9 58 g ,o goy E. CB-9 BR5/8 3 o CB-10 BR1/2 s - CB-11 BR5/8 CB-12 BR5/8 11 CB-13 BR3 4(A<1 \1�V/� I © g RFI-101 Rf1-101 �T Phn *' P-100 8X25Z12 o P-101 8X25Z16 4 O O N O v ti o P-102 8X25Z14 I F2-10 _ E-100 SES1L14 E-3 " -4 E-2 RF3-4 I E-2 " 4- - E RF4-4 E-2. RF3-4A ' E-2 RF7-4 I E-1 R -4 E-101 8ES11.14 E-102 8ESIL14 -2 Strul CB-105 BR1/2 O •_ � M r'1 t 1"1 Mf _� � N 1 I c cQi � o 0 FW N N N N V 1 C G LJ V N 0 t I P-4 T)p P-2(1)p P- T)pX 1p) P- T P-3 1}p P-2(()p © E-4 Rt -1 E-5 RF3-I I E-5 RF4-1 E-5 RFS-1 E-5 RF4-I E-5 RF3-IA I E-5 RF2-1 I E-6 R -1 P� <<� PURIIN s-�:.� r-+ • z-C� r-+ , z-+ , r-1+ . r" W LAP (Main) 27'-0' 2.6'-0' 26'-0' 26'-0' 26-0' _ 26'-0' 26'-0' 27' n' `/' 10 \\�� 0 71'-0' _ 60'-0"(Wng) L 19'-0' 13 O�Fss lq � � Design by, NAB MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 JCS No.MGM sl,ww A M[jo NAWM ROOF FRAMING PLAN 4�'' 191158 ISSUE DESCRIPTION DATE ORN, CHK DES. DESCRIPTION ROOF FRAMING PLAN 1 FUR PERNJT 1-2-20 1 W AS CUSTOMER HCI STEEL BUILDING, INC END USERAM JOB NE HCI SHOP / OFFICE BUILDING STREET MBUILWING� CITY ST ZIP ARLINGTON, WASHING70N �' I" NTS - 5-1 1 SPECIAL BOLTS O IQ 1 iTUAN TYPE DIA LENOTH WASH 2 4 GR-5 1 2 11 4 2 4 2 A25 58' 134' 2 PERIMETER BEAM BOLT TABLE FRAME LINE G ❑ID 1 WAN TYPE DIA LENGTH PI 4 A325 5/8" 1 3 4 1 210'-0' OUT-TO-OUT OF STIR 13 MFNjM tR TAM 2 3 5 8 10 11 12 FRkYE LINE G 27'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 27'-0' MARK AR PART I6 OJ-2 8X2506 E-S F-S E-S [ 6 DS-1 8X25C116 0-33 _ c-t� �� G-34 — C-34 _ c- 1� 44,, I++C-3 ` 3'-6' E-4 10ESIL14 4'-11' �37 G-35 — c-34 C-31 c-3, G-34 c� r '�� k�i�ii 1 - f, E-5 10ESIL14 '-)^^ '-' 4'-11" E-6 10ESiL14 s1-I(swU— _ ST-1 T5X12 �_7c C-30 8%25Z 12 6'-4" C-31 C-� xc-34 G-34 G- � 6-4' G-31 8X25Z14 S-7" 4'-3 G-33 8X25ZI6 G-41 1-41 C-41 1 ' c-a -41 c-a J c 4a — G-J4 8X25ZI6 _ _ _ 3'-0' EC-6 RE3-t 39 RP3-1 RF4-1 I� RE�t RF4-1 RF3-1 �-t , I , , Q mi-t G-37 8%25214 I — — — — _ — — — _ _ I bl-! I bl-T ' b = G-35 BX25C12 I.s.f I�.zl G-37 8%2214 Add Add Add FWd G-38 8X25Z12 G-39 8X25ZI6 I I + s G-40 8X2C6 ORT s�3�� t - G-41 8X25C16LAPS TRIM TABLE CB-3 BRI SIDEWAIl FRAMING: FRAME UNE G o1D PART CB-7 BR 1 RAKE TRIM M8-7 W14X22 2 HIGH EAVE TRIM 3 LOW EAVE TRIM 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM 6 BASE TRIM 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM Q Q Q T © 10 11 W A SygC� TT T T TO � y o 7 7 7 (^ ° 7 7 7 7 ° 7 ° 7 0 Fss� NA�E��G e^ 7 7 7° ' '� ° ° ° JAN 02 2019 Design by, SIDEWAIL SHEETING do TRIM: FRAME LINE G ENGIINNEERIING UNTAIN SIERVICES pms x k Hm 30 No.Udn s1 sw A Ms,a K4m uto m-i'lu-734-a oo°� 191158 ISSUE DESCRIPTION DATE DRN, CHK.DES. DESCRIPTION FRAUING / SHFFTING FLFVATIONS 1 FOR PERMIT 1-2-20 r w A S CUSTOMER HCI STEEL BUILDING, INC ENE) USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sreeluuiu crs u`U CITY ST ZIP ARLINGTON, WASHINGTON I""'-'NTS I" " s-, r- oDIA I WASH 2 4 -5 12 114 2 4 2 AS S B' 1 3 4' PERIMETER BEM DOI T TAM I AN tyK RA acm I'll 4 2- U510 TABU 13 210'-0' OUT-TD-OUT OF SM 1 FRAWE 1R �ARK PART X-I BEAN 210'-0' Main OJ-2 80C16 12 11 10 8 5 3 2 DJ-3 8X25CI6 DJ-4 8X2506 2Y-O' 26'-0' 26'-0' 26'-0' 26'-0' 264 26'-0' 27'-0' DJ-5 8X2510I4 JDH-1 8X28CI6 DH-3 BX250I6 E-tIZI E-2 E-2 E-2 E- Q E-2 © E-2 E-3 OE-1 �2SIH14 N E-3 IOESIH14 G-% r,17 G-20 _ G G-25 G-50 C?9 G-5 14 3'-10' 1 s G-21 G-26 2'-10' G-15 U2 Z12 �� �Ie � ��> 0-24 �� G-17 8X25214 ns-1 is t�aHs�lI) ? c 2a 2-5 0-1 G-21 G I9 G-19 N 'v NB-8 G-16 ST-I(S1ru1) DH-3 4 DH-J CH-J a G-19 8X2521B .r G-20 8X25Z14 Q G-17 G_1y v, 0- 1 ry-"y- G-22 C-?S .• I Crl9 0 ,n Cr29 �c _ G-21 8X206 o = -Is ai.J a �ti 71- 2 3 7* 0-22 B W3'-0' �4 c-4I c-4? c-4 c-4IG-42 G-4 G-42 c 4a 3-8 G-24 8%25Z12 Z IFFF�����14_I1 . , p - = — I 3 C II - - - — - _I - I - - - II- ®3 - - CI -- - i C25 8%20 82 RFI-4 F� � II RF3-4 RF4-4 W4-4 RFJ- W3-4 EC-3 G-21 8%25Z184 0' ' G-2 8X25Z14Field Fdd Fidd 6-0 ` 14'-0 (6-0' 6'-0 14-0 6'-0 16-O 14- J-0 TRIM TABLE C-29 8X25218 Olo PART G-40 BX25C16 GIRT J'-tom_ J1� C,a�W ��,f` r+ r-1�1 1 RAKE TRIM 2 HIGH EAVE TRIM G-41 8X25CI6 UPS r-I' 3-t J-1 r-1 G-42 8X25C16 3 LOW EAVE TRIM G-43 BX25CI6 SIDEWAII FRAMING; FRAME UNE D 4 CUTTER &DOWNSPouTs G-49 9 4 15 5 CORNER TRIM G-50 Ilum6 6 BASE TRIM CB-3 BRI 7 HEAD TRIM CB-4 BRI B JAMB TRIM CB-5 BRI 9 HIGH TO LOW TRIM N8-8 I W1022 1 wAStip0 13 1Z 11 10 Q Q Q �cA Z> TT TT o i ) , S NA1-EN s s e O T O, O a s r<T � �� JAN 02 2019 8 B 6 3 a 6 a e s Design by, MOUNTAIN VIEW ENGINEERING SERVICES SDEWAII SHEETING & TRIM: FRAME LJNE D =°^ I% "`�°"'°� (4jX r.4-M 191158 PAW 26 k HR ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION FRAUINC: / SHFFTINC FI FVATION5 PAW a k Iff 1 iFOR PERMIT 1-2-20 T.W. AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HGI SHOE' / OFFICE BUILDING STREET M-..."u, CITY ST ZIP ARLINGTON. WASHINGTON -, 1— N,s i�—. --, F� BOLT TABLE FRAME UNE 1 D 60'-0" OUT-TO-OUT OF STEEL G LOCATION AN TYPE DIA LENGTH E FER-2 8 A325 5 8 1 3 4 Columns Ra( 4 A325 5 8" 2" 20'-0" 2O'-0" 20'-0" 1" MEMBER TABLE 12 FRAME. UNE 1 F830.3 ER-I O MARK PART I Fp3 .3 EC-3 W8Xi0 Fp _ — - Ef�2 EC-4 013 30.3 Fp30,3 •� EC-5 WBX13 EC-6 WBX10 I3J3 z G-6 G-14 2'-5" ER-2 W8X13 G-11 N-4 8X25C16 DH-3 BX25C16 G-10 I N G-6 8X204 CID G-7 8X25Z12 DH-3 G-12 G-7 G-10 I G-9 8X25Z16 G-10 8X202 G-11 8X25Z14 G-12 8X25Z16 G-7 x I G-13 8X25Z16 G-14 BX25Z16 G-44 8X25C16 1 IL- - a G12 I G-13 C-14 G-45 8X25C16 G-47 8X25C16 -4' G_4G I — G-45 G-44 — — — �, CB-1 OR5/8 H C I I H C9-2 OR5/8 EC-3 d EC-4 l,_„• EC-5 EC-6 3'4 I 14'-0' 3'-0" I�Field�1 �` FLANGE BRAGS (ABLE FRAME UNE 1 vlo NARK LENGTn ENDWALL FRAMING: FRAME UNE 1 ' 6 FB30.3 7- ' 4- TRIM TABLE OIDI PART RAKE TRIM 2 HIGH SAVE TRIM 3 LOW EAVE TRIM 1• 4 GUTTER&DOWNSPOUTS 12 CORNER TRIM 6 I 8 BASE TRIM 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM IN A S � o Qz— e e ��F c AL ENS G\ Design by: ss� NA1 E� MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 30 Na 0*3L.Aib A atir im wine 0217 -M 191158 SSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS ENDWALL SHEETING do TRIM: FRAME UNE 1 1 FOR PERMIT 1-2-20 T.W A SM�TCEIIBUILDINCSLLCU CUSTOMER HCI STEEL BUILDING. INC END USER JOB NAME HCI SHOP / OFFICE BUILDING PA IU- 26 GL I� STREET CITY ST ZIP I ARLINGTON, WASI IINGTON µ "� I— N TS I"""m. 5-6 r—, BOLT TABLE FRAME LINE 13 G 60'-0" OUT-TO-WT OF STEEL D LOCATION AN DIA LENGTH E Cclumns of 2 A325 8 ?. F 20'-0' 2.0'-0" 20'-0' SRAME UPPORT BEAM BOLT TABLE 12 E 13 OID AN TYPE DIA LENGTH S1 1 4 A325 5 8 1 3 4 MEMBER TABLE — — - -- — ` FRAME LINE 13 — — -- — — — MARK PART - - - - - - - ;' EC-1 W8XI3 EC-2 W8X13 c-� G-6 r,-3 DJ-1 8X25C16 DJ-2 8X25C16 DN-i DN-t DN-t _ _ off-2 DH-1 8X25C16 DH-2 8X25C16 as-I os-1 0 os-I as-I os-1 os-� Ds-2 DS-1 8X25C16 c-3 o DS-2 8X25C16 c-a c-7 I N G-1 8X25C16 49-2 uB-3 G-2 8X25Z14 4 I G-3 8X25Z12 `� s1 s1 S1 SI sl s1 G-4 8X25Z14 o G-2 C 6 G-8 G-5 8X25C16 G I N •� G-6 8X25Z14 �~ #" G-7 8X25Z12 G-8 8X25Z12 G-u 13-45 C-/4 o G-44 8X25C16 I = MB 1 5 H12X30 4'-0" '-p" '_p" EC-1 '_0" 4'-0" 4'-V EC-2 6'-0• J9� MB-2 M2X40 Field Field Field Field Field Field Field MB-3 w12x40 TRIM TABLE ENDWALL FRAMING: FRAME LINE 13 oI-D PART 1 RAKE TRIM 2 HIGH EAVE TRIM 3 LOW ETRIM 1" 'T' 4 GUTTERR & DOWNSPOUTS 5 CORNER TRIM 12 6 BASE TRIM � 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM > 7 7 7 7 7 7 ° ° 7 1 1 7 7 7 7 p W A C O �e Poi. �11 A Sy�61 7 1 7 7 7 7 7 e ° e ° e L°` a ° a 7 7 7 7 7 7 5/ Design by; ss/ ALEN MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 34 No.w*St.ww A of"NAM =t '�m 191158 ISSUE DESCRIPTION DATE ORN. CHK,DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS ENDWALL SHEETING do TRIM: FRAME LINE 13 1 FOR PERMIT -2-20 T W A S CUSTOMER HCI STEEL BUILDING, INC _ END USER PA11Q& a CL Iff J� E FICI SHOP / OFFICE BUILDING EET STEFL eulLDlncsuc CITY ST ZIP ARLINGTON, WASHINGTON z ins,N I S I""' 5-5 r-1 SPECIAL BOLTS A O O 20 AN GTYPE DIA2 LENG4TH WA91 60'-0* OUT-TO-OUT OF STEfl B O MEMBER TABLE 20'-O' 20'-D. 26-0' FRAME LINE 4 7 MARK PART / DJ-100 8X35C1 DH-100 8X25C16 E-IGO 2 E-101 E-102 E-100 8ES1L14 E-101 BESIL14 N f E-102 BESIL14 I G-103 8X25214 I G-104 G-105 G-107 0-104 8X25Z12 G-105 8X25Z12 G-106 8X25Z16 G-107 8X25Z12 G-104 /G-105 G-106 DH-100 1 MAIN G-108 BX25Z16 BUILDING G-1110 8X25C16 N I G-112 BX25C16 G-103 A G-106 c o o'� CB-10i BR3 4 TRIM TABLE G-102 �� /o/ C-106 �1 i OID PART — 1 RAKE TRIM ^/ 2 HIGH TRIM co ,-11 3 LOW EAVE AVE TRIM G-109 G .-� -110 I,-111 - - = I � C I_— _ — 4 GUTTER do DOMMSPOUTS 5 CORNER TRIM EC-103 RF1-100 RF1-100 RF2-102 6 BASE TRIM }� 7 HEAD TRIM 14'-0" 0• B JAMB TRIM 13' 9 HIGH TO LOW TRIM SIDEWALL FRAMING: FRAME UNE 4 Q o Q Q MAIN I o P OWA�Cq BUILDI �Q. oc V:A S��� cn z s Design by, r� ON AI MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 3;; ,,,p,�c12'„4-M 191158 ISSUE DESCRIPTION DATE ORN, CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDING, INC SIDEWALL SHEETING do TRIM: FRAME UNE 4 END USER - JOB NAIAE HCI SHOP / OFFICE BUILDING PANII& 26 OL HIR STREET 'wil lw;' ''"` CITY ST ZIP ARLINGTON, WApSrHIINGTON �� I N T S I"�' S-6 SPECIAL BOLTS o ID AN TYPE OIA LENGTH WASH 60'-0" OUT-TQ-OUT OF STEEL 12 1 2 GR 5 1 2 1 1 4 2 C 8 MEMBER TABLE 20'-0' 20'-0" 20'-0' FRAME UNE 10 MARK PART DJ-100 8X35CI4 OH-100 8X251016 E-102 E-101 E-100 E-100 BES1L14 E-101 8ESIL14 I E-102 8ESIL14 N 0-102 BX25Z16 G-103 8X25Z14 I G-107 C-105 G-104 I G-104 8X25Z12 G-105 8X25Z12 I i G-107 8X25Z12 '-I DH-100 G-106 G-105 G-104 I G-108 BX25Z16 FAIN — G-115 8X25C16 BUILDINGI G-116 8X25C16 i N G-117 8X25C16 I G-118 8X25CI6 ' 1 0 0 E-3 G-106 G-1051 G-103 CB-10 2 BR3/4 �`°� `� 1 ' 1 G-106 I I 8' G-102 TRIM TABLE co JA-1 0-117 I G-116 I G-115 i OID PART I C I - — — I V — — — — - ' I 1 RAKE TRIM RF2-100 RF1-100 RF1-100 EC-100 2 HIGH EAVE TRIM I1-0. 1,� 14'-0' _I3'-0_I Field 3 LOW EAVE TRIM 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM 6 BASE SIDEWALL FRAMING: FRAME UNE 10 7 HEAD RIM 8 JAMB TRIM 9 HIGH TO LOW TRIM Q Q Q o i MAIN OWAL( / 7 ,S��gcF BUIU)ING ti4 41 eO < > o cr, Design by, FSS�ONA� MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 JN Ne.go A,3ub A Nr Ie MAM utch r 1t t-rm 191158 ISSUE DESCRIPTION DATE I DRN, CHK DES, DESCRIPTION FPANIINr. / SHFFTINfC FI FVATIONS 1 FOR PERMIT 1-2-20 I W AS CUSTOMER HCI STEEL BUILDING, INC SIDEWAL L SHEETING do TRIM: FRAME UNE 10 1 ND USER E HDI SHOP i OFFICE BUILDING PAM 25 k Iff sTRFET MA11111.114GS ,pry $7 ZIP ARLINGTON, WASHINGTON ... R., I—NTS 1-- 5-7 lo,c1 BOLT TABLE FRAME UNE A 10 60'-0' OUT-TO-0UT OF S1EEi. 4 LOCATION WAN TYPE DIA LENGTH 9 6 ER-100 ER-101 8 A325 5 8 1 3 4 �1. 17'-6" 25'-0" 17'-6" 1" Columns Rof 4 A325 5 8' 2' 12 12 MEMBER TABLE FRAM UNE A ER100 FB29.8 FB29.8 ER of M PART y 2 EC-100 W8X10 EC-101 W8X15 EC-102 015 2'-9 7/8" 33 EC-103 010 b G-101 ER-100 010 2'-8 1/8" ER-101 W8X10 G-100 G-IDO G-100 BX25Z16 2'-2. G-101 BX25Z12 G-101 G-113 8X25C16 G-114 8X25C16 `o CB-0 BR1 2 "' G-1O0 G-16O 1 TRIM TABLE `v o 010 PART G-100 o G-101 G-100 1 RAKE TRIM 2 HIGH SAVE TRIM 5- 3 LOW EAVE TRIM G-100 G-101 0-100 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM G-113 G-114 G-113 6 BASE TRIM H - — I — — _ - H 7 HEAD TRIM EC-100 EC-101 EC-102 EC-103 8 JAMB TRIM 39 9 HIGH TO LOW TRIM ENDWAl1 FRAMING; FRAME UNE A to Q Q Q 2 1" O O 12 1" s s "v�Po W A SH�CF � p � z A Design by: FSS/ONA�E MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 30 No.1*3t�SWU A nc r @ MAM w�'M-o� 191158 ISSUEJ DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION FRAMIN(: / SHFFTINC F1 FVATIONS 1 IFOR PERMIT 1-2-20 1.W. AS, CUSTOMER HCI STEEL BUILDING, INC ENDWALL SHEETING & TRIM: FRAME UNE A END USER JOB NAME HCI SHOP / OFFICE BUILDING PANES: 26 CiL Iff STREET i i.im-m,. CITY ST ZIP ARLINGTON. WASHINGTON "A' v '�"NTS M 5-9 E'-1 SPt10E BOLT TABLE ft Dwwxo e e tsi/ae Doge mge Oly mak %ot Length w x Thk x LmA w x%x Lmoth dark T Bat let Tp e 010 Lmgth K63-1 652 21-2 3/8- 13.0 16.1 0,188 4-D 6 x 1 4 x 19-1 5/8 6 x J/8;x 9-1 1/4� 16.1/21.7 0,188 Y-4 5/8' 6 x 1/4'x 2'-0' 6 x 1/2 x 8'-8 5/8 SP-1 4 4 4 A325 0,750 2.25 21.7/27,0 0,188 9'-11 6 x 1/4'x 2'-8 5/16' SP-2 4 4 2 A325 0.750 100 RF3-2 804 27'-5 7/8' 32.0/10.0 0,250 1-4 3/4' 6 x 1/4'x 7-0 3/4' 6 x 3/8'x 177 3/ 10.0/17.9 0,188 9'-11' 6 x 3/8 x 18'-4' 6 x 1/4'x 18-0 1/2' 17.9/22.8 0.188 614 6 x 3/8' x 2'-0' 6 x 1/4'x 2'-0' '7FLANGE BRACES: Both S les(U.N.) 21.8/26.0 0.188 4'-0' FBxxAFB2 xx_1eng�b) RF3-3 810 26'-3 1/16' 26.0/21.5 0.188 9'-11' 6 x 3/8'x 10'-3' 6 x 1/4'x 18'-Q 1/8' A - x3/16 18.8/17.0 0,188 4'-0' 6 x 1/4'x 15'-10 15/18' 6 x 1/4'x B'--4 13/16' 17.0/X0 0,250 6'-11516' RF3-4 854 26'-1 1/16' 35.5/32.0 0,188 3'-9 1 8' 6 x 1/4'x 3'-115!6' 6 x 1f x 1-6 7/8' 32-0/23.5 0,188 9'-11' 6 x 1/'4'x 6'-0 /4 6 x 5X x 14'-6 15/16' 23.5/16A 0.188 8'-4 1/8' 6 x Ile x 20'-01 1&4 13. aim 4'-D' �I. 74' 8' 26 Gh NFfi \ 4'-5 13 16' FB36.3A 1) — — -- — — — F843.3A 1 ' F;F3-3 — — — w RF3-2 1 c' I I i I M Sf co I ]5 � w N O I N I I � I I �)+ � n O N + N I p \NALI W ¢ W A C ZG I �9 5 �Q I ss/ NAL i Ja.iv aZ 2019 — I 8' �_L2'-8 3/4' 53'-7 1/2' 2'-3 3/Cl- CLEAR +/- Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES 0 J/e Ne.Ildn&Suft A &W im maux uwh um �14214= 191158 ISSUE DESCRIPTION DATE DRN. CHK.DES, DESCRIPTION BUILDING SECTIONS RIGID FRAME ELEVATION: FRAME LINES 2 do 3 1 FOR PERMIT 1-2-20 TW AS CUSTOMER 110 S1EEL BUILDING. INC END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sTHLL euIIDIKGs u.c crry ST ZIP ARLINGTON, WASHINGTON SPLICE BOLT TABLE qty NOTE JACK BEAM NOT SHOWN FOR CLARITY, SEE DETAIL 7 MA %01 Lmo s th x x Len Inside x x Length Nark T Bot Int T e Dia Len th SHEET S-19 FOR JACK BEAM TO COLUMN CONNECTION, JACK Fa4-i bid ri-2 3j8 1 . 1 .1 .t 4- x t + x 1 -t x x 1 - SP-1 4 4 4 A325 OJ50 2,25 BEAM AT LINE 5 IS ON THE F.S. OF COLUMN AND AT LINE 10 16.1/27. 0.188 r-1 5/0' 6 x 1/4'x 2'-0' SP-2 4 4 2 A325 0.750 2.00 ( 21.1/27.0 0.150 9'-4 6 x 1/4' x 2'-8 3/4' THE JACK BEAM IS ON (N,S,) OF COLUMN. RF4-2 630 2r-5 7/e' 32.0/10.0 o,2so r-4 3/4' s x 1/+;x 7'-o J/4• 6 z 3/e;x r-7 3/8' 10.0/17.9 0.188 9'--I1' 6 x 3/8,x 18-4 6 x 3/8 x 10-3 /16' 17.9/22.8 0.188 6'-1' 6 x 3/8 x 2-0 6 x 1/4'x 9'-9 1/4' �FLAHGE BRACES: Both Sid*,,,U.N. 22.8/26.0 0.188 -0' �l � RF4-3 819 28'-31/16` W 26.0/21.5 0.188 -11' 6 x 3/8'x 10'-3' 6 x If4'x 18'-0 I/8' FbxxA((1�: xx=lmgth(h) 21.5p&8 0.188 6'-1' 6 x 1/4'x 15-10 15/16' 6 x 1/4'x 2'-0' A - 20/16 1&8/17.0 0.188 4'-0' 6 x 1/4'x 6'-4 13/16' 17.0/3&0 0.250 6-11516- RF4-4 847 26'-1 1/16' 35.5/32.0 0,188 3'-9 18' 8 x t/4:x 3;-7 15 I6' 6 x t1�//22'x r-8 7/8' 32.0/23.5 0,188 9'-11' 6 x t/4,x 6-0 I/4 8 x 3/8'x 14'-6 5/16' 23.5/16.4 0.188 8'-4 1/8' 8 x 1/4' x 20-0' 16.41 0 01, 4'-0' 4'-112' 11 0 4'-6 5 8' 26 Ca HMi 12 f'B47A I) � F836.8A I) 4'-5 13 16' F036.341) _ F843.35 � — RF4-3 l ' RF4-2 pp� I I � p I I .rl I 7 � D :5.I O N v + M N 1 i0 pWAt % c3v w A Sy�cF I I I I � c I JAN 02 2019 — 8' 2'-3 CLEAR+/- Design by: MOUNTAIN VIEW 60'-0' OUT-TO-OUT OF STEEL ENGINEERING SERVICES algal.(w�'W-= 191158 RIGID FRAME ELEW ON: FRAME ONES 5 do 10 ISSUE DESCRIPTION DATE ORN. CHK.DES. DESCRIPTION BUILDING SECTIONS 1 FOR PERmir 1-2-20 T.W AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING —— STREET STEEL BUILDINGS uc U CIIY Sir ZIP ARLINGTON, WASHINGTON Nis r- S—1 U r—, SPLICE BOLT TABLE a BEA ABLE Ih Reb ROD Uutslde Flange Ins*Aonge Male Oty Bot Int Type Db Length R01� 1 C0"g6i St d ThId Lm t_h W x Thk I Len th W x Thk x Length Rt0-t 338 21-2 3/e 7.0 7.0 UAH 4-0 6 x 1/4'x IT-1 5/9 b x 1/4� x 1t1-5 10/10 SP-1 4 0 0 A325 0.625 1.75 7.0/ 7A 0.188 7-3 1/4 6 x 1/4' x 2'-0' 6 x 1/4 x 2-0 SP-2 4 4 8 A325 0.875 3.00 7,0 7.0 0.198 9'-11' 6 x 1/4' x I'-3 5J16' RF5-2 1580 28'-10 13/16 8.0/30.0 0,250 8-11 1/8' 8 x 3/8' x 20'-C 8 x 3/8' x 9'-1 5/16' 30.0/41.9 0.250 9'-11' 8 x 3/8 x 8'-9 11/16' 8 x 3/8' x 18'-0 7/16' FLANGE BRACES: Both Slde U.N. 41.9/49.1 0,250 6'-0 1/4' 8 z 3/8' z 2-0' 49.1/53.9 0,250 4'-0' FBxxA(1): xx=length(in) RF5-3 1632 29'-4' 53.9/43.5 0,250 9'-11' 8 x 3/8'x 10'-C' 8 x 3/8' x 18'-0 3/16' A - 2:0/16 43.5/37.2 0,250 6'-0 1/4' 8 x 3/8'x 9'-11 1/4' 8 x 3/8' x 2'-0' 37.2/33.0 0.250 4'-0' B x 3/8'x 9 7/16 8 x 3/8' x 7'-8 11/16' 33.0/ 7.6 0,250 7'-5 1[4' 7. 9.4 0,250 1'-10 55 16' 4'-1 1 2' 11 0 4'-6 5 8' 26 Ca; 11f 4'-5 13 16' �1a — -- — — — _ — _ FB69�,3A (MBI)S1UB — FB36.3A 1 COLUMN STP, — ,G(-1 RFS-3 AF5-2 13f a I Ss �s i NOTE SEE DETAIL 27 SHEET S-23 a� FOR SPLICES AT TAPERED JACK BEAM, i o o I WAL( W A S 0 c I � FSS/GINA1 6 JAN 02 2019 7 1/2 u 6• Design by, EW 60'-0'OUT-To-our of STEEL ENGINEERING SERVICES D Ma No.Nola St,&&A Nr im mm m G (u -734-�o 191158 ISSUEJ DESCRIPTION DATE DRN. CHN. DES, DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINE 8 FOR PERMIT -2-20 T W - A 5 ECUSTOMER ND USER HCI STEEL BUILDING, INC JOB NAME HCl SHOP / OFFICE BUILDING STREET sreeleuanincsuc CITY ST 21P ARLINCTON WASHINGTON ' - NTS BERR Web SPIKE BOLT TABLE Wlt T Midpllt l4nptll Depth °I Ou.m maigs ;r"rlmge Qt III x 7m x Ih W x Thh x Lm th NCO T r Bot Int T e DIO Length RN-1 662 21'-2 3/6' 13.0 16.1 0,108 4'-a- 6 x 1/4' x I -i 6/0 6 x 3/8' x 9-7 1 4 16.1/21.7 0.188 7'-4 5/8' 6 x 1/4' x 2:-0' 6 x 1/2'x 8'-8 5/8' SP-1 4 4 4 A325 0,750 2.25 21 7/27.0 0.188 9'-11' 6 x 1/4 x 2-8 5/16' SP-2 4 4 2 A325 0.750 2.00 RF3-2 804 27'-5 7/8' 32.0/10.0 0,250 7'-4 3/4' 6 x 1/4' x 7'-0 3/4 6 x 3/8'x 7-7 3/8: 10.0/17.9 0.188 9'-11' 6 x /8' x 18'-4' 6 x 1/4'x 18'-0 1/2 17.9/228 CAM 6'-1' 6 x 3/8' x 2'-0' 6 x 1/4'x 2'-0' OFLANGE BRACES: Both Side#.N.) 22.8/26.0 0,188 41-0'� FB 1): xx=longth(in) RF3-3 610 28-3 1/16 26.0/21.5 0.188 9-11 6 x 3/8 x 101-3' 6 x 1/4 x 18-0 1/8' 21.5/18.8 0.188 6'-1' 6 x 1/4'x 15'-10 15/16' 6 x 1/4'x 2-0' A - 2x3/16 18.8/17.0 0188 4'-0' 6 x 1/4'x 6'-413/16' 17,0/38A 0,750 6'-11516' RF3-4 854 26'-1 1/16' 35 5/32 0 0.188 3'-9 1/8' 6 x 1/4' x 3'-7 15 16' 6 x 1 'x 7-8 7r/8' 32.0/23.5 0,168 9'-11' 6 x 1/4' x 6',0 1�' 6 x 3�'x 14'-6 f5/16' 235/16.4 0188 8'-4 1/8' 6 x 1/4'x 20-0' 16.4113.O 0.188 4'4 1"6� 4'-1 1 2' lZ1' 12 11 0 4'-6 5 8' 26� MR �,— 4'-51316' I — — FB36,�1) FB43.3A i ' RQ-3A — -- RF3-2A M I 0 I I I C3 Ll p \NAt ��PoF w A Sy2cF a c, I � o i I I xu I N I M- I JAN 02 2019 2'-8 3/4' 53'-7 1/2' 2'-3 3/ I_ I 8' CLEAR Design by: 60'-0' OUT-10-OUT OF S1EEL MOUNTAIN VIEW ENGINEERING SERVICES D G w la.Mw 3L,SWb A w im mmme r1«»�0I'"»(4IM-,334-9m 191158 ISSUE DESCRIPTION DATE DRN, CHK DES. DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME IJNE 11 1 FOH PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDING. INC END USER JOB NAME Cl SHOP % OFFICE BUILUING STREET M1.1) CITY ST TIP ARLINGTON. WASHINGTON •. - c 1 N f S SPLICE BOLT TABLE 169B TAM tsW ange onp Yarlt T� Bak hl T Dla Len Yak vot Length T U+ W x Thk z an Ih W x 1hk x Len th IR2-i 1DU2 21-2 1/2 0.2yi1 4-u 0 x x lu-1 I/Z 6 x NO x lu-r I jr SP-1 8 8 0 A325 0,875 150 20.0/20.0 0,250 7'-4 3/16 8 x I/2' x 10'-6' 8 x 1/2'x 8'-2' SP-2 4 4 2 A325 0,875 L50 20.0/20.0 0,250 9'-11' 8 x i/2'x 2'-4 9/16' RF2-2 1421 27'-9 3/4' 22.0/22.0 0.250 9'-11' 8 x i/2'x 20'-0' 8 x 1/2'x 20'-0' SUPPORT BEM 220/22.0 0,250 9'-11' 8 x I/2 x T-81/8' 8 x 1/2'x 7'-10' I 22.0/22.0 0,250 8'-0' St 4 A325 0.625 1,1 RF2-3 1399 27'-5 9/16' 22.0/22.0 01250 9'-11' 8 x I/2'x 20'-0' 8 x 1/21 x 20'-0' 57 3 A325 0750 175 22.0/22.0 01250 9'-11' 8 x I/Y x 7-3 7/8' 8 x 1/2 x r-2 22.0/22.0 0.250 r-5 7/8' 7LMGE,GRACES, Both U.H. RF2-4 1438 28'-1 3/16' 20.0/20.0 0,375 9'-11' 8 x I/2'x 2'-4 9/16' B x 1 2'x 12'-91/16' aAf(B12 { ) 20,0/20.0 0,375 9-11' e x I/'x 15-4 5/6: 8 x 3/6'x 10'-71/2' AB- 1 x3/I6ong�n) 200120.0 0,375 6'- 16' r 6'r 10'-7 112 11C-1 "2 10- YB-4 W1026 17'-2' HB-5 W14XM 19'-2' 149-6 WI4X26 17'- t B' 12 11 0 4'-6 5 8' 28 Gm FHt FB�4O 6 1 4'-5 I3 I v 6' F840A I /18 RF2-3 3 IF RF2-2 ip N i0 I t] f I I of 0 , N k18-6 MB-5 NB-4 a0 2Ln • I . I SI s2 S2 PO W A C C q s2 S2 sl W ASCFLl — OOm qN I O co \ OV co Inbl — — I •fO 9G\ i ���'��c, c� i — '`FS A L M S/0 A 1 T JAN 02 2019 — c` Design b 20'-0' 20-V 20'-0' 9 Y; CHAR 0 F EW 60'-0'OUT—TO—out OF STEEL ENGINEERING SUNTAIN ERVICES YA K Yelp Sl,I&A Alt"Aam D G 4ay.3"x� 191158 ISSUE DESCRIPTION DATE ORN. CHK DES, DESCRIPTION BUILDING )SECTION ROD FRAME ElEVANN: FRAME UNE 12 1 FOR PERMIT I-2-20 T W. AS. HCI STEEL BUILDING. INC END USER JOB NAME HCI SHOP ( OFFICE BUILDING STREET i:EEILL MBUIL111111Si:EE:.BUarnnWSur MY ST ZIP I ARLINGTON. WASHINGTON — NTS s-Ts T SPIJCE BOLT TABLE u BERT Yak Totr Bot let T Im Ln 81 Moil Wek/t Length d Lepoth W x W k x Lenolh 5Y 8 8 0 A325 0.875 3.50 WI-1 997 21-2 1/2- 20.0120.0 0.2 4- 8 x 3 8' x l - I x 3 8 x 1 - 1/2'— SP-2 4 4 2 A325 0,875 150 20.0/200 0,250 r-4 3/16' 8 x 1/2 x 10'-6' 8 x 1/2'x 8'-2• 20.0/20.0 0.250 9'-11' 8 x 1/2' x 2'-4 9/16' .T TAM RFI-2 1426 27'-9 3/4' 22.0/22.0 0,250 9'-11' 8 z 1/2' x 20'-0' 8 x 1/2'x 20'-0' a en th 22.0/22.0 0,250 9'-11' B x I/2' x 1-8 1/8' 8 x 1/2'x 7'-10• 1 4 K 0'52. 1,7, 22.0/22.0 0,250 B'-O' RFI-3 1401 2T-5 9/18' 22.0/22.0 0,250 9'-11' 8 x 1/2'x 20'-0' 8 x 1/2'x 20'-0' 220/22.0 0.250 9'-I1' 8 x I/2'x T-3 7/6' 8 x 1/2'x T-2' '7AMC:BRACES. Both Sde#.N.) 22.0/220 0.250 7'-5 7/8' FB 1}. iength(h) N1-4 1432 26'-1 3/10' 20.0/20 16,0 0.375 9'-11' 8 x 1/2; x 2'-4 9/ ; 8 x 1 'x 12'-9 I/16' A-f92x3/16 20.0/200 0.375 9'-11' 8 x 1/2 15-4 5/8 8 x x 8'x 10'-7 1/2 0 M5 I x ' I -7 112* u -I W12x0 i'-678 cflh 1`6- 4'-1 1 2' MR-2 W12X40 19'-II /4' I�0-3 WIND 17'-7' QI' , 12 FB4 1) 1I04'-658' 26GmIfiR A � ��i Jq_ — F84t)q I 1 4'-` ., Li 16' I — FB F84oA 1 7 Ri I J — ` II AD I II 8s n RFI-2 if II ! I II Ll 117 MB-3 MB-2 S1 I SI O W L( I SI SI I I I ��PoF '41 <<, WAS s I — OJ ^ its _ a sFs �6I — I I I Fssl0 8' 1'-9' 55'-2• J` 02 2019 1'-9�' �8' CLEAR +/- Design by: so'-o' OU1-TO-dJ MOUNTAIN VIEWT OF STEEL ENGINEERING SERVICES D G Ja No,W&$L,WN A Nr goo NIAM M 4ye��= 191158 ISSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINE 13 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDING, INC END USER _ JOB NAME HCI SHOP / OFFICE BUILDING STREET fleeL suaolres uc CITY ST ZIP ARLINGTON, WASHINGTON .. - I— N T S I—"" S-I A SPLICE BOLT TABLE WNBER TABI£ Web Deoth Web Poole Outside Flmge In�de Flange oty Mark t Length NOW Thick Length W x Thk x Len th W x Thk x Len lh MA T Bat Int T th e Dia Len RFI-100 966 23-9 7 8 14 14.0 .0 0.155 4-11 1/2- 8 x 3 8 x 14-6 1 2 8 x 3 8 x 9-1 91-1 4 4 4 A325 0.750 2.50 14.0/14.0 0.188 9'-11• 8 x 1/2' x 9'-2 1 2' 8 x 1/2' x 4'-11 1/2' SP-2 4 4 2 A325 0,750 2.00 14.0/14.0 0.375 8'-11 11 16' 8 x 3/8' x l'-2 1/2' 8 x 5/8: x 6;-5 1/4' RFI-101 831 28'-9 15/16' 30.0/10.0 0250 8'-11 3/16' 6 x 1/4:x 8-4 11/16' 6 x 3/8, x 9-1 10.0/14.0 0.188 9'-11' 6 x 3/8 x 18'-4' 6 x 3/8 x 10'-3' �7F GE BRACES: Both Sides(U.N.) 14.0/16.4 0.188 6'-1' 6 x 3/8' x 2'-0• 6 x 1/4' x 9'-7 9/16' F xx-length(in) FNE CAP 16.4 18.0 0188 4'-0' A -BIokA(1):FBZx3/I6 1'-0 11 16' 1'-0 I 16' 26 Ca in 604'-178' 604'-178' 4'-1 3 16' 4'-1 3 16' 1, �-+ �836.5A 6.5A(1) F83,�$I.1L;) �1B34,8A(l) 12 RFI-101 RFI-101 �I ZZ r I I I �n ao I aa � N F4 o n W A S1.1 ,' za co o�FSS/ONA�`EN�\�� :n I — JAN 02 2019 1 8' 57'-5 3 4' I'-3 1 Ir CLEAR + - Design by. 60'-0'OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES 4 10 YA No.Yale R.SWW A YK im KU bm =1usM'x3""O 191158 RIGID FRAME ELEVATION• FRAME UNE B C ISSUE DESCRIPTION DATE ORN. CHN DES. DESCRIPTION BUILDING SECTIONS • 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sreEi aullnlnc5 us CITY ST ZIP ARLINGTON, WASHINGTON NTS 1'-'"" G-15 w'1 SPLICE BOLT TABLE 6 N BKOVP i F11 to lsde pe Insde mge Yak TOO Bot Int T Db Length Ytrlt wel�tl Length Tart k Length W x TA x W x Thk x to W-IOU iubb D-9 qb 20.0 20.0 u,i88 4-11 1 j2- 8 x 8 x l -6 12- 8 x 3/8-x 9-7 SP-1 4 4 2 A325 0.625 2.25 20.0/20.0 0.188 9'-11. 8 x 1/2' x 9'-2 12' 8 x 1/2'x 4'-Il 1/2' SP-2 4 4 2 A325 0.625 1.75 20.0/20.0 0.375 9'-0 3/16' 8 x 3/B'x I'-8 9/16' 8 x 5/8:x 6'-9 7/8' RF2-101 773 28t-4 1/18' 26.0/I0.0 0.250 8'-5 J/I6' 6 x 1/4' x T-1i 6 x 3/8 x 8-6 7/16' 10.0/13.5 0,188 9'-11' 6 x 3/8'x 18'-4' 6 x 3/8'x 10'-3' 'LANCE BRACES: Both 9 U.N.) 13.5/15.6 0,188 6'-1' 6 x 3/8'x 2'-0' 6 x 1/4'x 9'-7 5/8' �(1 15.6/17.0 0.186 4'-0' FBxxAFB��lM*(�) RF2-102 1066 23'-9 7/5' 20.0/20,0 0.375 9'-0 J/18' 8 x 3/8'x 1'-8 9/16' 8 x 5/8'x 6'-9 7/B' A - 3/16 &0 20.0 0.188 9'-11' 8 x 1/2'x 9'-2 1/1' 8 x 1//pp x 4'-11 1/2' FM 20.0 0188 4'-III 2' x 3/8'x 14'-6 1 8 x S/8'x 9'-7' 11 6' 1'-p 11 16, 26 Ca f W 6 ® 4'-1 1 B' 6 0 4'-1 7 g• 4'-1 3 16' 12 fq3 �) F836A 6A 1 �Z F835 3A 1) 1' im - l� 12 F838.5A 1 — � _ R P, RF2-101 Ss H i N ia7 �p nnt j VS pV•x I I �tl � I O � O t0 _` t a _ ^+ N N7 t S N I N t pp N 1 � i0 W A sy��'F 0 `SS/QNA1 JAN 02 2019 m 1'-9 18' 56'-5 3 4' 1'-9 18' CLEAR + - Design by: so'-o' our-ro-our of s1EF> MOUNTAIN VIEW ENGINEERING SERVICES 4 10 w ft 9*St�set.A x w in rAam LvA n�°"ta�((4ae�''xm--+no°1Jao 191158 ISSUEJ DESCRIPTION DATE ORN. CHK,DES. DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINED 1 FOR PERMIT I-2-20 T.W AS CUSTOMER HCI STEEL BUILDING, INC. END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET STEELIiI'II tIPif:5 LIL CITY ST ZIP ARLINGTON, WASHINGTON "- �� NTC — C-IN �1 1 210'-0*OUT—TO—WT OF STEEL 13 2 3 5 B 10t 11 12 12 13 0 Em 27'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 27'-0' 27'-0" o I1'-2` ' (2)ROWS OF I}'ll f Y j' HORZONTAL WJDONG SEE DETAIL 53 91EET S-21L 3 RF3-4 R134 RF4-4 RF4T-4 W344 _ RF2-4 RF1-477 O 1'-51�7.' D 15 _Y1 Ijlp) - 5 t 4' O^ d1--1 NC-, ❑ - N 7 3 4' O 4,-0. I W � CF F �L !W CV NC-1 p F b, 4 g—u�1iT1v1— 4 $ b r 4 T T N I I I I u9 7 RFI-I RF3.1 - RF3-1 4-1 — — — AF3-1 - - RF4-1 —ff — _ —RF2-1-t 52 - �N --- 7 G G � 4'W4QtE1E ON ROMS OF irml'r�•HORIZONTAL TOP OF 8--MCH LV-11 1 2' BraoDvc SFE DETAIL Se SHEET s-26, ' 4 FLOOR SHEETING 27'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 5-0' 21'-0` 1 2 3 8 10 11 12 13 MEIBER TABLE MARK PART DECK ATTACHMENT MB-I W12X30 DECK TYPE SEAM ATTACHMENT SUPPORT ATTACHVCNT PERIVElER ATIACHVENT USE FLOOR FRAMING do JOISTS MB-2 W12X40 SE 1}' 22 GA. TYPE USE 12-140"TEK 12-24i)' TE1c 4,5 MB-3 M2X40 E R lNTERLOrKIN 2 SCREWS 0 24• SCREWS (PPOR USE (4) O USE 12-24rj'' 4.5 . MB-4 WI4X26 OR NESTABIE FLOOR D.C. EACH SUP ORT IN FFELO SCREWS 0 6 O.C. 5` ( DECK �) 0 ENDLAPS AND MB-5 W14X30 ALL PANEL ENDS MB-6 W14X26 MB-7 Wl022 MB-8 W14X22 ` 35/4 PA7TlER4 MB-9 W12X14 IN FIELD MB-10 W12X19 MO-1 T5X12 W A NJ-1 20K4AT 35/7 PATTERN �3ENOS E W A S y'�C MJ-2 20K4 ANDPANEL T ENDLAPS A� �,ycF MJ-3 20K4 r MJ-4 12K1 o Design by: MOUNTAIN VIEW 5 ENGINEERING SERVICES 345 Na Ydn St,Wto A YK xe AU M ss/ A\- n 43 1734i-',o°002 191158 ISSUE DESCRIPTION DATE DRN. CHK DES. DESCRIPTION MEZZANINE FRAMING PLAN JAN 03 2019 1 FOR PLRMIT 1 2 20 T W A S CUSTOMER HCl STEEL BUILDING, INC 2 REVISED FOR PERMIT 1-3-20 7,W AS END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sreel BUILDINGS u.c CITY ST ZIP ARLINGTON, WASHINGTON .v N T S — S-17 1'ry�1 — (12) J"O AT 2r GA. A325 BOLTS (12) J"O AT 2j" 1/4 N WITH NUTS rx6CAPQUIRED PLATE GA. AWITH BOLTS NUTS 1/4 fx6 xREQUIRED _ CAP PLATE 3/16 STIFFENER 3/16 �_ .ems 1/4 1/4 TAPERED 3/16 RAFTER 3/16 " " TAPERED 3/16 x8 x4' COLUMN = 3/16 STIFFENER 1/4 3/16 _ 3/16 3/16 3/16�-\ 1/4 1/4 TAPERED 3/16 TAPERED RAFTER COLUMN i"x2i"xREQUIRED STIFFENER BOTH SIDES 3/16 3/16 1/4 3/16 1/4 � 1/4 3/t6 1/4 —\ }"x2j"xREQUIRED = 3/16 SIDES STIFFENER BOTH J"x2j"xREQUIRED 3/16 3/i6 3/i6 STIFFENER BOTH SIDES (2) J"x6"xREQUIRED 3/16 N3/16 END PLATE 3/16 (2) 6"x6"xREQUIRED END PLATE 3/161 HAUNCH CONNEC1ON DETAIL Q111= HAUNCH CONNECTION DETAIL 3/16 t.r"O" AT GRID LINES 2, 3, 5, 10, & 11 -D_ AT GRID LINES 2, 3, 5, 10, & 11 (2) J"4"xREQUIRED " STIFFENERS (rep.) END PLATE a �oWAtj (10) J"O AT 2r 3/16 GA. A325 BOLTS 3/16 WITH NUTS - TAPERED u� RAFTER .,� TAPERED RAFTER Fss / AL � �\ Deslgn by /ONAL MOUNTAIN VIEW 1/4 ENGINEERING SERVICES N 3/16 JAN 02 2019 p"a7WOM 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS I rGR PLUAJ 1-2-20 T.W A CUSTOMER HCI SIELL 110111ilt.- INC END USER SPLICE CONNECTION DETAIL ,SMEEAME HCl SHOP /offlCI BUILDING ''_' AT GRID LINES 2, 3, 5, 10, & 11 m;7 ",NCITY ST ZIP ARC;, WASHINGTON (4) J"O AT 4" GA, A325 BOLTS WITH NUT (12) rO AT 5j" 3/16 GA. A325 BOLTS 3/16V I14 WITH NUTS #"xs"x4" STIFFENER IO�,. 3" 3/16 J"x8"xREQUIRED 3/16 1/4 CONNECTION PLATE TAPERED 2I° j"x6"xREQUIRED 3/16 RAFTER ' 1/4 CONNECTION PLATE TAPERED RAFTER � 1/4 TAPERED "x3"x3" CLIP RAFTER W8x10 WITH N"O HOLE STUB J"O BOLT WITH NUT AT EACH 3, 3/16 END OF KICKER 5/16 J"x6"xREQUIRED 3/16 CONNECTION PLATE N 5/16 5/16 (2) J"x8"xREQUIRED " STIFFENER END PLATE (rYP•) A325 BOLTS TS WITH"UT 3/16 STIFFEN ERS BOTH rx4"xREQUIRED WITH BOTH SIDES OF QN. SPLICE CONNEC11ON DETAIL TAPERED JACK BEAM I " "xi" KICKER T.S. AT GRID LINE 8 WITH M"O HOLE o O 5/16 NTH (2 4"0 HOLES 5/i6 II TAPERED 2" i"x4"xREQUIRED WITH JACK BEAM 3/16 A325 ears WIGA. I (3) Q"O HOLES CONNEC11ON DETAIL NUTS I M Q.T.S." AT GRID LINE 8 1/4 " M TAPERED TAPERED "x6"x4" JACK BEAM Pp W A L l j RAFTER STIFFENER �� pE ��A Sy��'� ni 3/i6/ II (3) '� A325 Deslgn by. BOLTS 1NTH NUT MOUNTAIN VIEW 3/1s 3/16 I� 'n ENGINEERING SERVICES (2) j"x8"xREQUIRED �—BUILT—UP 'li► END PLATE 1 4 �� "°Na"''" sra" ""�'xluotr COLUMN TAPERED / .�� s/ A ` ��C� (I* 191158 3/16 COLUMN C �� ISSUE DESCRIPTION DATE ORN. CHK DES. DESCRIPTION ERECTION DETAILS 3/16 1 FOR PERMIT 1 2-20 T W. A S CUSTOMER HCI STEEL BUILDINGS. INC JAN 02 2019 END USER .IOB NAME HCI S]IOP / OFFICE BUILDING 6 HAUNCH CONNECTION DETAIL 7 JACK BEAM TO COLUMN STREET AT GRID LINE 8 1'_''-° AT GRID LINE 8 S,EBL9UILIXNc;s LLc CITY ST MP I ARLINGTON. WASHINGTON w I"` NIS r S-19 �1 (16) J"0 AT 5j" GA. A325 BOLTS WITH NUTS }" STIFFENER 3/8 "' (I6) b"0 AT 5j" ' " " " STIFFENER_ WITH NUTS A 325 BOLTS k x8 xREQUIRED } .� J"x8"xREQUIRED CAP PLATE N, CAP PLATE 3/16 , }"x8"x4 7/16 TAPERED 3/8 STIFFENER 3/16 3/t6 RAFTER 1/4 .� 1/4 3/16 3/8 3/t6 }"x8%4" 3/16 3/16 TAPERED STIFFENER COLUMN TAPERED 1/4 3/16 COLUMN s/1s 5/16 3/16 5/16 3/16 TAPERED If RAFTER 5/t6 }"x4"xREQUIRED 5/16 1/4 5/16 M STIFFENER BOTH 3/16 5/16 SIDES f ` JPLATE }"x4"xREQUIRED(2) 1"x8" STIFFENER BOTH SIDES1/4 E 3/16 3/16 3/16 (2) 1"x8"xREQUIRED N END PLATE 3/16 1/4 QN.T.S� HAUNCH CONNECTION DETAIL HAUNCH CONNECTION DETAIL T.s QN.T.s.AT GRID LINE 12AT GRID LINE 12 (2) J"x6"xREQUIRED J" STIFFENERS (TYP.) END PLATE _) Apo p 0 WI A L W l A s���CF — o (10) 1"0 AT 5� r /16 J GA. A325 BOLTS 3 3/t6 NTH NUTS U ��a���r� Design by. TAPERED , `SS NA\ MOUNTAIN VIEW RAFTER TAPERED RAFTER ENGINEERING SERVICES JAN 022019 w Ma Yoh$L,sww A NW 0 VAM 5/16V UUA w -((&s 734-am°�o 191158 3/16 ISSUE DESCRIPTION DATE MC CHK, DES, DESCRIPTION CRECION DETa',s- 1 rCR PEHAOT 1-2-701 T15 A SMWILMN1,S CUSTOMER HO STEEL BUILDINI,., INC ENO USER SPLICE CONNECTION DETAIL -- X6 NAME HCI SHDP ! OFFICC BUILDING STREET N.T.S. AT GRID LINE 12CITY ST nP ARLINGTON, WASHINGTON N' (16) 1"0 AT 5j" GA. A325 BOLTS WITH NUTS " STIFFENER (16) b"0 AT 5j" 7/16 N GA, A325 BOLTS ;p �xEINREQUIREp " STIFFENER WITH NUTS J"x8"xREQUIRED CAP PLATE �+ CAP PLATE 7/16 7/16 STIFFENER 3/16 TAPERED 3/16 RAFTER 1/4 3/16 3/8 ' .*., 3/16 3/16 1/4 TAPERED 3/16 STIFFENER TAPERED 1/4 3/16 COLUMN COLUMN .. 5/16 � 5/16� 3/16 5/16 3/16 TAPERED RAFTER ,� — "x4"xREQUIRED 5/16 1/4 �� 3/8 M STIFFENER BOTH 5/16 _ 3/16 SIDES J�N j%4"xREQUIRED J STIFFENER BOTH SIDES 1/4 (2) 1"x8"xREQUIRED �+ END PLATE 3/9 3/16 3/16 3/16 END1"x8"xPLAT EQUIRED 1/4 HAUNCH CONNECTION DETAIL l l l HAUNCH CONNECTION DETAIL N.T.s. AT GRID LINE 13 ".T.s. AT GRID LINE 13 (2) J"x8"xREQUIRED— J" STIFFENERS (TYP,) END PLATE W'A o (10) J"0 AT 5j" GA. A325 BOLTS 3/16 3/16 , 5781 <��Q G WITH NUTSNA�F��'\c�c, Design by TAPERED MOUNTAIN VIEW RAFTER ° TAPERED ENGINEERING SERVICES RAFTER JAN 022019 340 No.Yeh!C,gull.A YK.G/M6� 5/16 =(12-7�m 191158 3/16 ISSUE DESCRIPTION DALE ORN. CHK. DES. DESCRIPTION ERECTION DETAILS N I FOR PERMIT 1-2-20 T W A S.MOUILDINGS CUSTOMER HCI STCEL BUILDINGS, INC ENDUSER n SPLICE CONNECTION DETAIL - STREET NAME HCI SHOP OFFICE BUILDING STREET N.T.S. STEEL CITY ST ZIP ARI INGTON. WASHINGTON AT GRID LINE 13 - NOTE: CUT J"x4" GROVE j"x6"xREQUIRED WITH II q j"x5j"xREQUIRED J"x6"xREQUIRED WITH AT TOP AND BOTTOMOF 1�5- 0 (2) 4"0 HOLES J"x6"xREQUIRED WITH WITH (3) 4"0 HOLES (4) 4"0 HOLES TO RECEIVECOV CENTERED I (4) }�"m HOLES CONNECTION PLATE, 2 3/16� I r I ^` 14" WF „ BEAM (4) rO AT 4" 14" WF I 14 WF (4) 0 AT — — a 4" GA. A325 (ST-1) T5x12 v / NATHANUT BOLTS BEAM I I I BEAM 14" WF 3/16 BOLTS WITH __ - STRUT 3/16 ® BEAM NUT J"x6"xREQUIRED WITH (3) rO A325 BUILT-UP (2) }�"0 HOLES BOLTS WITH NUT COLUMN „ (2) J"0 A325 II BUILT-UP (MC-1) T5x12__� COLUMN II BOLTS WITH NUT II f COLUMN COLUMN 1/4 3/16 II n SINGLE PLATE SHEAR TAB DETAIL ( I 7 J BEAM TO COLUMN CONNECTION STRUT TO COLUMN CONNECTION BEAM TO COLUMN CONNECTION 1"=1'-0. 1'�1'-c' 1 =1'-O' II (2) 68PLATE (12) J"O AT 5j" GA. J'x8"xREQUIRED WITH END A325 BOLTS WITH NUTS j" STIFFENERS (4) 4"0 HOLES 1/4 N j"x8"xREQUIRED (2) J"x6"xREQUIRED 3/16 CAP PLATE END PLATE------------ c t ._.o 3/16 (4) J"O AT 4" '3/16 " 1/4 O0 1/4 �- (10) J"0 AT 2j" ^r 3/16 GA. A325 BOLTS 12 WF \,� GA. A325 BOLTS WITH NUT BEAM 3/16 0 BUILT-UP WITH NUTS 1/4 COLUMN �• 1/4 im 00 1/4 TAPERED BUILT-UP I RAFTER N 3/16 IN4" STIFFENER TAPERED BOTH SIDES TAPERED COLUMN I 3/16 1/4 RAFTER RAFTER II 3/16 1/4 J" STIFFENERS 1 BEAM TO COLUMN CONNECTION 9N.T.S, HAUNCH CONNECTION DETAIL �� RIDGE CONNECTION DETAIL -=I'_.D AT GRID LINES B & C ".TS. AT GRID LINES B & C (2) j"x8"xREQUIRED (10) rO AT 5� GA. END PLATE A325 BOLTS WITH NUTS 440 }" STIFFENERS 3/16 J"x8"xREQUIRED (2) "x6ENDOPLATE APO NM` q�' 3/16 CAP PLATE �� !!�ycF 3/16 o (10) rO AT 2j" `O c z 3/16 3/16 GA, A325 BOLTS u, 2 BUILT-UP WTH NUTS 3/16 3/16 :�.� 1/4 COLUMN �O�FS U NC�� Design by 1/4 N/0- MOUNTAIN VIEW TAPERED ENGINEERING SERVICES _7 RAFTER "x4" STIFFENER N TAPERED JAN 02 2019 30 ft W*x.,arn+A YKM� 3/16 } TAPERED ((4` )� o 191158 3/16 BOTH SIDES RAFTER RAFTER 1/4 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPnU4 � L:urs: DEinnS " STIFFENERS 1 FOR PERMIT 1-2-20 T W n S CUST04JER 110I STEEL bUILNNI - INC 3 ENO USER /16 1/4 JOB NAVE HCI v10P !OFFICE BUILDING 01N.T.S. HAUNCH CONNECTION DETAIL n RIDGE CONNECTION DETAIL STREET `�N.T.S. SIFE�BUILDINGSur CJTY ST DP AkLIN:JC%N. Yld",rnAll:1;;: AT GRID LINED AT GRID LJNE D NCS . ,_2� 8" WF 8" WF A3)25"BOLTS WITH RAFTER RAFTER : NUTS OUTSIDE— 3/16 SPLICE FLANGE (LA325 T 2j" (4) 1"0 AT 21" GABOLTS 4" 2` "x4"xREQUIRED GA. A-325 BOLTS NUT WITH NUTS SPLICE WEB WITH (4) WEB TAPERED u AO HOLES 3/16 i9 AT FLANGE 17 AND WEB J"x6"xREQUIRED WITH 3/16 LOCATIONS - SPLICE 3/16 (4) M"0 HOLES 11 " WIF INSIDE 8. 3/16 `� WIF � ��WF RAFTER RAPIER FLANGE COLUMN COLUMN (2) J"x7"xREQUIRED WITH (8) M"0 HOLES RAFTER TO COLUMN DETAIL n RAFTER TO COLUMN DETAIL (�7l RIDGE CONNECTION DETAIL lLb) TAPERED COLUMN/RAFTER N.T.S. N.T.S. N.T.S. '"=r-o` SPLICE DETAIL 8" WF_ (8) J"O AT 3" GA. NOTE: CUT J"0" GROVE — "x6"xREQUIRED WITH RAFTER A325 BOLTS WITH AT TOP AND BOTTOM " 5/16 SPLICE NUTS (2) 1 0 HOLES OF (S7-2) CENTERED OUTSIDE TO RECEIVE OVERSIZED _ FLANGE " " " CONNECTION PLATE. 5" 2" 3/16 (4) 0 AT 2� " x6 xREQUIRED :�s — GA. A325 BOLTS 4 2 WITH (4) SPLICE WEB WITH NUTS A"0 HOLES TAPERED _ _ WEB JACK BEAM 3/16 `.r STRUT) T4x9 3/16 - T — 8" WF— SPLICE RAPIER J"x6"xREQUIRED WITH 5/t6 INSIDE 3/16 8" WF -�. 8" WIFRAFTER (2) }�"0 HOLES FLANGE RAFTER COLUMN (2) "0 A325 (2) J"x7"xREQUIRED) BOLTS WITH NUT WTH (8) 4"0 HOLES TAPERED— 3/16� RAFTER C2 TAPERED JACK BEAM RAFTER TO COLUMN DETAIL n RIDGE CONNECTION DETAIL l�Ul STRUT TO RAFTER CONNECTION ' _ -0. SPLICE DETAIL t -1 -0 N.T.S. 1 =r-0 COLUMN OR 12-141j" TEK 2 Z PURLIN II f RAFTER (3 REQ'D EACH BRACE) II n 0 0 0 4 II — — — — o — — — — C C� ti p � Z II / II �BRACE ROD —HILLSIDE WASHER UPLIFT 1l— 1 UPLIFT OAFS / A. _ �j\� Design by FLAT WASHER BRACE* 1 t BRACE' S� NM- MOUNTAIN VIEW �n n' ENGINEERING SERVICES NUT JAN 02 2019 3b Na Yii Sl,4uRo A YI[J7!MMGe }"0x1 j" GR 5 F IIIp7&I„r 191158 BOLT WITH NUT NOTE: SEE FRAMING PLANS FOR UPLIFT BRACE PIECE ISSUE DESCRIPTION DATE DIM, 0K DES. DESCRIPTION ERECTION DETAILS WF RAFTER MARKS AND LOCATIONS 1 r OR PERMIT 1-2-ZO T w A S. CITY ST PP ARIING CUSTOMER HO STEEL PUILDINGS, NC END USER �� JOB NAME HCI SHOP OFFICE BUILDING ( 511 BRACE ROD TO WF COLUMN (.SLI UPLIFT BRACE TO Z PURLIN STREET OR RAFTER MRUt3Il.MNGS - 1-=1 -0' :"c WASHINGTON " TEK 2 SCREW 12-14x1�" TEK 2 12-14x11" TEK 2 (8) j"0x1}" GR 5 12-14x1 Z PURLIN (3 REQ'D EACH BRACE) �Z GIRT (3 REQ'D EACH BRACE) Z GIRT ZEE BOLT & NUT (3 REDID EACH BRACE) PURLIN L 0 0 0 0 ° o 0 0 0 0 0 0 0 0 - — — — - III NOTE: SEE FRAMING PLANS ® ® II FOR UPLIFT BRACE PIECE 1 1 FLANGE NOTE; MARKS AND LOCATIONS 1� FLANGE I L FLANGE UPLIFT BRACE' 1 BRACES BRACE* 1 1 BRACE* LAP PURLINS BY 0 0 �o o' NESTING SMALL 'NOTE; SEE FRAMING FLANGE OF TOP rOx1l" BOLT WITH PLANS FOR FLANGE '1"ox1i" GR 5 j'$xIj" GR 5 PURLIN INTO NUT GR 5 BRACE PIECE MARKS BOLT WITH NUT BOLT WITH NUT "NOTE; SEE FRAMING PLANS LARGE FLANGE AND LOCATIONS FOR FLANGE BRACE PIECE OF 8070M WF RAFTER WF RAFTER WF RAFTER MARKS AND LOCATIONS PURLIN, INTERIOR RAFTER UPLIFT BRACE TO Z PURLIN FLANGE BRACE TO Z GIRT (.5:�) FLANGE BRACE TO Z GIRT ( 5b1 Z PURLIN TO RAFTER (4) j"Ox1}" GR-5 C JAMB —� BOLT & NUT BASE CEE (4) j'0xlj° GR 5 �GIRT BOLT do NUT ® 0 0 ZEE PURLIN RAWL NAIL ® Z GIRT—/ 2'—0 0.C. (4) I"Ox1#" GR 5 WF COLUMN —CONCRETE WALL BOLT & NUT —ENDWALL RAFTER OR FLOOR FRICTION CLIP—/ ASSEMBLY n Z PURLIN TO RAFTER GIRT TO COLUMN BASE ANGLE ATTACHMENT DETAIL Z GIRT TO JAMB NOTE: FIELD LOCATE HOLES IN JAMB, C JAMB (4) �"Ox1#" GR 5 (2) j"0x1#" GR 5 �Q�Po. w a s�qc BOLT WITH NUT BOLT WITH NUT C JAMB J"O ANCHOR (BY OTHERS) FRICTION CLIP ASSEMBLY FRICTION CUP d ASSEMBLY C HEADER J� RAL NQ-) Design by S�0NA1 MOUNTAIN VIEW ENGINEERING SERVICES BASE CEE JAN 02 2019 34 Na N*u.Sub A rKaMMM Ky.4-oNO W(44 191158 ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION LRE:CTION DETAILS CONCRETE WALL FCn PERMIT 1-2-20 T.W A; CUSTOMER IICI SILFL GUILDIN INC OR FLOOR END USER l 411 HEADER TO JAMB CONNECTION (4�1 JAMB TO FLOOR JOB NAME HCI SITDP i OFFICE BUILDING STREET SIM BU11111N.i� CITY ST ZIP AgUNGTON. ..r,-:.INGTON 5 —I, OUTSET NOTE: FIELD LOCATE HOLES WALL IN HEADER. BO �"�x1}" OR 5 GIRT BOL & NUT (2) J Ox1 J" GR 5 BOLT WITH NUT �WALL GIRT (2) j"0x1}" GR 5 WALL GIRT—� BOLT WITH NUT (8) �"mx1�" OR 5 —GIRT BOLT do NUT WF COLUMN C HEADER 0 p (4) 1"00j" BOLT o 0 0 0 WITH NUT GR 5 \ _ _ _ o 0 0 _ o FRICTION CUP WF CORNER COLUMN ASSEMBLY FLUSH WALL GIRT GIRT BRIDGE ONE ♦ BASE GIRT PIECE MITER ak BEND WF COLUMN ANCH R BOLT do NUT (4) 12-14x1�" C JAMB (BY OTHERS) TEK 2 SCREW 14J1 CORNER COLUMN DETAIL (441 JAMB TO HEADER CONNECTION t47) GIRT TO COLUMN (46 FLUSH GIRT TO COLUMN EAVE STRUT EAVE STRUT " " EAVE STRUT " " (4) }mx1� � (4) �+nx1� BRACE CABLE (4) J"Ox1�" GR-5 BOLTS GR-5 BOLTS OR BRACE ROD GR-5 BOLTS WITH NUT WITH NUT WITH NUT do WF RAFTER WASHERS ® ® RAFTER RAFTER ;, Z OR C GIRT COLUMN—� tw FIELD LOCATE HOLE FOR BRACING COLUMN WF COLUMN n EAVE STRUT TO COLUMN n EAVE STRUT TO ENDWALL COLUMN EAVE STRUT TO ENDWALL COLUMN n BRACING THROUGH GIRT BEAM LIGHTWEIGHT CONCRETE SLAB, a/Ir z-iz � SLOPE PER PLANS Q��PO WI�S/j�CF JOIST v ti c — o �9 CONTINUOUS;ll 4" 1 22 GA. .<`G , 1 ���'� �� Design by EDGE ANGLE COMPOSITE B—DECK F`ss/0NA1.E��C� MOUNTAIN VIEW �—WF BEAM ENGINEERING SERVICES 0 f PER PLAN JAN 02 2019 3 Na W*OL,Oulu o.A mwASW chy, 191158 iSSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION OET,*dC, N.S. 1/$ I/ F.S. 7 FOR PLRMIT -2 ZC T W A; M-t "" CUSTOMER HCl STEEI. RUIL°INi. , INC END USER JCS ( 711 JOIST TO BEAM CONNECTION (7�1 DECK EDGE ANGLE DETAILSTREETuF "`I arFlcE WILDING 0 CITY ST ZIP ARLINCTON, WASHNGTON I - N cs s-as OPEN WEB 14" WF STEEL JOISTS JOIST SPAN BEAM (3) "0 A325 EQUAL EQUAL EQUAL BOLTS WITH NUT O A"W" SLOTS IN JOIST SEATS ■ z •�`�' C 12" WF BEAM j( COPE BEAM AS j"x4"x8j" KNIFE A �" REQUIRED PLATE ONE SIDE WITH E BOLTS AT (3) j"0 HOLES EACH JOIST SEAT ® -X INDICATES LOCATION OF 1 j4A ANGLE JOIST BRIDGING, 3 GAGE WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE BEAM TO BEAM CONNECTION (,5-41BOLTED JOIST TO BEAM CONNECTION JOIST BRIDGING LAYOUT JOIST SPAN 4"x3"xr ANGLE NOTE, FIELD LOCATE AND JAMB AND ILL HOLES EQUAL EQUAL EQUAL EQUAL 1/4 2-24 B—DECK a C HEADER —� Z X� z (4) J"004" BOLT WITH NUT GR 5 JCt X INDICATES LOCATION OF 1jx1jxA ANGLE JOIST BRIDGING. WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE WF BEAM C JAMB —lie n JOIST BRIDGING LAYOUT PERIMETER ANGLE ATTACHMENT l7tS) CRIPPLE TO ZEE GIRT DETAIL DETAIL 1..=,-o EAVE STRUT (4) �Ox1 j" (4) �"0 BOLTS GR-5 BOLTS GR-5 BOLTS WITH NUT NUT NUT P w,A q �7H WF RAFTER ® �Q` pF W A Si�41CF RAFTER o r EAVE STRUT 9�'��S ENV\ Design by, NAL MOUNTAIN VIEW ENGINEERING SERVICES COLUMN JAN 02 2019 xs 14e.Ma"a,suite A lrwm a r =(436)79-noon 191158 ISSUE DESCRIPTION DATE ORN, CHK. DES DESCRIPTION ERECTION DETAILS WF COLUMN 1 FOR PERMIT 1-2-20 T.VI AS CUSTOMER HCI STEEL EI!nLpt:G'„ END USER JOB NAME HCI SHOP /OFT O-r BUII " EAVE STRUT TO ENDWALL COLUMN TO ENDWALL COLUMN EAVE STRUT TO INTERIOR COLUMN STREET 7S�TEFLBUILWINGS. CITY ST ZIP RIINGi;rc. WASHINGTON (4) J"0x1j" (4) rOx1j" (4) J"Ox1j" (4) J"0x1}" GR-5 BOLTS GR-5 BOLTS GR-5 BOLTS GR-5 BOLTS WITH NUT do WITH NUT WITH NUT WITH NUT & WASHERS WASHERS RAFTER RAFTER RAFTER RAFTER HIGH EAVE HIGH EAVE 4 EAVE STRUT— EAVE STRUT STRUT STRUT i COLUMN—/ COLUMN "' COLUMN COLUMN ( b l 1 EAVE STRUT TO INTERIOR COLUMN EAVE STRUT TO COLUMN lb�l EAVE STRUT TO COLUMN 1b41 EAVE STRUT TO INTERIOR COLUMN (4) J"Ox1i" HIGH EAVE GR-5 BOLTS STRUT (4) rOx1#" WITH NUT GR-5 BOLTS J"x6"xREQUIRED WITH NTH NUT (4) MOO HOLES ® ® �WF RAFTER - RAFTER ® 12" WF r. BEAM (4) J"0 AT _ 4" GA. A325 HIGH EAVE 3/16 BOLTS WITH STRUT NUT COLUMN " BUILT-UP COLUMN WF COLUMN EAVE STRUT TO INTERIOR COLUMN n EAVE STRUT TO ENDWALL COLUMN BEAM TO COLUMN CONNECTION Q,Q'Po W A J// A, Y � o 00 — Design by ss� NAI_E� MOUNTAIN VIEW ENGINEERING SERVICES JAN 02 2019 345 No.ralm x,Silt.A bw A Amm n.(tiu`"(i 191158 ISSUE OESCRIPRUI DATE DRN. CHK, DES. DESCRIPTION EREChON DETAILS I FOR PERMIT 20 i W A 5 CUSTOMER 110 STEEL W.di i t%CS, INC _ END USER M NAME HO SHOP !' OFFICF AJILDING STREET STEEL Huu JW%cS u.c CITY ST ZIP ARLIN' WASHINGTON NT: S-21/ FOUNDATION NOTES 1,Design Information and Loads 1,g6 and smaller-49 bar diameters A Haizanlal w94 f6dor6nq Mdit tamndte at IM ends of adls with o 90 degree club for any specific concentrated laces ouch as thaw than,vMktes,storage v Aoaa. flat required(lK 1705.3 Exception 4) � A roundat on d.sgo n accordance.IIh 2015 Inlsenatioed 6,rld,eg Code using the 2.#7 and larger-76 bar diameters book out a 6 our 6omole,edension,unions shorn on woiw. rats,a heavy oai0ent(urtess noted olher.iss). vile Ancho•rods/bulls-Required(IBC Table 1705.3)Special Inspection may be ratict'wns provided by the metal building mmufactura for the fo:o.ing 6acxym b.Pc=40DO p.s1 or greater We Horirontol wad reinforcing shal be contlnuous Ihrcugh consnaclan and cooled F.woldnq of robot Is nol dosed uNna spedWy iW14I in the dreveoge.NI .aped .biect to the embedm.nls,reinfu.an,and Orleans shwa De e.cwel tied to(homework a to apMovd of the busding official. W 8 - erllvia 1,/6 and smaller-3B bar diameters idnli g y B.Slum Roi.laeaoaN 8.pound Soo.Load .................25 psi 2./7 and larger-80 bar diameters Id.Splices in horizontal ronlacemriel Mal be Staggered Spncas n too curtains odocenl reinforcng qkr to placement of the concrete.Tale leid'ng of rupee prole L Placement-Third t Mal Inspection of reinlacn placement need only be Root Sew.Lead...................25 pat c,bxroase top spike lengths by 50%where epoxy coaled bars are used (.live used)shall not occur n Ue sari.locotom n grade Deems,wdls,a ages H not sneered Where welding of tabor a shown In party spec pee' lip y (� >L albeit-where eel I I'' C.Roof Cnlloleml Loatl.................5 pet ni.Slogyat sgKas i,.ells so Unl no two adjacent bare are spllaed In the some ..Use cho6s or dlher support darks.as retuYad for props naaenca the dro.'ngt,all robe,to be.tided shall be ASTM A106 Crud.60. U sp Rea ly required by 0ns building of Kiel. 0,Wind Speed,...,...............,,115 mph location,t wess sno.n otMr.ix .I.Reba hobpins Moe be cantered in ddbs and Ndl be.ire hen to Ne slob k welding-Special Inspection of rdia neld:nq q rogvind(If any Is used). E.poswe.............. C iv.Make all burs continuous around corners or provide corner bars of equal size rf-111 q(if any),Reba helpers Mall be continuous through None and pine, 5, Special Inspections file Mlscdkmtrous W d [.. ......................... 0.755 me spacing lop splices h ninepins may only occur or the door stab wilou noted other.[" A.Conarele r. .... ................ 0 v.YAwe 1?ncAns a less of#,son cmude is placed below Iwtisental hOIottng C.conliol 0islw In stab.o geode a,recarmmended to conboi uacsnq.See plane for A.The contractor shall notify m9ineer of any variations In dimenklms, ..1'-8" top spice ton h ono be reduced b SO% I.Spot Foot'n s-fiat r rep NBC 1705.3 Eec ion 1 B.The Ineer Is not r ari la an dc"bont from these Tans unle.o such G.Frost Otlplh .......... 9I Y Y conlyd)onl de proms and deluxe 9 •W ( Elc ) xag esp Y P 'de vl Vertical Das n ro9f,grads Dears,and piap la lermnab t4 Iadhgs.11h AO a.51aDo and geode Deans shoe not nave)Dinh n a xruonld pars Am rantacemenl II,Continuous Figs.-Not required(BC I7115.J Cxdptkn 23) changes the admired in.riling by tAc engnnar, Z V - 2.Me2Sanlne Del CrIteAo Standard hods(12 Iror diomolers)to.thin 4'or the bottom of III looting Matf be continuous through all costfuctioo Of% ill.Stabs-Not repiod(IBC 1105,3 E.ccplkin 3) a Z A,Mozzaolae dxsign[in accordance with 2015 Inlemallmot Building Code. uNoss noted etherai E.Floe ebb theme's aW rein(acna Mo.n In these dro.ings or.odoquota to Iv.Gala Beams-Not reauaod(18C 1705,3 Inception 4) P a 8,Floor Live Load_ ...._ . 100 pot(Light Storage) support typical.,;fix.loads only,MountainVa.Engnrern ''A g hot not designed the C Floor Dead Load. .,, _ .., 50 pot //�```��� = W t; D SelOnLoadt Load .., - -.-.. N.A. 4 t y J Q O Z e' Impatdece recta 4............. LB "I(" `I� Ste Clan ........... 0 G0_p` u Sooclyd coefrKimle Z t Sps.................... di OJ55 ,%.. 0,431 71'-0" 1T-6" 2:i-O" 1T-6" 79'-Der SeWmc O..yn caicgo�y'.'.'.'.�.�..'.�.�.. 0 ` Seismic rocs.RwsidnV .. ..... 05 tl5C8F K Response Maplitolkn Faciaactor R....... 3,5,s.25 F Analysts Procedure.. ........... Equivalent Lateral Force Procedure 4' 4" n q A.R. Fe re A.R. F7 x 3.Earthwork A A.Foundation Dotign Values(assumed) - ------ -- 86 I,Allowable Sail Bearing Pressure-1500 pot f L S.Coefficient of Friction-0,25 III.Passive Earth Pressure-200 psf/ft of depth cy w 8.the building pad area shall our stripped of all frozen sell,debris,vegetation,and l topsoil.All fill Salle and any remaining loose natural coils shall be excavated to �s expose suitable natural tails. N )14 HAIRPIN WITH 6'-0" C.Proof roil the entire building pad area to locate and remove all soft spots.Replace I LEGS(iYP. AT ALL F7,F8, with Compacted alroChn'dl RI. I D.Place nil feelings and slabs on undisturbed natural sail or on properly compacted F9,do F12 FOOTINGS) \ slruclural rill. Contractor Shull verify that soli under feelings is suitable to support B foalings. Z E.Structural FlIh Structural fin hold tunnel of woe-graded:unity gr"s with a .� maximum particle*4 of 3 inches and 5 to 15 percent fire (molade4 passing the I I d No.200 slave),The liquid limn of lines should not exceed 35 and the plasticity Floc should be boon 15,AN fM stall should be Der Iron topw2s.hill orgenk � a I C O maturity,frozen sin,and other dehlMinuo materids Structural Tel should be placed b o In maximum a-nth thkk wet.hors at a mml.we-dent.;non 2 perm"of '� N I I C Z Z JVJ optimum and compacted to of I0041 95 percent of maGred peach deli(ASTU sou I \ I J 01557)under the tw"d'ng and 90 patent under tamale hatwak. N� F.It is the responsibility of the contractor to ensure that the depth of the bottom of t Z 0 an aow the foundation Is for enough bl the adjacent grado to ensure /5 HAIRPIN WITH 8'-0'LEGS Z UJ = Z adequate frost protection, Q \ (TW.AT ALL F2, Fir, F5,F6, / V CO) Q 9 4. Concrete and Reinforcement r &F10 FOOTINGS) I o0 LL A.Material Standards o - )I4 HAIRPIN WITH Z L Concrete o I 6'-0"LEGS ( p O Z 00 a,FooUngd Exposure Ciosese F0.K WO,CO N d I I F d O J idre•3000 P•&L,ma.w/an ratio.0,55 4' _ l r 4" Q O C9 b.Exterior WI Exposure Charles Ft,SO,WO,CI A �" t? I ® I O _ S 1- Fc-ZW rink,Max.■/am ratio=0.55 o O Et A.R. cS `i r-,13 5TEEL O O A.R. Fir S N .Z-.I N a Interior Walls:Exposure Clauses F0,SO.WO,CO p ------ J _ -_--__ ,/ - tT /� Ft =3000 per Ex max,w/cm rot. = L\�-- L��- -— /'\�-J ii0 --—- 14 r----- --T J' \r-------1 U. S Q S der Interior Slabs: Exposure Classes ratio Stl,N.A..A. CO r �•� L-J Fe-3500 p,s,l.,ma.wan ratio=M55 0 ¢ / \ / \ /4 12'HAIRPIN WITH jL e,Ae cantenl tar Expoawos FI-FJ moat morel the requirements of Table o t e I / 12�-0"LEGS 19.J,S.I el ACI 314-14.Air-anbolning admixtures shall conform to ASTM l cos I o o L The cement type for Expawn S1-S3 must meet the requirements of Table L k5 HAIRPIN WTH N N o 19,32.1 of ACI 318-14.Cement shall contemn to ASTM C150 B�-0° LEGS 9.Calcium Chloride admixture shad not be used in Exposures S2 and S3 ^ rn In Normal weight opgregales-ASTM C3.S U _ _ r II.Reinforcing a,Reber-ASTM A615 Grade 60(Fy.60 ksi) b.Welded wire-ASTM A10B4 k4 HAIRPIN WITH 4'-0' c.Epoxy-Simpson SET-XP(ICC-ES ESR-2508),HIIII HIT-HY 200(ICC-ES ( LEGS(TYP. AT ALL F3, 14 I FJ ESR-3187),or Powers Fasteners PE1000+(ICC-ES ESR-2583) o 6I &F11 FOOTINGS) ill.Anchor Rode/Bolts o l _ t a.Steel column anchor rado/bolls-ASTM F15S4 Grade 36 with ASTM A563 ,a I 6" CONCRETE SLAB WITH CONTROL JOINTS, FIELD -0 12 'eon heavy hex nuts and hardened washers.Unless noted otherwise. ( 6x6 W1.441.4 WWM ON LOCATE,SEE DETAIL A I '-' b.Wood framing anchors-ASTM A307 with A36 plate washers ® 4" GRANULAR BASE ON SHEET F-4 AND _ -J p� a= c.Headed alud anchors(HSA)-ASTM AIOB NOTE 3C THIS SHEET r let W ga. d.Deformed bar anchors(OBA)-ASTM A496 p e.Expansion anchors-Simpson Strong-Bolt 2(ICC-ES ESR-3037),Hill Kwlk p L-J Ball TZ(ICC-ES ESR-1917),or Powers Fasteners Power-Stud+502(ICC-ES I ESR-2502) I la I F3 m a f.Sven Anchors-Ships.Alen 40(ILC-ES ESR-27%Rig Kwk HI17 o I o 0 DCC-ES ESR-3027),a Power Faptenao wedge-Bolt+(IOC-ES ESR-2$2e) b I I ( t g.Use of healed"Or rods/bolls is limited under the Act and mn IBC. Htodod anchor rafs/adls onus`be used whole nib-oted In the detaee N o W ( o o Q etr h,The symbols tt AR./tj,Ail.as Mown n the drarngs ndcote the center in. of The mchor rod/Ddl Dolton,nos the center lore of any iwfdduty oncArr © _-----J . -.----- ------wl- - --- A�-�, --r�------J�•�- __ _J rud/Dull O - - - - 8 B.O.reinforcing to comply with ACI 315'Manual of Standard Practice far Detailing P9 FS F9 FS F9 F9 F9 a Reinforcing Concrete Structures'and the Concrete Reinforcing Steel Institute(CRSI) O Fir recommendations, i Minimum clear central cover for reinforcement shall be as follows unless noted - A w a,Concrete 27'-0" 26'-0" 26'-0" 26'-0. 26'-0" 26'-0' 26'-0' 27'-0' 0 gat " ' a.Concrete cast directly against and permanently exposed to earth-3" b.Concrete exposed to weather or earth: 1.,y5 bars or Smaller-11' 210'-0" 2.#8 bars or larger-2" c.Concrete not exposed to weather or In contact with the ground der Slabs on grade-as shown in details,J'min,from top of slabs not exposed to weather �l V ii,Lap Splice Length:with 1)'minimum clear cover ]AN 022020 a,is=2500-3500 P.O. SHEET NUMBER: FI INDICATES FOOTING AP LICABLE FOUNDATION & ANCHOR ROD PLAN SCALE: 3/32° = 1'-Ole Fml LRAYrI lm JP. dArllt'Y. J lARSEh wear 191158 13 10 13 2'-0" 4'-0" 3'-2• 2"-4' 2-5" N 7•-0' 3•_T• 1JJ t. 1 4 y 3'.6. 3_6' 4• V #4 HAIRPIN W1TH �—— —— 6'-0" LEGS 4" r----J I I H x c Oj RZ 4 � I' 0' / I , 3"x3'xi"PLATE� t H WASHERS = W I I _ I , 0z �LES 1 47-fifit=°° ....�. a._. b toR, °° 12 I I L ° to / W �f STEEL 3"x3"x#" PLATE I #5 HAIRPIN WITH _ J"x3"x#"PLATE th LINE - - WASHERS I H4 HAIRPIN WITH 8'-0"LECS� 1 WASHERS / ° t 3"x3l'A' PLATE "o 4'-0"LEGS WASHERS I I r .' I�_I_ I ti I y5 HAIRPIN WTH —— — --_ 8'-0" LEGS - -r— ——1 - 4 TIES&CROSSIILS 0 8" O.C. p3 TIES 9 8"O.C. WITH tl" (4) "0 ANCHOR RODS, I y' I / SEE DETAIL E SWEET F-4 WITH (3)IN TOP 6" OF PIER (3)IN 70P 5'OF PIER 6"CONCRETE SLAB IN S AB TIES 0 8" O.C. WITH / \ I (4) 1"0 ANCHOR RODS, / 6"CONCRETE SLAB WITH #5 6"CONCRETE SLAB WITH 4 -(4) "0 ANCHOR RODS, HAIRPIN CENTERED IN SLAB SEE DETAIL D SHEET F-4 + y HAIRPIN CENTERED IN SLAB HAIRPIN CENTERED IN SLAB SEE DETAIL E SHEET F-4 (3)IN TOP 5"OF PIER L —/ — ———— ——I— —— TO I 3"x3"xi„ PLATE 3„x3"zJ„ PLATE II E3A1E - I a S (B)#5 VERTICALS / WASHERS WASHERS (4)�d VERTICALS �5 HAIRPIN VAT" VERTICALS IC B'PI LEG" I I I VERRCAIS - (6) #5 BARS 2_� pz J 2'-0' (7) #5 BAR" (6) N5 BARS 1- 2_4• EACH WAY 4A 9 C7 rn EACH WAY EACH WAY — -IS — �+ - — T — a m = z ru.r J—J �• 4 T T -� _ LLIu 5'-6"SO. p Q J 6'-0.S0, 5-6"S0. I M ' = LL 3 m (4) j"0 ANCHOR RODS, SEE DETAIL B SHEET F-4 F2 SIDEWALL FOOTING DETAIL F3 ENDWALL FOOTING DETAIL F4 CORNER FOOTING DETAIL a c W 6" CONCRETE SLAB WITH 4 HAIRPIN STIES 0 8° O.C.W TH �--r s/4-.t•-o• C = R7 uj N : N CENTERED IN SLAB (3)IN TOP 5"OF PIER `�G J Y LL L) _ — 1 5'-0' 61-0" L o 4 .1 4'-0' 3"-6" U VERTICAL 4 1-0" (9) b5 BARS EACH WAY ¢ I' �I t M4 HAIRPIN WITH S0. I o 50." I n 1'-0" I 6'-0"LEGS �( of I N 3%3"z"PLATE 3"x3"xr PLATE SECTION A—A �_ WASHERS RS WASHE , 7 lye A.R. I --� I -- 0. 14 TIES& I \ m s \ I CROSSTIES I o p3 TIES 0 8"O.C. WITH `� Lu N (3)IN TOP 5"OF PIER (4)J"O ANCHOR RODS, I q I o 6" CONCRETE SLAB SEE DETAIL E SHEET F-4 B. 3"x3"x PLATE - - WITH #5 HAIRPIN 3"x3"x#"PLATE WASHERS WASHERS CENTERED IN SLAB J y5 HAIRPIN WITH r——— — �` _/ 8'-0"LEGS —J �3 TIES®8'O.C. WITH 3"x3"xj"PLATE a5 H8RPOIN EIGS r ——— (3)IN TOP 5"OF PIER WASHERS w <q.I 9" O�" 4 '0 ANCHOR RODS, SEE 6"CONCRETE SLAB IV4 4 0 ANCHOR RODS,B 4 0 ANCHOR RODS, 9' SEE DETAIL E SHEET F-4 O DETAIL E SHEET F-4 WITH#4 HAIRPIN( ) NS VERTICALS SEE DETAIL E SHEET F-4 I 6"CONCRETE SLAB N4 TIE."&CROSSTIES 0 8" O,C. 6'CONCRETE SLAB + 4 I /3 TIES C B" O.C. WITH WITH 15 HAIRPIN WITH 3 IN TOP 6"OF PIER PATH�5 WAIRPIN _. y `Q IT. 2'-G' (3)IN TOP 5"OF PIER CENTERED IN SLAB O CENTERED IN SLAB p T r 3ti_ (4)A4 J AN 02 2020 3"x3 PLAT 3"x3"x"PLATE VERTICALS �(9) #5 BARS EACH WAY (8) q5 VERTICALS I I WASHERS (6) WASHERS T._5. 4 (5) #4 BARS T-0" SO. - -6� l 1 VERTICALS L 11 —_��— EACH WAY SHEET NUMBER; I N I I (5) #5 BARS 2'-0 �(7) N5 BARS SECTION B—B EACH WAY I EACH WAY I 3'JJ-L -5"50. � '"I� F=2 5'-0"SO. I- 6'-0'SO. Fl CORNER FOOTING DETAIL ,F5 SIDEWALL FOOTING DETAIL "'fff F6 FO OTING OOTING DETAIL U ",/�•,,•_a• —3/,•=r-o• �/4.,,,�. F7} CORNER FOOTING DETAIL QA 1'-11' 2'-7" 3_8 W 1'-4` 2'-2' 1'-2` 1'-TO` 4• 1'-5' y 2'-1" C 4j" 3"x3"xj" PLATE 1 4` WASHERS I __ — y�j W S & L d 3'x3"x"PLATE o • r I 3"x3"x�"PLATE o+ I IST ry WASHERS I I u'•[ i � I WASHERS � I f A.R. _� I _ I W #4 HAIRPIN WITH W 6'-0" LEGS `n _ o • I I — • -'F-wQ� I 0 Z Ak so, ( o STEEL —I p W WITH bIRPpN f —I 5p, r \ — —— LINE — �� LEGS { 3"x3"xW PLATE —-� I r— WASHERS #4 HAIRPIN WITH I p• I /5 HAIRPIN WI1H � 4-0"LEGS #4 HAIRPIN WI1H� s #3 TIES®B"D.C. WITH #3 TIES o B" O.C. WITH I p^ I 8'-0"LEGS 6'-0"LEGS (4)J"0 ANCHOR RODS, (3)IN TOP 5" OF PIER (4) J"® ANCHOR RODS, (3)IN TOP 5"OF PIER #3 TIES®B"O.C. WITH /3 TIES A B"D.C. WITH SEE DETAIL E SHEET F-4 (3)IN TOP 5°OF PIER (3)IN TOP 5"OF PIER SEE DETAIL E SHEET F-4 6"CONCRETE SLAB 6" CONCRETE SLAB (4)J'e ANCHOR RODS, (4)J"O ANCHOR RODS,--\ n WITH #4 HAIRPIN � WITH #4 HAIRPIN SEE DETAIL F SHFF1 F-4 6" CONCRETE SLAB (4] '0 ANCHOR RODS, SEE DETAIL B SHEET F-4 6" CONCRETE SLAB 3"x3'x�' PLATE 3'x3'x' PLATE CENTERED IN SLAB SEE DETAIL E 5HEET F-4 6" CONCRETE SLAB WITH #4 HAIRPIN CENTERED IN SLAB NTH �5 HAIRPIN WITH 4 HAIRPIN WASHERS WASHERS 3°z3"x"PLATE # CENTERED IN SLAB WASHERS CENTERED IN SLAB 3"x3"x"PLATE CENTERED IN SLAB Iif WASHERS It- bl� 1'_4^ I (4)#4 VERTICALS 1p 4n - (4) #4 VERTICALS (8) #4 ? I I (5)#4 BARS (4) #4 BARS VERTICALS t-5^ -1 (VERTIICALS 1 5' CD II EACH WAY (6) #4 BARS o r EACH WAY © II _ ;(E #4 BARS Z Z V — V-11" T EACH WAY (5)/4 BARS o H WAY9EACH WAY -- — j Z N 3'-6"SO. "7 3-0'so. M II W S ZI 4'-8"SD. I n L 3'-8`So. 0 N OILL :3 C z m ENDWALL FOOTING DETAIL FQ CORNER FOOTING DETAIL ENDWALL FOOLING DETAIL ENDWALL FOOTING DETAIL Fn ENDWALL FOOTING DETAIL a o W `�"3/4 z N Z N uL. 2 x 2'-0" 4'-0" 4i V (4)J"0 ANCHOR RODS, W z 61, CONCRETE SLAB NTH 3 6x6 W1.4xW1.4 W'WM SEE DETAIL C SHEET F-4 M I I 3"x3"xj" PLATE ' I WASHERS I b . . I 5 I -. -• -• —.- - A.R. - • • I O w I '--� I (11) #5 BARS EACH WAY r W 6'-0" SQ. n SQ. \ I m a h I� I F1 4� INTERIOR FOOTING DETAIL �Izi --�s/r.r_o- o I L———t #0 HAIRPIN WITH -i—p— <I^• .�f'Q /� op 12'-0" LEGS v A#3 TIES 0 8"D.C. WITH r(4)J"6 ANCHOR RODS, (3)IN TOP 5"OF PIER SEE DETAIL E SHEET F-4 g•CONCRETE SLAB (8) #4 BARS EACH WITH #5 HAIRPIN WAY®TOP CENTERED IN SLAB x )AN 02 2020 3"x3"x PLATE W VERTICALS I I � WASHERS ���Ifff/ VERTICIC ALS SHEET NUMBER: (6) #5 BARS EACH WAY 0 BOTTOM t3 Fm3 6'-0" SQ. �F1�3 INTERIOR FOOTING DETAIL ,P 3p•e,•_p , 191158 CONTROL JOINT NOTES: N 1. Control joints shall be field located by the contractor. 2. Control joints shall be located to limit the frequency and width of random cracks in the concrete slab, yf J. Locate and install control joints in accordance with ACI 360R W "Design of Slabs on Ground"and the details shown, (� 4, Maximum spacing of joints shall be per the table below. 5. Saw cuts should be mode as soon as passible. MAXIMUM SPACING OF CONTROL JOINTS s W Stump 4 m. to 6 In, i 1 1 3'1 Z Z Slab Moximum—sao Maxlmum—size 3" 3' Z W thickness oggregote less aggregate 3/4 (1),In, then 3/4 in. in, and laryar Q I�" 1�" cal 3°x3"x�"PLATE 1�' 1�" = W 4 8 it, 10 ft. ' WASHERS % Z u 5 10 R 13 ft. " 0 3"x3"x 6 12 ft. 15 It. ' Ou4K O ° A tti O '1 O WASHF' W 7 14N. 18Ft. «.r A d B 16 ft 20 iL ti A�.—i � � 1� A�. � 0 0 O O TOR VIEW 0 0 TOR VIEW NOTE; ORIENT �/ TOR vlEw ANCHOR PATTERN RAS OD TOP VIEW CONCRETE SLAB, SEE "x4"x6" SPEED SHOWN ON 3"x3"GAGE i PLAN FOR THICKNESS K z FOUNDATION F PLATES®24"O.C. o a AND REINFORCING 3"x3" GAGE f AND ANCHOR 3"x3"GAGE w 3J"x9"GAGE 4v w PLAN, top of EYE a top of TOP Of TE top OF OPTION B. (4) 1"0 CONCRIIL CONSTRUCTION JOINT C ��—THREADED ANCHOR :r OPTION B, (4) 3q'�0 RODS WITH NUT ;r OPTION B. (4)J"0 THREADED ANCHOR —OPTION B. (4) °0 I THREADED ANCHOR {"SAW CUT, J OF THE RODS WITH NUT .I THREADED ANCHOR RODS WITH NUT CONCRETE SLAB, SEE SLAB THICKNESS, FILL NTH RODS WITH NUT Z_ Z p Cl PLAN FOR THICKNESS SELF—LEVELING SEALANT g z 9 J AND REINFORCING a OTACK � Z v3 OPTION A, (4) "0 OPTION A,(4)>�o Q m S Z rA HEADED BOLTS OPTION A, (4) "0 OPTION A, (4)1"0 HEADED BOLTS ~ W N TACK WELD TACK WELD W C� Q 0 HEADED BOLTSHEADED BOLTS WELD TACK WELD 3"x3"x 'PLATE G I.L.W 3 M CON RTCON RT OL JOINTJOINT 3"x3"xW PLATE WASHERS O C Z m WASHERS A CONTROL JOINTS ( ti 1 ANCHOR ROD DETAIL ( (; ) ANCHOR R00 DETAIL ( I) ) ANCHOR ROD DETAIL ANCHOR ROD DETAIL o = CR LU N z y N.T.S. H T.$ N.T S. N.T.S N,T,S. W � � C � U —6" CONCRETE SLAB WITH z 6x6 W1.4N.4 WWM p4 CONTINUOUS HORIZONTAL BAR AT TOP AND BOTTOM OF F THICKENED SLAB EDGE, BARS SHALL BE CONTINUOUS THROUGH SPOT FOOTINGS MIN. #4 VERTICALS ®4'-0" O.C. "b o m a n THICKENED SLAB EDGE DETAIL r I V At 0 0�wxyrry�F p, A IAN 02 2020 SHEET NUMBER: Fm4 AUM ex !R 191158 REVISED STRUCTURAL CALCULATIONS 60 ft x 60 ft Metal Building MVE# 191158 HCl Shop/Office Building Arlington, WA Wing Building B 4�` F `\'ASS/� Metal Building Supplied By: AQ7 HCI STEEL BUILDINGS LLC - 17833 59th Ave. NE, Suite C � w Arlington, WA 98223 �ss1 AL ti� Design by: MOUNTAIN VIEW MAY 012GL� ENGINEERING SERVICES 345 No. Main. Suite A Brigham City, Utah a4302 Phone (435) 734-97M Fax (435) 730-9519 89 Pages of Calculations MOUNTAIN VIEW Page: 1 ENGINEERING, INC. Job: MVE#191158 Date: 12/31/19 345 No. Main, Suite A • Brigham City, Utah 84302 Subject: HCI Shop/Office Building,Arlington,WA By: AS Phone (435) 734-9700 • Fax(435) 734-9519 DESIGN CRITERIA Code: 2015 International Building Code (ASCE 7-10) A.Total Roof Dead Load = 10 psf Roof Dead Load = 5 psf Roof Collateral Load = 5 psf Roof Solar Panel Dead = NA psf B. Total Floor Dead Load = NA psf Floor Dead Load = NA psf Floor Collateral Load = NA psf C. Roof Live Load = 20 psf (Reducible Per IBC 2018 EQ. 16-26) D. Floor Live Load = NA psf E. Roof Snow Load Data Ground Snow Load Pc = 25 psf Flat-roof Snow Load PF = 25 psf Slope Factor CS = 1.0 Exposure Factor CE = 1.0 Importance Factor IS = 1.0 Thermal Factor CT = 1.0 F. Wind Design Data Ultimate Design Wind Speed VULT = 115 mph Nominal Design Wind Speed VASD = 89 mph Risk Category = II Exposure = C Internal Pressure Coefficient = +0.18 Component and Cladding Max. Loads -73.2 psf Roof, -37.9 psf Wall, G. Earthquake Design Data Risk Category = II Importance Factor IE = 1.0 Mapped Spectral Parameters SS = 1.047 g S1 = 0.406 g Site Class = D Design Spectral Parameters SDS = 0.755 g SD1 = 0.4314 g Seismic Design Category = D Transverse SFRS = Ordinary Steel Moment Frames Response Modification Factor = 3.5 per ASCE 7 Table 12.2-1 Seismic Response Coefficient(CS) = 0.277 Analysis Procedeure Equivalent Lateral Force Procedure Longitudinal SFRS Ordinary Steel Concentrically Braced Frames Response Modification Factor = 3.25 per ASCE 7 Table 12.2-1 Seismic Response Coefficient(Cs) = 0.298 Analysis Procedeure = Equivalent Lateral Force Procedure H. Frost Depth = 18 inches J. Special Loads = 5-ton Crane Grids A to D z 0 z \ 0 U F+ O C uu� N91 N II II II II II II II II '.I II II I'. 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II b�IYI .yI M 89 N. 0 p � S v pip � Y N t Y o Y N N N Y N M N � p M M N u � A o � N . `] Y u G b v S N v 3 to h to n N N U U I C I N N G 0 D It N u O II N I rF q C u E u� a y U YY N q 31I1 � N i O 1 x C C rC 1 N 3 N N z l N ❑ 1 iN q N W I Id U z 1 1 W @`p m " I z F z E l `�z H I S I z l x l w l 1 N rn w i i a i a } 0 1 1 1 m a l a l a l n" u HCI SHOPI OFFICE BUILDING GENERAL STRUCTURAL NOTES ARLINGTON, WASHINGTON 1. 2015 Intwindond Bulling Code Design Cdtelria (ASCE 7-10) ill. All other A325 bolts shall be fully tightened to the "Snug Tight' condition F. The engineer is not responsible for any deviations from these plans unless A. Total Roof Dead Load . . . . . . . . . . . . 10 psf in accordance with the RCSC Specification Section 8.1. such changes are authorized in writing by the engineer. Roof Collateral Load . . . . . . . . 5 psf E. Provide full height web stiffener plates to each side of all beams bearing on Roof Solar Panel Load . . . . . . . . . . . 5 psf top of columns. Plate thickness shall match the thickness of the beam web B. Total Floor Dead Load . . . . . . . . . . . . 51 psf except that the thickness need not exceed I" unless noted otherwise on Floor Dead Load . . . . . . . . . . . . . . . 50 psf drawings. Floor Collateral Load . . . . . . . . . . . . 1 psf F. All structural steel, except plates embedded in concrete or masonry, to have C. Roof Live Load . . . . . . . . . . . . . . . 20 psf one coat (min.) of gray shop primer, 1.5 mil minimum thickness. D. Floor Live Load . . . . . . . . . . . . . . . . 100 psf G. Cold Formed Girts & Purlins: DRAWING INDEX OF DRAWINGS E. Roof Snow Load Data 1. All cold formed tees and zees shall be HCI standard or equal. Ground Snow Load P9. . . - . - . . . . . 25 psf ii. All girt and pudin connection bolts shall be GR-5 or equal. Flot-roar Snow Load PF. . . . . . . . . . . 25 psf H. Use HHR 26 gage wall panel and HHR 26 gage roof panel or 24 gage standing GN GENERAL STRUCTURAL NOTES Exposure Factor Ce• • • • • I 1 - 1.0 seam roof as indicated on drawings. Importance Factor le. . . . . 1.0 I. Flange braces as shown by marks UB and FB to be 2'x2'xi" angle. S-1 ROOF FRAMING PLAN Thermal Factor Ct. . . . . . . . . . . . . . 1.0 Slope Factor. . . . . . . . . 1.0 J. Steel Stairs, Handrals, and Guardrails S-2 FRAMING SHEETING ELEVATIONS . . . . . . F. Wind Design Data I. Design of steel stairs, handrols, and guardrails is not by Mountain Yew Ultimate Design Vind Speed Volt . . . . . . 115 mph Engineering. S-3 FRAMING SHEETING ELEVATIONS Nominal Design Wind Speed vas . . . . . . 89 mph ii. All stairs, handrails, and guardrails shall comply with the requirements of the 2015 IBC unless noted otherwise in the project specifications. S-4 FRAMING SHEETING ELEVATIONS Risk Category. . . . . . . . - - II ill. The fabricator shall be responsible for the design and certification of all Exposure . . . . . . . . . . . . . . C Internal Pressure Coefficient t0.18 steel stairs, handrails, and guardrails, including member sizes and S-5 FRAMING SHEETING ELEVATIONS . connection details. -3737 Component and gadding Max. Loads - . psf Roof iv. See the architectural plans for all stair information including, but not S-6 FRAMING SHEETING ELEVATIONS .9 psf Wall limited to, stair layout, dimensions, and style. G. Earthquake Design Data 8-7 FRAMING SHEETING ELEVATIONS Risk Category . . . . - . 1 II 6,.,.1,E .w.wfIww Importance Factor I, - 1.0 3. Spedd InspecUme S-8 FRAMING SHEETING ELEVATIONS Mapped Spectral Parameters A. Special inspections, as required by Section 1705 of the IBC, shall be provided S, - . . . 1.047g by an independent agency employed by the owner unless waived by the S-9 BUILDING SECTIONS S 9 0.406 building official. The contractor shall coordinate and cooperate with the Site Class - D required inspections. Items requiring special inspection are: S-10 BUILDING SECTIONS Design Spectral Parameters I. Steel Construction (A)SC 360-10 Chapter N) SDS. . . . . . . . . . . . . . 0.755g a. Field welding (if any is used). S-11 BUILDING SECTION Sot. . . . . . . . . . . . . . 0.431g b. High-strength bolts. Seismic Design Category. . . . . . . . . . .D c. Structural steel shall be fabricated by a fabricator that has been S-12 BUILDING SECTION Seismic Force Resisting System . . . . . . 01 OSCBF approved by the local building department or shall have special Seismic Response Coefficient Ce 0.277W, 0.298W inspection as per IBC 1705.2.1 performed by an approved S-13 BUILDING SECTION Response Modification Factor R . 3.5, 3.25 inspection agency. S-14 BUILDING SECTION Analysis Procedure . . . . . . . . Equivalent Lateral Force Procedure d. Open web joists and girders (IBC Table 1705.2.3.) H. Frost Depth . . . . . . . . . . . . . . . V-6" ii. Concrete Construction (IBC 1705.3) S-15 BUILDING SECTIONS I. Special Loads . . . . . . . . . . . 5 Ton crane between grids A & D a. Special inspections of concrete footings, grade beams, walls, and slabs are not required as per Exceptions 1, 2.3. 3, 4, & 5 to IBC Section S-16 BUILDING SECTION 2- Slruetid Steil 1705.3. Third party special inspection of reinforcing placement need A. Material: only be performed where specifically required by the building official. S-17 MEZZANINE FRAMING PLAN I. Angles, Plates, and Channels: ASTM A36 (Fy= 36 k.s.i.) b. Special inspection of anchor rods/bolts is required per IBC Table ii. Vide Flanges: ASTM A992 (Fy= 50 k.s.i.). 1705.3. Special inspection may be waived subject to the approval of S-18 ERECTION DETAILS ill. Tubes (HSS): ASTM A500, Grade B (Fy= 46 k.s.i.) the building official. iv. Pipes: ASTM A53, Grade B (Fy= 35 k.s.i.) c. Special inspection of rebor welding is required (if any is used). S-19 ERECTION DETAILS B. Fabrication and construction shall comply with the latest edition of the B. Special inspector must be qualified and approved by local building department. 5-20 ERECTION DETAILS PO W A(! A following Codes and Standards: W A '7 C i. American Institute of Steel Construction (AISC) 'Specification for 4• tlfisodatews S-21 ERECTION DETAILS �� Sy��i F Structural Steel Buildings." (360-10) A. The project specifications are not superseded by the General Structural Notes. C� ii. AISC 'Seismic Provisions for Structural Steel Buildings," including Notes and details on the drawings shall take precedence over General S-22 ERECTION DETAILS Structural Notes and typical details. Should any of the detailed instructions 0 supplement No. 1 (341-10) shown on the plans conflict with the General Structural Notes, or with each S-23 ERECTION DETAILS Q.) Z iii. AISC "Code of Standard Practice.' other, the strictest provisions shall govern. iv. RCSC 'Specification for Structural Joints Using ASTM A325 or A490 Bolts.' B. It is solely the responsibility of each contractor to follow all applicable safety S-24 ERECTION DETAILS 7 �Q v. Steel Joist Institute (Sol), "Standard Specifications and Code of Standard codes and regulations during all phases of construction. The engineer is not Practice.' engaged in, and does not supervise, construction. S-25 ERECTION DETAILS 'per vi. American Welding Society(AWS), Structural Welding Code(specific items do C. Erection, Shoring, and Bracing not apply when they conflict with the AISC requirements). 1. It is the contractor's responsibility to determine erection procedures and S-26 ERECTION DETAILS vii. American Iron and Steel Institute (AISI), "Specification for the Design of sequence, and to ensure the stability of the building and its component /Q Cold-Formed Steel Structural Members'. parts during erection. S-27 ERECTION DETAILS C. Welding: ii. It is solely the contractors responsibility to provide any temporary S-28 ERECTION DETAILS L Certification of Welders: All shop and field welding shall be executed by shoring, bracing, guys, and tie downs that may be necessary to provide MAY 012020 AWS certified welders. Certification shall be considered current if dated adequate vertical and lateral support. Such material is not shown on the S-29 CRANE BEAM PLAN within the past 12 months. Welders will be considered certified if they drawings. Shoring and bracing shall remain in place until all permanent have been certified by AWS and their work records are current within members ore in place and all final connections are completed, including every six month period thereafter as required by AWS. Certification and all roof and floor attachments, records must comply with AWS Standards. Certification and appropriate iii. The building shall not be considered stable until all connections are Design by. records must be provided to the inspector prior to beginning work. complete. ii. Electrodes: E-70XX or as noted otherwise. E-60XX may be used for iv. The engineer has no expertise in, and tckes no responsbility for, MOUNTAIN VIEW welding steel floor and roof decks. construction rneons and methods or jab site safety during construction. ENGINEERING SERVICES iii. Minimum Welds: All intersecting steel shapes which are not bolted shall Approval of submittals made by the contractor hich may contain information related to construction methods or safety issues, or be connected by a J" min. fillet weld all around, unless noted otherwise. a+s Ba Yain Utah Suits m rxr rw Mrerx participation in meetings where such issues might be discussed, shall not er�,,,,4a'iD1�-e am iv. Welded reinforcing bars shall be ASTM A706 Grade 60. be construed as voluntary assumption by the engineer of any responsibility 191158 0. Bolted Connections: for safetyprocedures. L Use ASTM A325N bolts for hot-rolled steel to steel (e.g. girder to column, D. Equipment fring loads, openings, and siructurc in any way related to ISSUE DESCRIPTION DATE ORN. CHK. DES. 'DESCRIPTION GENERAL STRUCTURAL NOTES rafter to column/cap plate, beam to beam, etc.) connections unless mechanical, plumbing, or electrical requirements are shown for bidding 1 FOR PERMIT 1-2-20 T-W - A.S CUSTOMER HCI STEEL BUILDINGS, INC noted otherwise in the drawings. All connections shall conform to the purposes only. The contractor shall coordinate this information with the 2 REVISED FOR CRANE 5-1-20 T W. - A S. ENO USER - RCSC 'Specification for Structural Joints Using ASTM A325 or A490 Bolts'. involved trades before proceeding with such portion of the work. Excess cost JOB NAME HCI SHOP OFFICE BUILDING ii. A325 bolts shall be pretensioned using an acceptable method such as related to variation in these requirements shall be bome by the appropriate STREET - 'Turn of the Nut' as per the RCSC Specification Section 8.2 at all 8-bolt contractor. SMBUILDINGSuc CITY ST ZIP SEATTLE, WASHINGTON wide flange to wide flange ridge and haunch connections only. E. The contractor shall notify engineer of any variations in dimensions. _" SPECIAL BOLTS ROOF PLAN o ID IQUAN TYPE DIA LENGTH WASH 1 4 GR-5 1 2 1 1 4 2 1 13 2 2 GR 5 1 2" 1 1 4" 2 210'-0" OUT-TD-OUT OF SM MEMBER TABLE 71'-0" 60'-0" IYn 79'-0* ROOF PLAN MARK PART Main 2 3 4 6 9 10 11 12 JK-1 BEAM 27'-0' 26'-0' 18'-0' 20'-0" 20'-0• 20'-0 26'-0' 26'-0• 27'-0' P-1 1OX35Z12 4" P-2 10024 P-3 1OX35Z14 P-4 10X35Z12 7 4 .� E-1 1051 H14 A EC-101 - a O E-2 10ESIH14 Rt I-I01 - E-3 IOESIH14 E-4 IOESIL14 s g s E-5 1OES1L14 E-6 10ESIL14 N a a ST-2 T4X9 9 RF 101 ^+� O CB-8 BR5/8 g \4 g CB-9 BR5/8 f a 8 o CB-10 BR1/2 N s A o I I o E.- o CB-11 BR5/8 r.�d i� 8S Bs�� a 8-13 BR3 4 `o C RF7_101RF-1 I ^+� D Win s s P-100 8X25Z14 o P-101 a Wg o E-100 8ES11-14 6 o a 1 E-101 8ES1L14 U E-3 -4 E-2 RF3- I E-2 - E-2 RFI 101 E-2 RF4-4 E-2 RF3-4A I E-2 RF2-4 t E-1 -4 O CB-102 BRl/2 C, ,>t3 C6_ ,�3 1. CB-103 BR1/2 w 6 4 o 1 - -2 Str 1 o o I 1 k 1 N a Y , a cj E E W � W I s 31 r37 o / o I I 0 0 •O O N 1 I O � u7 I cn F w N N N N N W F ,CIDw `> G0' I ar o 0 1 [V �Tp 2 TYp P-3 Typ P-3 TYP P- Typ P-3 Tfp P-2 Typ P-1 Typ © E-4 R -i E-5 RF3-1 I E-5 RF4-I I E-5 RF5-1 E-5 RF4-1 E-5 RF3-1A I E-5 RF2-1 I E-6 R -1 59 .I I oWA PURUN S-t' 2'-1' 7 LAP(Main) +i' 2 t' 7 t' Y t' t' 7 t' 5 t' ���F W A Syi,LcF 4' Q A o 27'-0' 26'-0" 26'-0' 26'-0• 26'-0' 26'-0' 26'-0' 27'-0' 2 3 5 8 10 11 12 71'-0* 60'-0" (IYng) 79'-0" O,� T� �� Design by: 1 13 F`sS�O LF�� MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 No.V*5t,SLib A Aff Joe MOM ROOF FRAMING PLAN .C1.7�a� 191158 ISSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION ROOF FRAMING PLAN 1 FOR PERMIT 1-2-20 T W - AS CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-1-20 T.W AS END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET - sTEE KIMInING"; c CITY ST ZIP ARLINGTON, WASHINGTON t� OB NP. SUIE: xN. N T S 5-1 2 SPECIAL BOLTS O ID I QU AN TYPE DIA LENGTH WASH 2 4 GR_5 1 2 11 4 2 4 2 A325 5 8" 1 3 4' 2 PERIMETER BEAM BOLT TABLE FRAME LINE G 010 QUAN TYPE DIA LENGTH P1 4 A325 5 8 1 3 4 1 210'-0' OUT-TO-OUT OF Sim t3 MEMBER TABLE 2 3 5 8 10 11 12 FRAXIE uNE G 27'-0' 26'-0" 26'-0" 26'-0' 26'-0' 26'-0' 26'-0' 27'-0' HARK PART DJ-1 8X25C16 DJ-2 8X25C16 OH-1 8X25C16 E-4 E-5 2 E-5 E-5 E-5 E-5 E-5 E-6 DS-1 8X25C16 3'-6' c-34 G-34 c-34 c_3 3'-6' E-4 I OESIL14 G-33 c-34 c-34 G-34 E-5 I OESIL14 G-35 c-34 c-34 4 T al -i a ' -i la 4'-11' E-6 10ES1L14 G-32 G-34 c-34 �" - �- ST-1 T5X12 N ST-I(Sht) 4 MBj7— G-30 8X25Z12 6-46'-4" G-31 8X25Z14 c-34 G-34 G-34 c-34 I c-37 C-31 G-34 G-34 S-7" G-30 Ac_36��1 (N 6 o 4'- ' G-3 G-33 8X25Z16 8X25Z1 ' 3 C9_ �I^ � ^ � 3 S-8" c-41 G-41 c-41 c-41 1 c-41 G-41 Ce c-41 G-40 3'-0' G-34 8X25Z16 G-35 BX25Z14 o o — o - o = G-36 8X25C12 EC-6 RF3-1 39 RF3-1 RF4-1 M RF5-1 RF4-1 RF3-1 RF2-1 RF1-1 G-37 8X25Z14 Field Field Field Field G-3 G-3 9 8X25Z12 9 8X25Z16 G-40 8X25C16 GIRT s-t' 3'-t' 3-P 3'-t' 3'-t' 3'-t' 3'-t' G-41 8X25C16 LAPS 7-t 3-1 3-t 3-1 3-I 3-t 3-I TRIM TABLE C8-3 BR1 UID PART C8-6 BR1 SIDEWALL FRAMING: FRAME UNE G 1 RAKE TRIM CB-7 BR1 2 HIGH EAVE TRIM MB-7 W1022 3 LOW EAVE TRIM 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM 6 BASE TRIM 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM W A SI, 6' 4 ti O cn _r y 7V77 �O Li 7 O OiCFs'(�/O A l v\\ O U 1 7 T 6 8 8 MAY 012020 7 Design by: SIDEWALL SHEETING & TRIM: FRAME UNE G MOUNTAIN VIEW ENGINEERING SERVICES PAItl.4 26 G4111t W No.Mae sr.,suite A wr roe I111-Ukoh nO 191158 ISSUE DESCRIPTION DATE DRN, CHK.DES, DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC. 1=ND USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET sTe.ri.uuu.uwcsu CITY ST ZIP ARLINGTON, WASHINGTON I.— . N T 5 5-2 w I SPECIAL BOLTS O ID AN TYPE CIA lFNGM WASH 2 4 GR_5 1 2 f 1 4 2 4 2 A325 5 8' 1 3 4' 2 PEINM BEAU BOLT TABLE FRAME 1NE D 010 UAN TYPE qA IENGiH Pt 4 A325 5 8 2 13 1 MEMBER TABLE 210'-0' OUT-N-M OF SIfII. FRAME LINE 0 MARK PART X-1 BEAM 210'-0' Fain DJ-2 8X25C16 DJ-3 8X25C16 12 11 10 8 5 3 2 DJ-4 8X25C16 27'-0' 26'-0' X-C 26'4 26'-0 26'-0' 26'-0' 27'-0' DJ-5 BON DH-1 SX25C16 DH-3 8X25C16 2 1 E-2 E-1 E-3 DE-1 110E H1 4 E-1 E-2 E-2 E-2 E-2 E-2 10ES1H14 N se 44 45 G-49 G-a E-3 10ES1H14 lr16 G-17 G-20 R_t G-20 G-25 SG 15 %25C16 G-27 G-26 2'-10' G-16 8X25Z12 3'-10' I ,,, � �Ia I � � c-n �' I'-0' at-ty , pi-i-t�1� 1 M � c-fa � c-24 0 2-5 a os-I cS oS t do S-1 1d C 17 G-19 G-21 -20 �29 G-11 BX25Z14 � _ � C-i9 G-t9 2 5 G-18 SX35Z12 M8-8 G-16 4 ST-I Strut 4 OH-3 n DH-3 DH-3 a M `' G-1 G azz-20 5Zl4 7 0"G-17 G-22 23 10 9 G-21 8X25Z1G-16 G-23 BON -42 42 G-42 42 G43 — -24 aX252G-4 I G-29 3'- G-22 8X25Z12 Gt )I/ S-0' 4 G G-25 X25Z16N I m3 C I I I 3 C G-2 BX2512 RFI-4 RF2-4 RF3-4 RF4-4 RF4-4 RF3-4 RF3-4 EC-3 c-27 az25Z1s000 Field Field Field I6'-0� 14'-0' I6'-0' I I6'-014'-0" 16'-O' I6 0' I 14'-0" I T-0° TRIM TABLE G-29 8X25Z16 OID PART G-40 8X25C16 GIRT J'_t 3'4 I 3' _ 3-1'I 1 RAKE TRIM G-41 8X25C16 G-42 8X25C16 LAPS 3-I 3-1 3-1 3-I 2 HIGH EAVE TRIM 3 LOW EAVE TRIM G-43 8X25C16 4 GUTTER k DOWNSPOUTS G-48 8X25C16 SIDEWALL FRAMING: FRAME UNE D G-49 8X25C16 5 CORNER TRIM G-50 8X25C16 6 BASE TRIM CB-3 BR1 7 HEAD TRIM CB-4 BR1 8 JAMB TRIM CB-5 BR1 9 HIGH TO LOW TRIM 46-8 W1022 P WASy q) q�F TO T I r z s 78 �0 N a3 8 7 8 7s sJ 7 < 7 MAY 01 2020 7 7 O O O �� C> 8 6 b 7 7 Design by: MOUNTAIN VIEW ENGINEERING SERVICES W No.Moin SL,Suite A NYE JOB NL9tlE2 SIDEWALL SHEETING do TRIM: FRAME LINE D -Z,34 M 191158 PAR& a GIL ff ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION FRAMING SHEETING ELEVATIONS PADS a hh HR 1 FOR PERMIT 1-2-2C T W AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sr_FL ourunresuc CITY ST ZIP ARLINGTON. WASHINGTON o we- — NTS S-3 w_ BOLT TABLE FRAME LINE I D 60'--0" OUT-TO-OUT OF STEEL LOCATION I WAN TYPE DIA LENGTH �- ER-1 ER-2 8 A325 5 8 1 3 4 E F Columns of 4 A325 5 8" 2" 20'-0" 20'-0" 20'-0" 1„ MEMBER TABLE 12 FRAME LINE 1 FB30.3 ER-1 MARK PART I FB30.3 EC-3 W8X10 EC-4 W8X13 — FB30.3 F830.3 EI2 EC-5 W8X13 23 EC-6 W8X10 ze 334 — — ER-1 W8X13 G-11 29 G-6 G-14 2'-5" ER-2 W8X13 DJ-4 8X25C16 z4 DH-3 8X25C16 i G-10 I CID G-7 8X25Z12 o - G-12 G-7 G-10 G-9 SX25Z16 DH-3 G-10 8X25Z12 `N ai o G-11 8X25Z14 N - �O I CV N G-12 8X25Z16 =9 o -12 G-7 G-11 G-14 8X25Z16 o Vg� rB G-44 8X25C16 -9 o G-12 G-13 G-14 G-45 8X25C16 —— G-46 8X25C16 r -4 GG=46 G-45 G-44 �, CB-1 7 BR5/816 H C I I H- CB-2 BR5 8 EC-3 a7� EC-4 3_0„ EC-5 EC-6 I3-0 I 14'-0„ 3'-0" Field '�9 FLANGE BRACE TABLE FRAME LINE 1 OID I MARK I LENGTH ENDWALL FRAMING: FRAME LINE 1 1 1 FB30.3 2'-6 1 4" TRIM TABLE Olp PART 1 RAKE TRIM HIGH 2 HIGH EAVE TRIM 3 LOW EAVE TRIM 1„ 4 GUTTER do DOWNSPOUTS 5 CORNER TRIM 12 6 BASE TRIM 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM Ap WA(�� W A SyiycF <� � z C7> �c If A Design by, MOUNTAIN VIEW ENGINEERING SERVICES MAY 01 2020 M No.Ydn 5L,WN A mmium 1pu` .734 977W 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS ENDWALL SHEETING & TRIM: FRAME LJNE 1 1 FOR PERMIT ,—2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP / OFFICE BUILDING PANU- 26 Ga ff STREET - ri t Wit ..... c CITY ST ZIP ARLINGTON, WASHINGTON N T S S-4 1 BOLT TABLE FRAME UNE 13 60'-0° OUT-iD-OUT OF STEII LOCATION TYPE DIA LENGTH AN Columns Rof 1 2 A325 5 8 2 F E 20'-0° 20'-0" 20'-0" SUPPORT BEAM BOLT TABLE 12 FRAME LINE 13 ❑ID I QUAN TYPE DIA LENGTH S1 4 A325 5 8 1 3 4 _ MEMBER TABLE FRAME LINE 13 _ MARK PART — — — — I EC-1 WBX13 co EC-2 W8X13 )J-1 8X25C16 G-4 G-6 G3 I DJ-2 8X25C16 FD1- DH-1 oDH-1 DH-1DH-1 DH-1 DH-2 DH-2 8X25C16 o IDS-1 o DS-1 0 o DS-1 o Ds-1 o IDS-1 0 DS-2 G_3 I DS-1 8X25C16 o DS-2 8X25C16 G-1 8X25C16 MB-1 G-3 IIB-2 G-7 ND-3 I �* G-2 8X25Z14 o s1 I cc G-3 8X25Z12 sI I 2 s1 s1 I s I G-4 8X25Z14 CDf G-2 G-6 G-a Q G-5 8X25C16 m G-6 8X25Z14 G I�� c-t Imo 0 0l �-1 c-5 I"-I o of G-1 I a `� G_7 8X25Z12 o G 8 8X25Z12 I o G-44 8X25C16 G-44 c- G-µ G-45 8X25C16 I I MB-1 W12X30 44 E -2 MB-2 W12X40 4- 4-0° 4-0 -1 - - -3EC MB W12X40 Field Field Field Field Field Field Field TRIM TABLE ENDWALL FRAMING: FRAME UNE 13 olD PART 1 RAKE TRIM 2 HIGH EAVE TRIM n n n n 3 LOW EAVETRIM & 4 GUTTER DOWNSPOUTS Q1" CORNER TRIM 6 BASE TRIM 12 O 1 7 HEAD TRIM 8 JAMB TRIM 9 HIGH TO LOW TRIM 7 7 7 7 7 7 > 7 8 78 B 78 s 78 137a a 78 a 78 a 7 8 P� \NA(�� O � o � z 7 7 7 7 7 7 > 7 �cp a g b 9 9 a $ B a 8 e a a 8 1 7 7 7 7 7 AN Design by: �` 6./p, `L MOUNTAIN VIEW ENGINEERING SERVICES MAY 01 2020 W No.Mdn 5t,Sub A MW X8 84302 =(.,I.73�4-e7 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES, DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDING, INC_ ENDWALL SHEETING & TRIM: FRAME UNE 13 END USER JOB NAME HCI SHOP / OFFICE BUILDING PACE & 26 Ga I#R STREET sTee[.BUILDINGS u CITY ST ZIP ARLINGTON, WASHINGTON b xa: sum:N T S °u. 1-5 SPECIAL BOLTS A o ID AN TYPE DIA LENGTH WASH 60'-0' OUT-TO--OUT OF ShIl 2 1 2 GR 5 1 2 1 1 4 2 T C MEMBER TABLE 20'-0" _ 2.0'--0" 20'-0" FRAME LINE 4 I. �. 1_ • MARK PART DJ-100 8X35C14 E-100 E-101 E-100 DH-100 8X25C16 E-101 8ES1 L14 G-104 8X25Z16 G-105 8X25Z14 G-104 I G-t05 I G-107 I G-106 8X25Z16 G-107 8X25Z12 G-108 8X25Zi6 CBC-100 BR1/2 j I CB-100 BR3 4 G-104 I G-105 G-106 D11-iaa -108 MAIN BUILDIN TRIM TABLE N OID_PART 1 RAKE TRIM 1 G-104 G-105 G-106 0 0 $_ -103 2 HIGH EAVE TRIM I--1. 4 UTTER &DOWNSPOUTS 5 CORNER TRIM o o —) 6 BASE TRIM f G-104 G-106 7 HEAD TRIM L 2•x24 GA. STRAPPING —� e JAMB TRIM 0 9 HIGH TO LOW TRIM 130 N—I— — I I I ]- C I RFI-102 RF2-100 RF2-100 RF1-102 3'_0' _ 14'-0' _ 3'-0•. SIDEWALL FRAMING: FRAME UNE 4 Q Q Q Q O ITT MAIN OWA�f O \� �P W A �C s 5 BUILDI ��of Syi,Z,cF O < O c/ z CIZ Design by: _� MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 No.CWA*y St.&&A MOM �4 -734-9'= 191158 SIDEWALL SHEETING & TRIM: FRAME UNE 4 ISSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION FRAMING SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W - AS CUSTOMER HCI STEEL BUILDING, INC PA4U 26 Gm HR 2 REVISED FOR CRANE 5-1-20 T.W. AS END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET sTEEL BUILDINGS u CITY ST ZIP ARLINGTON, WASHINGTON w as no- suc:N T 5 mac': 5-6 2 SPECIAL BOLTS o ID I QUAN TYPE DIA LENGTH WASH 60'-0" OUT-TO-UUT OF STM 2 1 2 GR 5 1 2 1 1 4 2 C B MEMBER TABLE 20'-0" 20'-0" 20'-0" FRAME UNE 10 MARK PART -100 E-101 -1 DJ-10 8X5C14 DJ-101 8X25C16 DH-100 8X25C16 E-100 8ES1L14 I E-101 8ESIL14 I I 10 G-104 8X25Z16 G-107 C-105 G-104 G-105 8X25Z14 2"z24 GA. G-106 8X25Z16 I 2"z24 GA. STRAPPING G-107 8X25Z12 STRAPPING G-108 SX25Z16 I Lo CBC-100 BR1/2 MAIN 106 OH-100 G-106 G-105 G-104 CB-101 BR3 4 BUILDING 2'x24 GA. I I I N STRAPPING I I n TRIM TABLE ;-106 8 o G-106 G-105 G-104 OID PART o° I g 1 RAKE TRIM -f06 c-1os c0�\ o s c�� G-104 I moo' ~' 2 HIGH EAVE TRIM -- 3 LOW EAVE TRIM 00 4 GUTTER & DOWNSPOUTS L x3 M 5 CORNER TRIM - - I C I I I 6 BASE TRIM RFI-100 RF2-100 Fldd RF2-100 RF1-100 7 HEAD TRIM ,_4" e 8 JAMB TRIM '-0, 9 HIGH TO LOW TRIM SIDEWALL FRAMING: FRAME UNE 10 Q Q Q Q PpWA(l� MAIN <7> F W A S BUILDING ti � Q- �- o z 7 � TU A E Design by: `ss/0 L MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 No.Woi"St.Sub A of"MAMER (c Utah 977000u 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS 1 FOR PERMIT 1-2-20 T W AS CUSTOMER NCI STEEL BUILDING, INC SIDEWALL SHEETING & TRIM: FRAME UNE 10 2 REVISED FOR CRANE 5-1-20 TW A.S. END USER — JOB NAME HCI SHOP / OFFICE BUILDING PM�LS: 26 Gm IHtSTREET P�T BUILDINGS uc CITY ST ZIP ARLINGTON, WASHINGTON —: NTs I°" S— Iw7 BOLT TABLE FRAM60'-0' OUT-TO-OUT OF STEEL 4 LOCATION A UAN TYPE DIA LENGTH 9 6 Columns Rof 1 8 A325 5/8', 2 �1a 20'-0" 20'-0' 20'-0e 1" MEMBER TABLE 12T T 12 FRAME LINE A MARK PART EC-100 W8X15 _ — — EC-101 W8X15 I _ G-100 8X25Z16 (— I I G lol I I i G-101 8X25Z14 G-103 I 8X25Z16 I I I I I I I G-103 TRIM TABLE -OID PART 1 RAKE TRIM 2 HIGH EAVE TRIM I G-102 3 LOW EAVE TRIM N I I I I I I I 4 GUTTER & DOWNSPOUTS 5 CORNER TRIM -.11 if I -too c-102 6 BASE TRIM 7 HEAD TRIM I 12'x24 GA.STRAPPING I I I 8 JAMB TRIM I G-Ioo 9 HIGH TO LOW TRIM I — 2%24 GA.STRAPPING 2'x24 GA.STRAPPING — I I EC-100 EC-101 d9 S-> ENDWALL FRAMING: FRAME UNE A I 12 12 Pp W ALlq W A � o Z �O N UR Design by: `SS�O L MOUNTAIN VIEW ENGINEERING SERVICES MAY 01 2020 M5 No.Main SLR WO A NYE" tah UM 421 7u34--97M 191158 ISSUE DESCRIPTION DATE DRN. CHK.DES. DESCRIPTION FRAMING / SHEETING ELEVATIONS ENDWALL SHEETING & TRIM: FRAME IJNE A 1 FOR PERMIT 1-2-20 T.W - AS. CUSTOMER HCI STEEL BUILDING, INC PAMM- 26 Gm ff 2 REVISED FOR CRANE 5-1-20 T W - A S. MBUILDINCS END USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET - CITY ST ZIP ARLINGTON. WASHINGTON n .roe x¢ m. ��N T S S-8 fy"c2 SPLICE BOLT TABLE N BER TABLE Web th ft Plate Outside Flange Inside Flange (lark Weight Length Zak 1 Len th W x Thk x Length W x Thk x Len th RF3-1 652 21'-2 3/8" 13.0 16.1 0.188 4-U 6 x i 4 x 19'-1 5/8" 6 x 3/8 x 9-7 1/4 Llork Top y Bot Int T e Dia Length 16.1/21.7 0.188 1'-4 5/8' 6 x I/4"x 2'-0" 6 x 1/2' x 8'-8 5/8' SP-1 4 4 4 A325 0.750 2.25 21.7/27.0 0.188 9'-11' 6 x 1/4:x 2'-8 5/16' SP-2 4 4 2 A325 0.750 2.00 RF3-2 804 27'-5 7/8' 31.0/10.0 0,250 7-4 3/4' 6 x 1/4.x 7-0 3/4 6 x 3/8'x 7'-7 3/8: 10.0/17.9 0.188 9'-11' 6 x 3/8 x IS-4' 6 x 1/4'x 18'-0 1/2 17.9/22.8 0,188 6'-1' 6 x 3/8' x 2'-0' 6 x 1/4'x 2'-O' FLANGE BRACES: Both Sid U.N. 22.8/26.0 0.188 4'-O' ) RF3-3 810 26'-3 1/16' 26.0/21.5 0.188 9'-11' 6 z 3/8' z 10'-3' 6 x 1/4'x 18'-0 1/8' FBxx l): xx=length(in) 21.5/18.8 0.188 6'-1' 6 x 1/4" x 15'-10 15/16' 6 x 1/4'x 2'-0' A - FB92x3/16 18.8/17.0 0.188 4'-0' 6 x 1/4'x 6'-4 13/16' 17.0/38.0 0.250 6'-11516' RF3-4 854 26'-1 1/16' 35.5/32.0 0.188 3'-9 1 8' 6 x 1/4: x 3'-7 15/16' 6 x 1/2'x 1-8 7/8' 32.0/23.5 0.188 9'-11' 6 x 1/4" x 6-0 1/4 6 x /8'x 14'-6 15/16 23.5/16.4 0.188 8'-4 1/8' 6 x 1/4 x 20-0 16.413.0 0.188 4'-0' 4'-112' 11 ®4'-6 5 8' 26 Ca LAB 12 — FB41A 1) FB36.8A 1) 32 — — 4'-5 13 16' I — — FB36.3A 1) 6 FB43.3A 1 - — _ - RF3-3 7 RF3-2 110 N CD I I 35 I m¢ I I I pWAL 5 Sy 410� 4 cam, o I - Z 26 I V p I s/o I � I MAY 01 2020 8' 12' 8 3/4' 53'-7 1/2' 2'-3 3/4' _� 8' CLEAR + - Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES D G M No.Noi.Sl,soles A &W JOB MAW., P,e"°,n-"c.3s'7�977M 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. (DESCRIPTION BUILDING SECTIONS RIGID FRAME ELEVATION: FRAME LINES 2 3 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC END USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET sTEEL tttiu nmc5 u.c CITY ST ZIP ARLINGTON, WASHINGTON n` I"� NTS S-9 ��1 SPLICE BOLT TABLE WEND ME Web Death Neb plate Outside Flmge Inside Flmge Qty NOTE: JACK BEAM NOT SHOWN FOR CLARITY, SEE DETAIL 7 Work Mot Length Scat d miff Len th NI x Thk x Len th W x Thk x Len th Mark Top Bot Int Type Dia Length SHEET S-19 FOR JACK BEAM TO COLUMN CONNECTION. JACK RF4-i 618 21'-2 3/8- 1 . 16.1 0.188 4-U 6 x 1/4' x 19-1 5/8- 6 x 3 9 x 1 - 7 8 16.1/21.7 0.188 7'-4 5/8' 6 x 1/4' x 2'-0' Sp-1 4 , 4 4 A325 0.750 2.25 BEAM AT LINE 5 IS ON THE (F.S.) OF COLUMN AND AT LINE 10 21.7/27.0 0.188 9'-Il' 6 x 1/4: x 2'-8 5/16' SP-2 4 4 2 A325 0.750 2.00 THE JACK BEAM IS ON (N.S.) OF COLUMN. RF4-2 830 27'-5 7/8' 32.0/10.0 0.250 7-4 3/4' 6 x 1/4.x 7-0 3/4' s x 3/9,x T-1 3/S' 10.0/17.9 0.188 T-11" 6 x 3/8'x 18-4' 6 x 3/8 x 10-3 3/16" 17.9/22.8 0.188 6'-1' 6 x 3/8 x 2-0' 6 x 1/4'x 9'-9 1/4' 22.8/26.0 0.188 4'-0' OFLANGE BRACES: Both Sides(U.N.) RF4-3 819 26'-3 1/16" 26.0/21.5 0.188 9'-11' 6 x 3/8' x 10'-3" 6 x 1/4*x 18'-0 1/8' FBxxA(1): xx=length(in) 21.5/18.8 0.188 6'-1' 6 x 1/4' x 15-10 15/16' 6 x 1/4'x 2-0' A - FB2x3/16 18.8/17.0 0.188 4'-0' 6 x 1/4 x 6-4 13/16" 17.0/38.0 0.250 6'-11516' RF4-4 847 26'-1 1/16' 35.5/32.0 0.188 3'-9 1/8 6 x 1/4'x 3'-7 15 16' 6 x 1/2'x 1-8 7/8' " 32.0/23.5 0.188 9'-it" 6 x 1/4'x 6'-0 1/4' 6 x 3/8 x 14-6 15/16 23.5/16.4 0.188 8'-4 1/8' 6 x 1/4 x 20-0 16.413.0 0.188 4'-0' 4'-1 1 2' �1' le 11 4'-6 5 8' 26 Gm HM 12 FB47A 1) - - - _ - - - - - -FB42.3A1) 32 4'-5 13 16' - - - - F836.3A1) a F843.3A I I RF4-3 — RF4-2 o I i 1 M D',rj35 CV I N 15? a N uJ I I p cr ^¢ n v cr I I PpWA(�q ��of W ASH,CF Q � o I ' Q O� T R I Fss/ A I MAY 012020 _4- 2' 8 3/4' 53'-7 5/8' 2'-3 5/8"I_ _I 8' CLEAR + - Design by: so'-o' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES D G e 5 No.Main SL, Ae A Afif"Nublom u p Ixu�'734-9700 191158 RIGID FRAME ELEVATION: FRAME LINES 5 do 10 ISSUE DESCRIPTION DATE DIRK CHK.DES. DESCRIPTION BUILDING SECTIONS 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC TEND USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET - SfL1fl.ftutLDfivcsuc CITY ST ZIP ARLINGTON, WASHINGTON wa xa: ":N T S .w. S- O xaca SPLICE BOLT TABLE MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Oty Mork Weight Length Stort d Thick L rh W x Thk x len th W x Thk x Length Mark T Bot Int Type Dia Length RF5-1 338 21-2 3/8 7.0 7.0 0.188 4—!0" 6 x 1 4 x 19-1 5/8 6 x 1/4- x 18'-5 15/16" SP-1 4 0 0 A325 0.625 1.75 7.0/7.0 0.188 7'-3 1/4" 6 x 1/4' x 2'-0" 6 x 1/4 x 2'-0' SP-2 4 4 8 A325 0.875 3.00 7.0/ 7.0 0.188 9'-11" 6 x 1/4" x 1-3 5)16" RF5-2 1580 28'-10 13/16 8.0/30.0 0.250 8'-11 1/8" 8 x 3/8' x 20-0 8 x 3/8* x 9',1 5/16"" 30.0/41.9 0.250 9'-11" 8 z 3/8 x 8-9 11/16' 8 z 3/8" x 18-0 7/16 FLANGE BRACES: Both Sides U.N. 41.9/49.1 0.250 6'-0 1/4" 8 z 3/8 x 2-0 ( � 49.1/53.9 0.250 4'-0' FBxxA(1): xx=length(in) RF5-3 1632 29'-4" 53.9/43.5 0.250 9'-11' 8 x 3/8' z 20'-0" 8 x 3/8' x 18'-0 3/16" A - FD2x3/16 43.5/37.2 0,250 6'-0 1/4' 8 x 3/8' x 9'-11 1/4' 8 x 3/8' x 2'-0' 37,2/33.0 0.250 4'-0' 8 x 3/8 x 9 7/16 8 x 3/8 x 7'-8 11/16' 33.0/ 7.6 0.250 7'-5 1/4" 7.6 9.4 0.250 l'-10 5 16" 1'-6' 4'-11 2" s 11 @ 4'-6 5 8' 26 Gm 1Ht S FR48A 1) - - � — 4'-51316' (M81) STUB — — — F836.3A I 6 COLUMN — — — i �S JK-1 RF5-3 M RF5-2 cV CL N i0 35 1 NOTE: SEE DETAIL 27 SHEET S-23 a� FOR SPLICES AT TAPERED JACK BEAM. co M + l.fl7 U7 I N N U � I OWALILl ZF W A S1 0 � o _I � I � I L MAY 012020 71/z"u a' Design by: MOUNTAIN VIEW 60'-0' OUT-TO-OUT OF STEEL ENGINEERING SERVICES - W No.Ydn SL.SWU A UK JOB MOM Utah 0 G 2';�8,7 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES, DESCRIPTION BUILDING SECTION RIOD FRAME ELEVAION' FRAME LINE 8 1 FOR PERMIT -2-20 T W - A SMILM ENDTOUMER SER HCI STEEL BUILDING, INC. • JOB NAME HCI SHOP / OFFICE BUILDING STREET CITY ST ZIP ARLINGTON. WASHINGTON "� we"u: sc¢a: N T S xu. S-1 1 P" 1 SPLICE BOLT TABLE a T Web DeDth ft Plate Outside Flange Ins'InsWe Flange Oty Mark Weight Length idc Len th W x%x Len th W x Thk x Length Mark T Bot Int T e Dia Length Pf3-1 652 21-2 3 8 13.0 16.I 0,188 4- 6 x 1/4' x 1 -1 5 8 6 x 3 8 x 9-7 1 4 16.1/21.7 0.188 7'-4 5/8' 6 x 1/4:x 2'-0' 6 x 1/2'x 8'-8 5/8' SP-1 4 4 4 A325 0.750 2.25 213/27.0 0.188 9'-11' 6 x 1/4 x 2-8 5/16' SP-2 4 4 2 A325 0.750 2.00 RF3-2 804 27'-5 7/8' 32.0/10.0 0,250 7'-4 3/4' 6 x 1/4, x 7-0 3/4 6 x 3/8'x 7'-7 3/8' 10.0/17.9 0,188 9'-11' 6 x 3/8. x 18'4 6 x 1/4'x 18-0 1/2' 17.9/22.8 0.188 6'-1' 6 x 3/8"x 2'-0' 6 x 1/4'x 2'-0' FLANGE BRACES: Both S'ide4U.N.) 22.8/26.0 0188 4'-0' FBxxA(1 : xx-len th in RF3-3 810 26'-3 1/I6' 26.0/21.5 0.188 9'-11' 6 x 3/8' x 10'-3' 6 x 1/4'x 18'-0 1/8' �) 9 � ) 21.5/18.8 0.188 6'-1' 6 x 1/4' x 15-10 15/16' 6 x 1/4'x 2'-0' A - 2x3/16 18.8/17.0 0,188 4'-0' 6 x 1/4 x 6-4 13/16' 17.0/38.0 0.250 6'-11516' R73-4 854 26'-1 1/16' 35.5/32.0 0,188 3'-9 1 81 6 x 1/4'x 3'-7 15 16' 6 x 1/2:x 7'-8 7/8' 32.0/23.5 0.188 9'-11' 6 x 1/4:x 6'-0 1/4 6 x 3/8 x 14-6 15/16 23.5/16.4 0.188 8'-4 1/8' 6 x 1/4 x 20-0 16.413.0 0,188 4'-0" 1 2' �1 12 II ®4'-658' 26GmHM F847A I) 9z FB36,8A 1) _ sz 4'-5 13 16' FB36.3A 1) s — -- - — F843.3A 1 RF3-3A — — i RF3-2A Ss o s 7 N D a _ ILI N to N W \ L N iV 2 J N + ¢ M N CIO� OWACC �a ��PoF w AS y�cF `° I �A i+x ~ t SS/ AMEN I MAY 012020 8' 12'-8 3/4' 53'-7 1/2' 2'-3 3/4' I 8' CLEAR + - Design by: 60'-0" OUT-TO-OUT OF STEEL MOUNTAIN VIEW 7 ENGINEERING SERVICES D G 345 No.Noin St,Sub A mw JOB Nuusm: am-c'';�y7 191158 ISSUE DESCRIPTION DATE DR CHK. DES. DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINE 11 1 FOR PERMIT 1-2-20 T.W.. AS CUSTOMER HCI STEEL BUILDING, INC END USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET - StFEt.tunt.DINCSu.0 CITY ST ZIP ARLINGTON, WASHINGTON c - wN NO: N T S xu. 5 2 euia SPLICE BOLT TABLE MEMBER TABLE Web Depth Web Ixiote Outside Flange hside Flange Oty Mark Weiflt terl9th Start d Thick Len th W x Thk x Length W x Thk x Length Mark T Bot Int T Dia Length KF2-1 1002 21-2 1/2 0. 0 0.250 4-U- 8 x 8 x 10'-7 1/2- 8 x 3/8'x 10'-7 1/2 SP-1 8 8 0 A325 0.875 3.50 20.0/20.0 0.250 7'-4 3/16' 8 x 1/2" x 10'-6' 8 x 1/2'x 8'-2' SP-2 4 4 2 A325 0.875 2.50 20.0/20.0 0.250 9'-11' 8 x 1/2 x 2-4 9/16' RF2-2 1421 27'-9 3/4' 22.0/22.0 0.250 9'-11' 8 x 1/2' x 20'-0' 8 x 1/2'x 20'-0" SUPPORTAM 22.0/22.0 0.250 9'-11' 8 x 1/2' x 7'-8 1/8' 8 x 1/2'x 7'-10' 010 I ON T -' Length 22.0/22.0 0.250 8'-0' Si 1 4 A325 0.625 1.15 RF2-3 1399 27'-5 9/16' 22.0/22.0 0.250 9'-11' 8 x 1/2'x 20'-0' 8 x 1/2'x 20'-0' S2 3 A325 0.750 1.75 22.0/22.0 0.250 9'-11' 8 x 1/2 x 7-3 7/8' 8 x 1/2 x 7-2' 22.0/22.0 0,250 7'-5 7/8' RF2-4 1438 26'-1 3/16' 20.0/20.0 0.375 9'-11' 8 x 1/2'x 2':4 9/16' 8 x 1/2'x 12'-9 1/16' 'LANAGcEA(B)RACES. Both Sldes(U.N.) 20.0/20.0 0.375 9'-11' 8 x 1/2 x 15-4 5/8 8 x 3%8'x 16-7 1/2' v en9th(n) 20.0/20.0 0.375 6'-2 1 8' 8 x 3 8,x 10-7 1/2' A-E IL: 6 BEAW TABLE 1114 Part en th MC-1 15X12 10-7 I'-6. 4'-I1 2' MB-4 W14X26 7'-2"1 MB-5 Will 4X30 19'-2' MB-6 WI4X26 17'-218' 12 e 11 0 4'-6 5 8' 26 Gm in F840A(1) lz S2 FB40A1 4-51316' - - - _ — _ - - - - — FB40A 1 ^ �I RF2-2 N I � I o Of In M I W I �p N U iD I O I N I 14 I Vj L` in Dc" MB-6 MB-5 MB-4 S1 S2 s2 O W A C 5Z S2 St l PF AS _ � ��o w A �(n co WN Gom o I � m O � m oo •- � I I M � I o�5 � 17-1 m .r A \ o Fs8/0 LNG 8" I MAY 012020 55'-2' 8' 20'-0' CLEAR 0+ 20'-0' Design by: MOUNTAIN VIEW E 60'-0' OUT-TO-OUT OF `;TEFL F ENGINEERING SERVICES 345 No.Main St,SAG A M4E JOB NUMM1.6 Ut&am p = -73",17W 191158 ISSUE DESCRIPTION DATE I DIRK CHK.DES.1 DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME UNE 12 1 FOR PERMIT 1-2-20 T.W. - AS. END USER CUSTOMER HCI STEEL BUILDING, INC. jJO!jB NAHCI SHOP / OFFICE BUILDING STEELBUIIDINGHuc ARLINGTON. WASHINGTON loe xu .c m -13 NTS, 5 ���1 SPLICE BOLT TABLE WNBER TABLE qty Web Death Web Plate OuLide nonge Ins ide Mork T Bot Int T DW Length Mak t Length S Thick lh x en SP-1 8 8 0 A325 0.875 3.50 RF1-1 997 21-2 1 20.0 20.0 0�250 4- 8 x 3 8 x 1 -7 1 2 82 SP-2 4 4 2 A325 0.815 2.50 20.0/20.0 0.250 7'-4 3/16' 8 x I/2" x 10'-6' 8 20.0/20,0 0.250 9'-11' 8 x 1/2 x 2-4 9/16' STIPPORT BEAM BIT TABLE RF1-2 1426 27'-9 3/4' 22.0/22.0 0.250 9'-11' 8 x 1/2' x 20'-0" 8 x 1/2'x 20'-0' ID T o Da Len th 22.0/22.0 0.250 9'-11' 8 x 1/2 x 7'-8 1/8' 8 x 1/2'x 7'-10" St 4 A325 0.625 1.7 22.0/22.0 0.250 8'-0' RFi-3 1401 27'-5 9/16' 22.0/22.0 0.250 9'-11' 8 x 1/2' x 20'-0' 8 x 1/2'x 20'-0' 22.0/22.0 0,250 9'-11' 8 x 1/2 x 7-3 7/8' 8 x 1/2 x 7-2' 'q�7LNIGE BRACES: Both Sides(U.N.) 22.0/22.0 0.250 7'-5 7/8' FB 1}. -length(in) RF1-4 1432 26'-1 3/16" 20.0/20.0 0.375 9'-11" 8 x 1/2' x 2'-4 9/16' 8 x 1/2'x 12'-9 1/16' A-FB2x3/16 20.0/20.0 0.375 9'-11" 8 x 1/2:x 15-4 55/8: 8 x 33/8'x 10'-7 1/2' 020. 0.375 6'- 16' 8x38 x10-712 BEAM TABLE 4'-1 1 2' M8-1 WI 2X30 1?'-6 7/8- MB-2 W1200 19'-11 /4' MB-3 W12X40 17'-7' Q1" 12 11 11 ®4'-658" 25GaHM — 4'-5 13 16' I F840A 1 F640A 1 t1 1� - RF1-3P, — N 34T RFl-2 EE II II OE I I I I N I 17-1 � I II II II II II I � I MO-3 MB-2 ME-1 0 t0 M N I Q,�PoF wA SygCF — rj co m m m O �0_ m 0 m I ^ 0 II — i II A u LJ MAY 012020 J e. 8' I 1'-9' 55'-2' CLEAR + - Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES p G 345 No Your St.Soto A wr"Axweex ,3s�''�9� 191158 ISSUE DESCRIPTION DATE DIRK CHK. DES, DESCRIPTION BUILDING SECTION RIGID FRAME ELEVATION: FRAME LINE 13 1 FOR PERVIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDING, INC END USER - JOB NAME HCI SHOP / OFFICE BUILDING STREET S�T E E L It 1A M1 11 1 IN,G S u cSTEE L ItUN.fN NGS u.c CITY ST ZIP ARLINGTON, WASHINGTON "� N T S no. 5-14 �1 SPLICE PLATE do BOLT TABLE MEWER TPBIE Web Death Web date Outside Flange Inside Range Qty dark Weight Length Start/End Thick I Len th W x Thk x Len th W x Thk x Len lh Mork Tap Bot Int Type Dio Length Vdth Thick Length RF2-100 692 23-9 1 8 20.0 20.0 0.156 4-U 13/18 6 x 3 8 x 20'-0 8. 6 x 1/2' x 19'-2 1/2" SP-1 4 4 4 A325 0.750 2.50 6" 3/4" 3'-0 1/2- 20.0/20.0 0.188 9'-11' 6 x 1/4' x i-8 7%6" 6 x 1/2" x 2'-0" SP-2 4 4 2 A325 0.625 2.00 6' 1/2" 2'-5 1/4 RF2-101 798 28'-4 1/16' 28.0/21.0 0,188 8'-5 1/8' 6 x 1/4' x 20'-0' 6 x 3/81' x 8'-5 3/8'" 21.0121.0 0.188 9'-11' 6 x 1/4 x 8'-2 3/4' 6 x 1/4 x 19-10 1/4 21.0/21.0 0.188 6'-1' OFLANGE BRACES: Both Sides(U.N.) Ell CAP 21.0 21.0 0.188 4'-0' FBxll): xx=length(in) A - 2x3/16 1'-0 11 16" 1'-0 11 16" 26 Gm HM ',6 6 0 4'-1 7 8' 1" 6 (� 4'-1 7 8' 12 12 4'-1 3 16 FB38.5A 1 FB38.5A(1) F838.5A 1 FB41.8A1 ,s RF2-101 `i RF2-101 a V) N N i tD i 7 0 54'-0" Crane Span Lq I �n Q M { co M � iD D EE CC c�C Lo N ,� P� Wq��� �o - o W A s `� Cam, af Q � o -O`o c A E ss/o 60 I N, MAY 012020 11'_8 7 8' 56'-6 1 4" 1'-8 7 8' CLEAR + - Design by: 60'-0' OUT-TO-OUT OF STEEL MOUNTAIN VIEW ENGINEERING SERVICES 10 4 J45 No.MaF1 St,Suit A NYE JOB lNA6Fh RIGID FRAME ELEVATION: FRAME LINE B C ',�87 41' SM 191158 ISSUE DESCRIPTION DATE DRN- CHK. DES, DESCRIPTION BUILDING SECTIONS 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-1-20 TW A.S END USER �I � JOB NAME HCI SHOP / OFFICE BUILDING STREET sTee 13UILDINGSu CITY ST ZIP ARLINGTON, WASHINGTON .""o eovF: N T S oxc"�: S-15 Inwv� SPLICE PLATE do BOLT TABLE MEMBER TEE Web Death Web ate Outside Flange Inside Flongc Mark Weight Length Start/End Thick Len th W x Thk x len th W x Thk x Length QtY RFI-100 164 23-978 20.020.0 0.188 4- 1316 6xl 4 x2 -0 6x38 xl -312 Mark T Bot Int T e Dia Length Vdth Thick Length 20.0/20.0 0.188 9'-11" 6 x 1/4' x 3'-9 1/8' 6 x 3/8' x 2'-0' SP-1 4 4 2 A325 0.625 2.00 6" 1/2" 2'-11 1 2" 20.0/20.0 0.188 9'-11" 6 x 1/4;x 1'8 5/16' SP-2 4 4 2 A325 0.625 1.75 6" 3/8 2-4 1 f 4' RF1-101 731 28'-4 7/16" 27.0/20.0 0.188 8'-5 13/16" 6 x 1/4, x 20-0 6 z 1/4'x 8'-6" 20.0/20.0 0.188 9'-11" 6 x 1/4 x 8-3 1/2' 6 x 1/4 x 19-10 5/16" 20.0/20.0 0.188 6'4 OFLANGE BRACES: Both SidU.N. 20.0/20.0 0.188 4'-0" ) RF1-102 764 23'-9 7/8' 20.0/20.0 0.188 9'-11" 6 x 1/4' z 1'-8 5/16' 6 x 3/8' x 2'-0" FBxxA(1): xx=Iength(in) 20.0/20.0 0.188 9'-11" 6 x 1/4' x S-9 1/8- 6 x 3/8' x 19'-3 1/2" A - 2x3/16 MIZ GP 20.0/20.0 0.188 4'-0 13 16" 1 6 x 14' x 20'-0' 1'-01116" 1'-011 16" 26 Ca 1 6 ® 4'-1 1 8" 6 0 -1 7 8" HHR 12 4' " 12 4'-1 3 16" FB37.BA I FB37.8A(1) 4'-1 3 16" FB31.8A 1) FB31.8A 1) N RFI-101 a RFI-101 N II II (O 54'-0" Crane Span I I N 6 � II II II II II II t` II I II m �I N _ d O ¢ tD P WAS q ZII bo W AS 0 o III III ti 610 ^ I I I CIO Z ae co II II S/ A II II I' u u MAY 01 2020 �1'-8 5 8" 56'-6 3 4' 1'-8 5 8' CLEAR + - Design by: MOUNTAIN VIEW 60'-0" OUT-TO-OUT OF STEEL ENGINEERING SERVICES 10 4345 No. "am 191158 RIGID FRAME EL.EVA110N: FRAME LINE A D ISSUE DESCRIPTION DATE DIRK CHK.DES. DESCRIPT0N BUILDING SECTION 1 FOR PERMIT 1-2-20 TW A.S CUSTOMER HCI STEEL BUILDING, INC 2 REVISED FOR CRANE 5-1-20 T W ASW—B1111.1111 END USER JOB NAME HCI SHOP / OFFICE BUILDING STREET CITY ST ZIP ARLINGTON, WASHINGTON E�nu. .ae na scaE:NTS "`" S—1 6 �2 1 210'-0" OUT-TO-OUT OF STEEL 13 18S-0' 2 3 5 8 10 11 12 12 13 Ears 2T-0' 26'-0" 26'-0" 26'-0" _26'_-0* 26'-0" 26'-0" 2T-O" 21'--0' 0 17'-2' ' I (2)ROWS OF 11'xti'x�' HORIZONTAL BRIDGING SEE DETAIL 55 SHEET S-26. 0 GoT RF3-4 — — — —RF3-4 RF4-4- — - RF4T-4 RF3-4 RF2-4 53 RF1-4 D 1'-5 1/2" D W I1 I I I I I YB-8 o I � p N O P i 17 CD ® co N 7 3 4' � 5 1 4" N E W VC-1O E 4'-O' CD E o I ; o O I I � OI � M G O o O N 51 T- 57 I o I b r lb "v, I- W = o - cV O 0 w�i YG-1 p FCD CD ® o F o oe I 54 =—YJ-21T1D) ! 1 c o 0 a, - 0 0 PIT - - - - - - - - - — — � 7 RF1-1 a,� — 00 RF3-1 RFJ 1 RF4-1 RF5-1 RF4-1 RF3-1 RF2-1 5 N 67 � 4'CONCRETE ON (3)ROWS OF 1('x1)'xj'HORIZONTAL TOP OF B-DECK BRIDONC SEE DETAIL 56 SHEET 5-26. 4 FLOOR SHEETING 27*4 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 26'-0' 27'-0" PW& 22 G4 B22 1 2 3 5 8 10 11 12 13 MEMBER TABLE MARK PART DECK ATTACHMENT MB-1 W12X30 DECK TYPE I SEAM ATTACHMENT SUPPORT ATTACHMENT PERIMETER ATTACHMENT MB-2 W12X40 ISE 1)' 22 CA TYPE USE 12-14x1' TEK USE I2-24xb' TEK 4.5 In Em FLOOR FRAMING do JOISTS MB-3 W12X40 YPE B INTERLOCKIN 2 SCREWS 0 24' SCREWS (TYP.) USE (4) 0 USE 12-24j"TEK 4.5 MB-4 W14X26 OR NESTABLE FLOOR O.C. EACH SUPPORT IN FIELD SCREWS 0 6' O.C. ND 0 MB-5 W14X30 DECK SE (ALLPANELENDLA ND _ MB-6 W1026 MB-7 W1022 - MB-8 W1022 4 36/4 PATTERN MB-9 W12X14 IN REED MB-10 W12X19 W A MC-1 T5X12 36/7 PATTERN Q,0 MJ-1 20K4 �� pF W A Sy �' MJ-2 200 AND PANEL ENDS MJ-3 20K4 Q J, MJ-4 12K1 ti o to z Design by: MOUNTAIN EW ENGINEERING SERVICES 145 No.Yti SL,Sum A me J09 IAAIBEIh. `sS/O A L E� PR (4Wtyn)'7`34-97sm 191158 ISSUE DESCRIPTION DATE URN. CHK, DES. DESCRIPTION MEZZANINE FRAMING PLAN MAY 01 2020 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDING, INC. 2 REVISED FOR PERMIT 1-3-20 T W A S END USER JOB NAME HCI SHOP / OFFICE BUILDING 'STREET fls-lcet.BUILDINGS a CITY ST ZIP ARLINGTON, WASHINGTON u -o NTS S-11 I (12) J"O AT 2j" GA. A325 BOLTS x6"xREQUIRED (12) J"0 AT 2j" WITH NUTS GA. A325 BOLTS 1/4 N CAP PLATE WITH NUTS 1/4 J"x6"xREQUIRED CAP PLATE J"x8"0"� 3/16 STIFFENER 3/16 � 3/16 1/4 1/4 TAPERED 3/16 TAPERED =r RAFTER 3/16 3/16 J"x8"x4" COLUMN 3/16 STIFFENER 1/4 rn 3/16 _ 3/16 3/ 66 1/4 1/4 3/16 TAPERED 3/16 TAPERED RAFTER COLUMN J"x2j"xREQUIRED STIFFENER BOTH SIDES 3/16 3/16 1/4 3/16 1/4 1/4 —\\e 3/16 1/4 j"x2j"xREQUIRED `* 3/16 STIFFENER BOTH ` J"x2j"xREQUIRED 3/16 SIDES I— STIFFENER BOTH SIDES N 3/16 V 3/161 3/16 3/16 (2) J"x6"xREQUIRED 0 3/16 3/16 (2) e"x6"xREQUIRED END PLATE END PLATE 3/16 3/16 HAUNCH CONNECTION DETAIL HAUNCH �Q.Q�NNECT.110N DETAIL AT GRID LINES 2, 3, 5, 10, & 11 '"_''-°" AT GRID LIS 2, , 5, 10, & 11 (2) J"x6"xREQUIRED J" STIFFENERS (TYP.) END PLATE 4w PpWALI W A Sy�,LcF (10) J"0 AT 2j" GA. A325 BOLTS 3/16 3/i6 WITH NUTS (P CIZ TAPERED RAFTER r,W TAPERED � R \ Design by. RAFTER F�'S MOUNTAIN VIEW ENGINEERING SERVICES 1/4 MAY 012020 M*Utah84 A mw�� as('iiti9 191158 N 3/16 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS 1 FOR PERMIT 1-2-20 T W AS CUSTOMER HCI STEEL BUILDINGS, INC END USER JOB NAME HCI SHOP /OFFICE BUILDING n SPLICE CONNECTION DETAIL STEEL BUILDINGS u STREET GTY ST ZIP ARLINCTON, WASHINGTON k.. AT GRID LINES 2, 3, 5, 10, & 11 ", "" - CIS r F7 (4) 8"0 AT 4" GA. A325 _ BOLTS WITH NUT (12) b"O AT 5�" 3/16 GA. A325 BOLTS 3/16 N WITH NUTS '� "x8"x4" STIFFENER 10 " 3" IV 0 3/16 3/16 J"x8"xREQUIRED 3/16 1/4 CONNECTION PLATE TAPERED o 8"x6"xREQUIRED 3/16 RAFTER 1/4 CONNECTION PLATE TAPERED RAFTER 0 1/4 TAPERED �/ RAFTER J"x3"x3" CLIP W8x10 WITH A"0 HOLE o STUB H"4 BOLT WITH o � NUT AT EACH 5/16Z 1/4 2�" 3„ 3/16 END OF KICKER J"x6"xREQUIRED 3/16 d CONNECTION PLATE 44) 5/16 5/16 J"x8"xREQUIRED ��jFFENER (4) J"O AT 4" GA. TYP. AT BOTH A325 BOLTS WITH NUT f 3/16 STIFFENERS J"x4"xREQUIRED WITH SIDSPLICE CONNECTION DETAIL TAPER BorthED JACK K B of BEAM ko 2"x2"x�" KICKERN.T.S. AT GRID LINE 8 WITH M"0 HOLE 5/16 WITH (2) N"0 HOLES 5/16 _Z"*., I TAPERED I 2" /7Ij"x4"xREQUIRED WITH JACK BEAM 3/16 V (4) J"0 AT 4" GA. (3) J"0 HOLES QN.T.S. CONNECTION DETAIL NUTS BOLTS WITH AT GRID LINE 8 N I M 1/4 TAPERED TAPERED 4 JACK BEAM LI RAFTER J"xSTIF ENER f PO wA StigcF 3 Q� �cA 3/16 (3) d"O A325 co Design by. 3/16711 l� BOLTS WITH NUT MOUNTAIN VIEW 3/16 ENGINEERING SERVICES (2) �"x8"xREQUIRED END PLATE BUILT-UP I� 1/4 �� J/S Na Mdn SL,Sulu A HIE,pB MLIHI! COLUMN TAPERED iC`� erg G°,Utah aam COLUMN RA vn�e(as(�Jr-amo 191158 3/16 3/16 SSI \v ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTIDN ERECTION DETAILS FOR PERMIT I-2-20 T'N A S CUSTOMER HCI STEEL BUILDINGS, INC. MAY 012020 END USER 6 HAUNCH CONNECTION DETAIL JACK BEAM TO COLUMN STREET ME HCI SHOP / OFFICE BUILDING AT GRID LINE 8 AT GRID LINE 8 M� CITYSTZIP 1"=i'-0" ARLINGTON, WASHINGTON t.15 (16) J"0 AT 51" GA. A325 BOLTS WITH NUTS STIFFENER (16) J"0 AT 51" 3/8 GA. A325 BOLTS M J"x8"xREQUIREp " STIFFENER WITH NUTS AP xREQUIRED CAP PLATE � f CAP PLATE ^� M / 1 3 16 M "x8"x4m" ,4 7/ 6 STIFFENER 3/16 7:V TAPERED 3/8 3/16RAFTER 1/4 1/4 3/16 3/16 "x8"x4" 3/16 TAPERED 3/8 3 16 3/16 TAPERED STIFFENER COLUMN / / COLUMN 5/16 TAPERED 5/16 3/16 5/16 3/16 RAFTER 5/16 1/4 5/16 _ j"x4"xREQUIRED 5/16 3/16 STIFFENER BOTH 5/16 SIDES -\ `N J"x4"xREQUIRED = STIFFENER BOTH SIDES (2) 1%8"xREQUIRED END PLATE 3/16 3/16 3/16 (2) 1"x8"xREQUIRED 5/16/ END PLATE 3/16 1/4 Qwls. HAUNCH CONNECTION DETAIL n HAUNCH CONNECTIONDETAIL AT GRID LINE 12 N.T.S. AT GRID LINE 12 (2) j"x6"xREQUIRED " STIFFENERS (TV.) END PLATE POWAC�q W A S Q � � o (10) J"0 AT 51" �e GA. A325 BOLTS 3/16 3/16 WITH NUTS �,r �. R L Design by. TAPERED SS MOUNTAIN VIEW RAFTER TAPERED ENGINEERING SERVICES RAFTER MAY 012020 345 Na Man SL.Suits A UK.IMMAIHh 5/16 vn (4 s(';ai470Utah 0 191158 3/16 ISSUE DESCRIPTION DATE ORN. CHK. DES. DESCRIPTION CRECI!ON DETAILS 1 FOR PERMIT 1-2-20 ' A S CUSTOMER HCI STEEL BUILDINGS. INC. iv END USER - JOB NAME 110 SHOP OFFICE BUILDING SPLICE CONNECTION DETAIL STREET - sI r!!-BUILDINGS ua pTy ST ZIP AKUNCTON. WASHINGTON &N.T.S. AT GRID LINE 12 xts - �' (16) d"O AT 51" GA. A325 BOLTS WITH NUTS " STIFFENER 7/16 `� GA. A325ABOLTS J"x8"xREQUIRED " STIFFENER WITH NUTS CAP PLATE N "x8"xREQUIRED CAP PLATE "� �o M 3/16 7/16 M J"x8"x4M 7/16 � STIFFENER 3/16 TAPERED � 3/16 RAFTER Ni 3/16 3/8 M 1/4 3/16 J"x8"x4" 3/16 3/16 TAPERED STIFFENER TAPERED 1/4 3/16 COLUMN COLUMN 5/16 —x 5/16� 3/16 5/16 \ 3/16 TAPERED RAFTER 5/16 i" 3/8 "x4"xREQUIRED �1/4 `"' A STIFFENER BOTH5/16 3/16SIDESJ"x4"xREQUIRED STIFFENER BOTH SIDES(2) 1"x8"xREQUI END PL 3/8 3/16 3/i 6 3/16 END 1 PLATE EQUIRED 3/16[x 1/4 n HAUNCH CONNECTION DETAIL n HAUNCH CONNECTION DETAIL N.r.s. AT GRID LINE 13 Nrs AT GRID LINE 13 (2) J"x8"xREQUIRED " STIFFENERS (TYP.) END PLATE o \NAL� W A Sy961 cn - (10) J"0 AT 51" e GA. A325 BOLTS 3/16 3/16 �Qz WITH NUTS y. TAPERED ; / R Design b MOUNTAIN EW RAFTER TAPERED A ENGINEERING SERVICES RAFTER MAY 012020 M F^Mov,St,su,l•A mw"MAM 5/16 Pnwo 4C315 u��e 191158 3/16 ISSUEJ DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS iv1 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDINGS, INC. END USER - SPLICE CONNECTION DETAIL _ "BUILDINGS JOB TR NAME HCI SHOP / OFFICE BUILDING STREET N.T.S. AT GRID LINE 13 PS�TEEICITY ST ZIP ARLINGTON, WASHINGTON NTS 5-71 �1 NOTE: CUT � x4" GROVE J"x6"xREQUIRED WITH II 4" J"x5j"xREQUIRED IJ"x6"xREQUIRED WITH AT TOP AND BOTTOM I (2) �"O HOLES J"x6"xREQUIRED WITH WITH (3) "0 HOLES (4) "0 HOLES OF (ST-1) CENTERED TO RECEIVE OVERSIZED (4) �"0 HOLES CONNECTION PLATE. I 5 3/16 Lo 14" WF O I M 14" WF I (4) J"0 AT 1 BEAM (4) 0 AT 4" BEAM tl/4 BEAM a 4" GA. A325 = GA. A325 BOLTS (ST-1) T5x12 3/16WITH NUT 1BEA 3/16 BOLTS WITH _ STRUTNUTJ"x6"xREQUIRED WITH J"O A325 (2) 7 HOLES BUILT-UPTS WITH NUT COLUMN (2) J"0 A325 BUILT-UP (MC-1) T5x12 I I COLUMN I BOLTS WITH NUT II COLUMN COLUMN 3/16 SINGLE PLATE SHEAR TAB DETAIL BEAM TO COLUMN CONNECTION ( I b l STRUT TO COLUMN CONNECTION l l / ) BEAM TO COLUMN CONNECTION (2) J"x6 xR QUIRED PLATE (12) J"O AT 2j" GA. x8"xREQUIRED IJ"x8"xREQUIRED WITH A325 BOLTS WITH NUTS CAP PLATE " STIFFENERS (4) 4"0 HOLES 5/16 � (2) j"x6"xREQUIRED �, END PLATE 5/16 -x° 3/16 3/16 (4) J"0 AT 4" 3/16 °O J"x2j" STIFFENER (10) J"O AT 2j" 0O 3/16 GA. A325 BOLTS 12" WF 1/4 i4/4 BOTH SIDES GA. A325 BOLTS WITH NUT BEAM 3/16 °O WITH NUTS o0 1/4 00 1/4 1/4 TA PE TAPERED BUILT-UP II RAFTER N 3/16 J"x2j" STIFFENER TAPERED TAPEREN COLUMN I 3/16 1/4 BOTH SIDES RAFTER RAFTERD II BUILT-UP STIFFENERS 3/16 1/4 COLUMN 18 BEAM TO COLUMN CONNECTION 1 g HAUNCH CONNECTION DETAIL RIDGE CONNECTION DETAIL AT GRID LINES B & C N.T.S. AT GRID LINES B & C (2) J"x6"xREQUIRED (10) J"O AT 2j" GA. 3/16 END PLATE A325 BOLTS WITH NUTS " STIFFENERS (2) "x6"xREQUIRED � Po�w AS ygC�, nl i"x6"xREQUIRED END PLATE N 3/16 CAP PLATE 3/16 0 (10) J"0 AT 2j" 3/16 3/16� GA. A325 BOLTS BUILT—UP WITH NUTS 3/16 0 �A 5781 3/16 1/4 COLUMN 9��Fss ��� Design by. 1/4 V MOUNTAIN VIEW zz TAPERED ENGINEERING SERVICES MAY 01 2020 W*SL.Suits City.Utah RAFTER N „cam; ao � 191158 3/16 "x2 " STIFFENER TAPERED TAPERED 3/16 BOTH SIDES RAFTER RAFTER 1/4 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS " STIFFENERS 1 FOR PERMIT 1-2-20 T W A S CUSTOMER KA STEEL BUILDINGS, INC 3/16 1 1/4 2 REVISED FOR CRANE 5-1-20 T W A S ENO USER - ?1 HAUNCH CONNECTION DETAIL 22 RIDGE CONNECTION DETAIL JOB NAME DGI SHOP OFFICE BUILDING STREET N.T.S. AT GRID LINES A & D v".Ts. AT GRID LINES A & D aTFLLFSUrIINattiuc CITY ST ZIP ARLINGTON. WASHINGTON •. NTS S_22 2 8° 8 WF AFT RAFTER RAFTER OUTSIDE 3/16 SPLICE FLANGE (4) J"0 AT 21" WALL GIRT (4) 1" AT 2 ° GA. A-325 BOLTS 12-14x1i" TEK 2 SPLICE WEB "x4"xREQUIRED GA. A325 BOLTS 4" 2" d WITH NUTS TAPERED WITH NUT SCREW AT EACH GIRT WITH (4) AND AT TOP AND WEB RAFTER M"O HOLES BOTTOM OF WALL 3/16 AT FLANGE AND WEB "x6"xREQUIRED WITH II 3/16 LOCATIONS I SPLICE 3/16 II INSIDE (4) MO HOLES FLANGE 3/16 2"x24 GA. 8 WF 8„ WIF T STRAPPING COLUMN COLUMN QRAFTER TO COLUMN DETAIL l%41 RAFTER TO COLUMN DETAIL (�7l GIRT BRIDGING DETAIL TAPERED COLUMN/RAFTER .T.S. PJ.T S N.T.S. '" -°" SPLICE DETAIL 8 (8) J"O AT 3" GA. NOTE: CUT J"x4" GROVE j"x6"xREQUIRED WITH RAFTER NUTS BOLTS WITH AT TOP AND BOTTOM ( ) 4" OUTSIDE 5/16 SPLICE OF (ST-2) CENTERED 2 0 HOLES TO RECEIVE OVERSIZED FLANGE CONNECTION PLATE. 5 27 3/16 (4) J"O AT 21" J"x6"xREQUIRED GA. A325 BOLTS 4" 2 WITH (4) SPLICE WEB WITH NUTS TAPERED i "0 HOLES WEB JACK BEAM 3/16 t3/16 T) T4x9 3/16 .,SPLICE RAFT R" 8,. 6"xREQUIRED WITH INSIDE3/16 g yyF WIF "O HOLES FLANGE RAFTERCOLUMN "O A325 (2) IJ"x7"xREQUIRED S WITH NUT WITH (8) M"0 HOLES TAPERED RAFTER TAPERED JACK BEAM n28 RAFTER TO COLUMN DETAIL RIDGE CONNECTION DETAIL STRUT TO RAFTER CONNECTION SPLICE DETAIL '"_'-o° N.T.S. 1°=1'-O" �I COLUMN OR 12-14x11" TEK 2 Z PURLIN RAFTER (3 REQ'D EACH BRACE) ��p o\N A S yq�F II o 0 0 0 \ROD [), HILLSIDE WASHER UPLIFT 1� J 1 UPLIFT F Design by.BFLAT WASHER BRACE* 1 1 BRACE* `S`S� A MOUNTAIN VIEW 'o o ENGINEERING SERVICES NUT MAY 01 2020 30 M��,SLRe A YK OB MMBfTc "Ox1}" GR 5 B'''"'"G��,u�d.8102 191158 BOLT WITH NUT *NOTE: SEE FRAMING PLANS °haro has "'-9700 Fil FOR UPLIFT BRACE PIECE ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS WF RAFTER MARKS AND LOCATIONS 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDINGS, INC. 2 REVISED FOR CRANE 5-1-20 T W A S END USER - BRACE ROD TO WF COLUMN TO WF COLUMN UPLIFT BRACE TO Z PURLIN JOB NAME HCI SHOP /OFFICE BUILDING STREET 1 OR RAFTER 1 =1 —O" FS�2T.ElBu[LDINGsuc CITY ST ZIP ARLINGTON. WASHINGTON-TfnV "� ITS 5-232 -12-14x1}' TEK 2 12-14x1}" TEK 2 (8) j"Ox1}" GR 5 Z PURLIN (3 REQ'D EACH BRACE)1}" TEK 2 SCREW (3 REQ'D EACH BRACE) Z GIRT (3 REQ'D EACH BRACE) GIRT ZEE BOLT & NUT � (3 REQ'D �r PURLIN 0 d 0 0 0 0 0 0 o *NOTE: SEE FRAMING PLANS ® ® II FOR UPLIFT BRACE PIECE MARKS AND LOCATIONS 1 FLANGE- 1 FLANGE 1� 1 \—FLANGE NOTE: UPLIFT BRACE' * * : 1 BRACE 1 BRACE 1 1 BRACE LAP PURLINS BY o 'o NESTING SMALL *NOTE: SEE FRAMING FLANGE OF TOP j"0x1}" BOLT WITH PLANS FOR FLANGE �'Ox1}" GR 5 �'Ox1}" GR 5 PURLIN INTO NUT GR 5 BRACE PIECE MARKS BOLT WITH NUT BOLT WITH NUT *NOTE: SEE FRAMING PLANS LARGE FLANGE AND LOCATIONS FOR FLANGE BRACE PIECE OF BOTTOM WF RAFTER WF RAFTER WF RAFTER MARKS AND LOCATIONS PURLIN. INTERIOR RAFTER UPLIFT BRACE TO Z PURLIN 1.�41 FLANGE BRACE TO Z GIRT FLANGE BRACE TO Z GIRT Z PURLIN TO RAFTER (4) j"00}" GR-5 C JAMB —� BOLT & NUT BASE CEE (4) J"0x1}" GR 5 GIRT BOLT & NUT ® ® I o 0 ZEE PURLIN }; RAW- NAIL ® Z GIRT—/ 2'-0" O.C. WF COLUMN2 (4) j"0x1}" GR 5 CONCRETE WALL BOLT & NUT \—ENDWALL RAFTER OR FLOOR FRICTION CLIP ASSEMBLY (5 Z PURLIN TO RAFTER GIRT TO COLUMN 1.5y1 BASE ANGLE ATTACHMENT DETAIL 14U1 Z GIRT TO JAMB NOTE: FIELD LOCATE HOLES 9l-.=l'-O" ..=,.-oll 4","y IN JAMB. C JAMB W A<<q (4) j"0x1}" GR 5 (2) J"Ox14" GR 5 p0 BOLT WITH NUT BOLT WITH NUT Qj� �F W AS C'F C JAMB FRICTION CLIP J"0 ANCHOR (BY OTHERS) ASSEMBLY FRICTION CLIP / o ASSEMBLY `/' a C HEADER Design by. Fss� NAB- MOUNTAIN VIEW ENGINEERING SERVICES BASE CEE MAY 012020 315 Na W*St,Suns A nc JOB mwtR asp'i�97W 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS CONCRETE WALL 1 FOR PERMIT 1-2-20 T W A S. CUSTOMER HCI STEEL BUILDINGS, INC. OR FLOOR END USER - HEADER TO JAMB CONNECTION 14�1 JAMB TO FLOOR JOB HCI SHOP OFFICE BUILDING STEEL BUILDINGS CITY ST ZIP ARLINGTON, WASHINGTON OUTSET NOTE: FIELD LOCATE HOLES WALL IN HEADER. '§ BO)LT &1NUT R 5 GIRT (2) j"0x1j" GR 5 �l BOLT WITH NUT WALL GIRT (2) J"Ox14" GR 5 I WALL GIRT BOLT WITH NUT (8) j"0x1j" GR 5 � BOLT & NUT GIRT WF COLUMN C HEADER p (4) j"004" BOLT o 0 o 0 WITH NUT GR 5 _ o _ o o _ _ _o _ FRICTION CLIP FLUSH OF CORNER COLUMN ASSEMBLY WALL GIRT GIRT BRIDGE ONE / BASE GIRT PIECE MITER & BEND ANCH R BOLT & NU T 4) 12-14x14" C JAMB WF COLUI�N— (BY OTHERS) TEK 2 SCREW t4.51 CORNER COLUMN DETAIL 1441 JAMB TO HEADER CONNECTION @r=l'-o" GIRT TO COLUMN 14b1 FLUSH GIRT TO COLUMN ��'=i'-0" EAVE STRUT EAVE STRUT (4) �0x1j„ G4 0x1 GR-5 BOLTS R-5 BOLTS WITH NUT WITH NUT & WASHERS RAFTER RAFTER ® fa d" CRANE BEAM 3/16 \— 2"x2xj" CRANE BEAM r WF BRACE, LOCATE AS COLUMN SHOWN ON SHEET S-28 COLUMN COLUMN }"Ox1 j" GR. 5 BOLT WITH NUT 9l4/1 EAVE STRUT TO COLUMN SAVE STRUT TO ENDWALL COLUMN BEAM BRACE DETAIL 1"=1'-0" =r LIGHTWEIGHT —BRACE CABLE BEAM CONCRETE SLAB, OR BRACE ROD SLOPE PER PLANS 3/16 2-12 P� W A L q WAS` C JOIST — Z OR C GIRT o f "' _ 4"x3"xj" 4" 1 j" 22 GA.CONTINUOUS y EDGE ANGLE COMPOSITE B—DECKWF EAMR \ Design by. PER PLANFss/ p� MOUNTAIN VIEW ENGINEERING SERVICES DECK EDGE ANGLE DETAIL MAY 012020 345 Na Mah SL,Sulh A uw X8 M&IM FIELD LOCATE HOLE 1"=1'-0" erlgham clt,Utah e4Dm FOR BRACING Nw.(435)734-e70o 191158 N.S. ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS F.S. 1 FOR PERMIT 1-2-20 T W A S CUSTOMER HCI STEEL BUILDINGS, INC. 1/8 2 REVISED FOR CRANE 5-1-20 T W A.S I-ND USER - JO (:�l)) BRACING THROUGH GIRT JOIST TO BEAM CONNECTIONTREETME HCI SHOP /OFFICE BUILDING pTT—E--ELB—UlLDlNGSuc CITY ST ZIP ARLINGTON, WASHINGTON Coe eo xa. '; Ni5 5-25 2 OPEN WEB 14" WF STEEL JOISTS JOIST SPAN BEAM (3) J"0 A325 BOLTS WITH NUT EQUAL EQUAL EQUAL O A"0x2" SLOTS IN JOIST SEATS 12" WF BEAM COPE BEAM AS J"x4"x8j" KNIFE — (2) ""0 BOLTS AT REQUIRED PLATE ONE SIDE WITH EACH JOIST SEAT (3) �"O HOLES EACH GAGE X INDICATES LOCATION OF 1 jx$4 ANGLE JOIST BRIDGING. WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE WF BEA, BEAM TO BEAM CONNECTION 54 BOLTED JOIST TO BEAM CONNECTION. & JOIST BRIDGING LAYOUT JOIST SPAN 4"x3"x}" ANGLE NOTE: FIELD LOCATE AND DRILL HOLES IN HEADER AND JAMB. EQUAL EQUAL EQUAL EQUAL 1/4 2-24 B-DECK • C HEADER (4) j"Ox1}" BOLT WITH NUT GR 5 JCt X INDICATES LOCATION OF 1 jx$64 ANGLE JOIST BRIDGING. WELD BRIDGING AT ALL CONTACT POINTS, LAP 3" AT SPLICE WF BEAM C JAMB JOIST BRIDGING LAYOUT PERIMETER ANGLE ATTACHMENT CRIPPLE TO ZEE GIRT DETAIL DETAIL 9,,,=1-0 EAVE STRUT (4) j"0x1 J" (4) j"0 GGR-5NBU WITH BOLTS OLTS N W A NTHTH NUT ® WF RAFTER ® Qj�OF W A Sys C� RAFTER o � z SAVE STRUT ��css�o A E Design MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 COLUMN xs Na Yon St.S8 A nc m Mrax v Mi)73*-9700 191158 / ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS WF COLUMN—/ 1 FOR PERMIT 1-2-20 T W - A S CUSTOMER HCI STEEL BUILDINGS, INC END USER (7yl EAVE STRUT TO ENDWALL COLUMN EAVE STRUT TO INTERIOR COLUMN TO INTERIOR COLUMN 4 STREETME HCI SHOP j OFFICE BUILDING STEELBUILDINGBuc CITY ST ZIP ARLINGTON, WASHINGTON I7Z�-`. ", NTS [,.., 5 2s (4) J"Ox14" (4) J"0x1j" (4) J"0x1j" (4) J"0x1j" GR-5 BOLTS GR-5 BOLTS GR-5 BOLTS GR-5 BOLTS WITH NUT & WITH NUT WITH NUT WITH NUT & WASHERS WASHERS RAFTER RAFTER RAFTER RAFTER HIGH EAVE\ HIGH EAVE EAVE STRUT EAVE STRUT STRUT STRUT COLUMN COLUMN COLUMN COLUMN—� '- ( b l l EAVE STRUT TO INTERIOR COLUMN EAVE STRUT TO COLUMN EAVE STRUT TO COLUMN EAVE STRUT TO INTERIOR COLUMN (4) J"Ox1J" HIGH EAVE TAPERED RAFTER GR-5 BOLTS STRUT (4) 0x1} W8x10 STUB NTH WITH NUT GR-5 BOLTS IJ"x6"xREQUIRED WITH WITH NUT (4) A"O HOLES (2) J"x4"xREQUIRED END PLATES WF RAFTER � RAFTER 12" WF u� BEAM (4) J"0 AT � 4" GA. A325 HIGH EAVE f' 3/16 BOLTS WITH cr STRUT NUT W8X15 COLUMN BUILT-UP COLUMN �' COLUMN (8) J"0 AT 2j" GA. A325 BOLT WITH NUT WF COLUMN� lb:7) EAVE STRUT TO INTERIOR COLUMN lbbl EAVE STRUT TO ENDWALL COLUMN lb /1 BEAM TO COLUMN CONNECTION &N.T.S. COLUMN TO RAFTER q) W AS �A CIO `p e R Design by. s� A MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 345 Nm Mob St,Sun.A Y4F doe mmmm s(';i4�emo 191158 M2REVISED N DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS T 1-2-20 T.W - A.S.MBUILWING.S CUSTOMER HCI STEEL BUILDINGS, INC. OR CRANE 5-1-20 TW. - A.S. END USER - JOB NAME HCl SHOP / OFFICE BUILDING STREET CITY ST 21P I ARLINGTON, WASHINGTON NS.S 5-." CRANE 3'-0„ CRANE 3'-0" C10x15.3 C10x15.3 "0x1�" J"0x1I" BOLTS BOLTS AT— - - - - - - __TA AT- - - - - - - - - __TA h TOP OF CRANE BEAM h TOP OF CRANE BEAM `r ELEV. 118'-0" L6VELq EV. 118'-0� j"x2j"xREQUIRED W14x30 ___7_7 J"x2j"xREQUIRED W14x30 3/16 3/16 CRANE BEAM 3/16 3/16 CRANE BEAM STIFFENER BOTH SIDES STIFFENER BOTH SIDES (4) J"O AT 31" GA. s/16 j"x2j"xREQUIRED (4) J"O AT 31" GA. s/1s x2 "xREQUIRED A325 BOLT WITH NUT 3/1s STIFFENER A325 BOLT WITH NUT L 3/16 STIFFENER —: BOTH SIDES BOTH SIDES N Rap 3/16 V 3/16 3/1s BUILD—UP 3/16 BUILD—UP COLUMN "x3 TH SIDES STIFFENER 3/16 � COLUMN 3/16 3/16 BOTH SIDES CENTER J"x3"x1'—O" STIFFENER STIFFENER BETWEEN HOLES BOTH SIDES CENTER 4j 4 ' STIFFENER BETWEEN HOLES J"x2j"xREQUIRED "x2 "xREQUIRED W14x30 CRANE — STIFFENER BOTH SIDES W14x3o CRANE STIFFENER BOTH SIDES BEAM SEAT BEAM SEAT 1'-8 " 1'-8j" 5/16 5/16 C1Ox15.3 ON TOP j"x8"x1'-0j" OF CRANE BEAM J"x8"x11j" TIE PLATES K W14x30 I I II I BACK PLATES CRANE BEAM 3/1s 3/1s BUILT—UP 3/16 BUILT—UP 5.3 ON TOP •� I COLUMN 3/16 I COLUMN C10 OFXCRANE BEAM II III Io 3/16 I 3/16 W1430 I I I I I W1430 CRANE BEAM I 1 „ CRANE BEAM J"x2j"xC PLATE J"x2j"x6" PLATE OFx15.3 CRANENBEAM � (2) "0 HOLES SECTION A—A WITH (2) M"O HOLES SECTION A—A (2) J"o AT 4" GA. (2) 5"0 AT 4" GA. A325 BOLT WITH NUT A325 BOLT WITH NUT CRANE BEAM & SEAT DETAIL CRANE BEAM & SEAT DETAIL Pp \NA(�� �� aF WASy/ cF Design by. �z c'A MOUNTAIN VIEW ENGINEERING SERVICES 345 Na Yah Sl,Sulle A VIC JOB Ml1Hh an�(�iIN34-9700 191158 ISSUE DESCRIPTION DATE DRN. CHK. DES. DESCRIPTION ERECTION DETAILS R L ���\� 1 FOR PERMIT 5-1-20 T W AS CUSTOMER HCI STEEL BUILDINGS, INC. ACEEND " NAME IiC1 SJIOP / OFFICE BUILDING STREET MAY 01 2020CITY STEEL"BUILDINGS ST ZIP I ARLINGTON, WASHINGTON N15 S-28 4 60'-0" OUT-TO-OUT OF STEEL 10 6 9 20'-0" 20'-0" 20'-0" MEMBER TABLE Mark Part RB-100 14W30C10 RB-101 1030C10 RB-102 1030C10 RB-103 1030C10 Q I RB-104 14W30C10 Q U U O O O I o it I N m N N N B I N Q I U Q W NOTE: CUSTOMER TO VERIFY CRANE cn 2x2x " FLANGE BRACE (TYP. (12) PLACES AS SHOWN) SEE RUNWAY BEAM SIZE AND LAYOUT WITH o DETAIL 49 SHEET S-25 CRANE SUPPLIER PRIOR TO CONSTRUCTION 0 I 0 0 I m //��., 4 N X rY 56Ot l m � _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ ___ m Cmne System 1 is Bewtion: 1B'-0" K4N N U U O O I i o m N m 7 7 ��Po W A StigcF D A 0 � z 3'-0" 5f-0" S-0" ADJACENT BUILDING FS R ��\ Design by: / S ALE MOUNTAIN VIEW ENGINEERING SERVICES MAY 012020 30 No.Minn SL,& t A 21734 97M 191158 ISSUE DESCRIPTION DATE DIRK CHK, DES, DESCRIPTION CRANE BEAM PLAN 1 FOR PERMIT 5-1-20 TW. AS CUSTOMER HCI STEEL BUILDING, INC END USER JOB NAME HCI SHOP % OFFICE BUILDING STREET stt,a.nun.t lrc.ti u CITY ST ZIP ARLINGTON, WASHINGTON e "" N T S. � S 29 „,c: 188TH ST SECTION 22, TOWNSHIP 31 N , RANGE 5E, W. M . �' ,.,. + �.h �. 'r^rrt .•r.. v"` N._: -cw-.�:�_Z '.s•�.}tc.. ._.E. RANT so EX.FIRE `'S. _ �. ..._►+ ` t •�'T -i ,1Hro SITE ADDRESS: r'- t ae. � ► E 1 t •- K ` . ._ rj) 63rd&188th AVE NE,ARLINGTON WA 98223 1j"~ '� J _ • ,••.►L.Fwr_3. W Y! 4,' Y! C! APPROX.LOC.OF EX.WA72 A•A'N �•i i "a " ��t"- �' �.,' ; a. .�..-:....- '►'•._`" i -- -- • - - 4 .,y o 188TH ST. NE v ■ y%x :� `' �, � l�_,.r- f; '�. - - - --= _ N 88-07'46" W 2589_90'(M) 2590.07'(R1) HC PARKING 1295.03'(R1) } �e t• r �2�__-#. `� R. �1 �,�y� -^.t -s-- -s===5= -•s -- ��_ o I Q N� '07'46 WLIJ ` W - --__ -- - - - / - y 3♦I.1 to!, r>:. � -ti,.t - 't>..'•{.ic7a �C1r: ) �1 1 r 1� r �~ i. I�` r,yam �Q � �� ••�L Ii _I...2yx60=,1,620 Sf i� 1 Lu CV = {ia" ;,•�'" r.• ci e:.. .�� Mezzanine office space z FV --k o �1t 1 U; !"� • s _ I d ��I 8 employees )' J DO w. ' �_ w rs • - w ,� �� �, ^ it ."1 < �2 • w • 41 "�. r• !; I` >a1� .; '!�el �,. Ae• w: st .ss W o m tw ' ,i. 4 •a. �a a. `•l`� .' �� -,j .. r7•:'� � � •,�1t•�♦`' � r� f>I . 00 L 0 r. ljhM� •�S* •i ,• , �. -. � �; �_ ' � '�;3Z«.3�.� •fir „r.•.� r 'r o'� -�� �. � a J� . ° •� ,��� i i fit....`' Y•. •'/ ,iw V`•'r L _1 h i-c•1_.-�_`�• -''MI�'T' "d ('V 7 00 f,., Y +• .� >F s;y' o zrF iJ `Q:tl I II Q1 f i L' �jk t' G w O, !I I 60x60-3,600 sf i I o .....- I N Q N �. ,' . r =Wargrouse I ! w 1 i t .'T c, ?�f w I delivery/dYop off area I = j x yam'f j1 ! r + �I�L, [[iCCC +t' tiA ric w I 6�, 24'_6"Ea�e Height 10' I O i ► ( A 1 •'r K i it�T• T 't w o +.e 60x210=12,600 sf ' O O 3500H3UVM "i Main floor•� •-•�Aa c- Manufacturing High Side of Single Slope 27' I i Cr N _ _ 1p m X o LEGAL DESCRIPTION: ... •I '� �r I I Low Side of Single Slope 22' i ('n N •1/" Irf�_' �,tr THE EAST 165 FEET OF THE NORTH 264 FEET OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION /y�: '✓\ 1 ^r Y �. 7 Employees L Q O t]A 1lF^ 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,EXCEPT NORTH 20 FEET CONVEYED TO SNOHOMISH COUNTY UNDER Ma I AUDITOR'S FILE NO.1047424.SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. w \ J 60'1_ -_ 1,I w p -�' PROJECT DESCRIPTION: 20 -•( ...I': . .ems _� .. I '1 W s Ql m O Y � 1 NEW MANUFACTORING(MFG)BUILDING ON THE CORNER OF 188TH ST NE AND 63RD AVE NE IN ARLINGTON- PVAIT f is I •° �- + O `. <. BUILDING OFFICE AND MFG BUILDING TOTAL FLOOR SPACE 17,820 SF;1,620 SF MEZZANINE OFFICE FLOOR AND 16,200 SF Q MFG AREA.FIFTEEN(15)PARKING STALLS.SHEET WATER FLOW TO BIO-SWELL.TWENTY-FOUR FOOT(24')ROAD ON WEST �1 =• SIDE OF PROPERTY. ry t ..I.It :I'" * � 3 O +- Lu )ICAT10.4 .�. ..I.. 'wf .. _Y ^��( MM w• Oo -0 PROJECT OWNER: GENERAL CONTRACTOR: SPECIAL INSPECTIONS: MAIN BUILDING DESCRIPTION: ;fi?? "r I'.m7 '�! ' '; •r IN M CD TED AND EWA INVESTMENTS TED WHEELER KRAZAN&ASSOCIATES FRAME TYPE: RIGID FRAME CLEAR SPAN TED&EWA WHEELER HCI STEEL BUILDINGS,LLC,LICENSE#HCISTSB864DE JEFFREY S.MERCER,OPERATIONS MANAGER WIDTH: 60 FEET N PO BOX 921 MUKILTFO WA 98275 17833 59TH AVE NE,SUITE C,ARLINGTON,WA 98223 4303 198TH STREET SW,LYNNWOOD,WA 98036 LENGTH: 210 FEET r a.�{ 'I '° t.. i PO#: 206.383.0665,TED@HCISTEELBUILDINGS.COM 360.403.4900,TED@HCISTEELBUILDINGS.COM 425.485.5519,JEFFMERCER@KRAZAN.COM SINGLE SLOPE: I 8'"- =i. I °-� ' •- '.�' ' :I EAVE HEIGHT @ BACK SIDEWALL: 22 FEET I ` I , '; •' ' 60' EAVE HEIGHT@ FRONT SIDEWALL: FEET I PROJECT ARCHITECT: STRUCTURAL ENGINEER: CIVIL ENGINEER: ROOF SLOPE @ BACK SIDEWALL 2.0:12 PITCH (- ''I° r• b _-.' - -.L_..-. ..-_ - + 1454 BOTESCH,NASH&HALL MOUNTAIN VIEW ENGINEERING OMEGA ENGINEERING,INC ROOF SLOPE @ FRONT SIDEWALL: 2.0:12 PITCH ANDY HALL,PRINCIPAL )ED LARSEN,PE JOSEPH SMEBY,PE,LICENSE#38835 BAY SPACING FROM LEFT TO RIGHT: 1@27';6@26;1@27' ml _ I J 2727 OAKES AVE#100,EVERETT WA 98201 345 NORTH MAIN STREET,SUITE A,BRIGHAM CITY UT 84302 2707 WETMORE AVE,EVERETT WA 98201 -• — �eseL 425.259.0868,GARIN@ARCHSTUDIOEVERETT.COM 435.734.9700,JED@MVENGR.NET 425.387.3820,JOE@OMEGA-ENG.COM MAIN"T BUILDING DESCRIPTION: \ FRAME TYPE: POST AND BEAM MULTI SPAN ELECTRICAL ENGINEER: PLUMBING ENGINEER: FIRE ENGINEER: WIDTH: 60 FEET N ALPINE ELECTRICAL SERVICES,LLC FLOW CONTROL PLUMBING,LLC CROWN FIRE PROTECTION,INC LENGTH: 60 FEET N MICHAEL HESS PAUL RENDON GARY BREIWICK EAVE HEIGHT @ BACK SIDEWALL 22 FEET PO BOX 2051,GRANITE FALLS,WA 98252 621 SR-9 NE PMB C2,LAKE STEVENS,WA 98258 PO BOX 12113,MILL CREEK,WA 98082 EAVE HEIGHT @ FRONT SIDEWALL: 22 FEET DRAWING INDEX: ,,Ir�A,J ,�,/ N 425.346.7327,ALPINEELECTRICLLC@HOTMAIL.COM 425.512.9495,FLOWCONTROLPLUMBING@COMCAST.NET 425.681.5557,GBREIWICKI@GMAILCOM ROOF SLOPE @ BACK SIDEWALL: 2.0:12 PITCH G-0-0 COVERSHEET 22'X :w '7J i fl Ad: ROOF SLOPE @ FRONT SIDEWALL: 2.0:12 PITCH S-1.0 STRUCTURAL NOTES/DETAILS CODE SUMMARY: BAY SPACING FROM LEFT TO RIGHT: 3@20' 5-2.0 STRUCTURAL DETAILS I•Mr������G� Q.FLL.H MBA U PARCEL#: 31052200100400 j JURISDICTION: CITY OF ARLINGTON MEZZANINE DESCRIPTION: 3 FAZE ZONING DESCRIPTION: GI-GENERAL INDUSTRY WIDTH: 25 FEET •t ` Zd k-J_.L���j 102 BUILDING CODE: IBC 2015 LENGTH: 60 FEET - (� 20151NTERNATONALFIRE CODE Received — Z 2015 WESC WA STATE ENERGY CODE ��i'. INSULATION: R38 ROOF 5"RIGID BOARD CITY OF ARLINGTON o BUILDING CONSTRUCTION TYPE: IIB STANDARD BUILDING R38 WALLS 5"RIGID BOARD BUILDING DEPARTMENT MAY 182019 ,u OCCUPANCY GROUP: F2 FABRICATION&ASSEMBLY R38 MEZZANINE 5"RIGID BOARD nAPPED '15 1�1 c m OCCUPANT LOAD: 20 - -----— w NEW CONSTRUCTION: DA - =�•- .'+ N m e In w FIRE: FIRE DISTRICT 1,SPRINKLERED SHOP: 16,500 SF SEISMIC DESIGN CATEGORY: D-2 ":i �:' � No CHANGES nurHORlzeo MEZZANINE: 1,500SF NLESSN NSPECTOR DESIGN WIND SPEED: 110 MPH(EXPOSURE C) Drawn By: -- v GROUND SNOW LOAD: 25 LBS PER SF LOT SIZE: 92 ACRES ------'-----'----------- BUILDING: SEMI-HEATED i.. LOT SIZE SF: 40,075.20 SF STAMP LL WATER/SEWER: CITY OF ARLINGTON TOTAL BLDG COVERAGE: 17,700 SF O SCHOOL DISTRICT: CITY OF ARLINGTON DIST.#6 TOTAL PERCENTAGE: .44%COVERAGE OFFICE COPY UTILITIES: PUD-ELECTRIC PARKING PROPOSED: 1 ADA PARKING SPOT CL LU 14 REGULAR PARKING SPOTS O a 4 q 1/4" 1/4" 1/4"„_1/4" �1)-AS STANDARD 1 4 2)-IF DESIGN READ. " 1� -__--- ----- __.-______-.. �� MEMBER SCREW/IS 4„ EAVE STRUT - _._.._ (1)-AS STANDARD SL' I w (2)-IF DESIGN REQD. (1)-AS STANDARD w -- -- - _ - - MEMBER SCREW S z - -- ;i _- -- - w -RAKE(RA-1) ANGLE / (2)-IF DESIGN READ. c� (RA-1) MEMBER SCREW/S 10 3/4 STRUT ZEE z RAKE ANGLE RA-1 z r(IF REQ'D.) 10 3/4" STRUT ZEE ` RAKE ANGLE z 10 3I4" (IF REQ'D.) EAVE STRUT---- (4) 1/2"0 x 1" a m m A307 BOLTS STRUT ZEE-� EAVE STRUT RC12A (F REQD.) EAVE STRUT--_, EAVE STRUT RC12A m .---EAVE STRUT STiFFNER PL (4) 1/2"0 x 1=� EAVE STRUT EAVE STRUT HOT-ROt1ED RC67 A3D7 BOLTS STIFFENER PL (RC68) RAFTER SHIM PLATE— RC67 LOOSE SHIM PL �-(RC68) SHIM PLATE (RC67) LOOSE SHIM PL SHIM PLATE (4) 1/2"0 x 1" (8) 1/2"0 x 1 1/2" MAIN FRAME A307 BOLTS (4)-1/2"0 x 1 1/4" -gU/HR RAFTER (4) 1/2"0.x1 1/4" A307 BOLTS A3 07/BOLTS 1 1/2" A307 BOLTS -- A307 BOLTS MAIN FRAME (4) 1/2"0 x 1 1/4" LOW EAVE DETAIL(BY-PASS CONDITION) HIGH EAVE DETAIL(BY-PASS CONDITION) A307 BOLTS MAIN FRAME EAVE STRUT TO ENDWALL RAFTER EAVE STRUT TO ENDWALL RAFTER WITH EAVE STRUT STIFFENER PLATE WITH STIFFENER PLATE LOW EAVE DETAIL(BY-PASS CONDITION) I8 117 J4 J10 J24 LEDS REDS AT INTERIOR FRAME AT INTERIOR FRAM£ AT END FRAME 1 - F.O. HEADER AS STANDARD CONTINUOUS GIRT 2 -IF DESIGN REQD. - 1�4 CUP RC18_^y� MEMBER SCREW/S p EAVE STRUT !' (RA-,)—,-' CLIP (RC7)RAKE ANGLE �w JAMB CLIP (RC7) z _ IF F.O. JAMB 10 3 ;® CUP RC18 , o , CUT GIRT- STRUT ZEE - 0 1 F.O. HEADER (IF REQD.) 1m ---------------`` 1/2"0 x 1" p 1/2"0 x 1" 1 I [_ A BUTTON HEAD BOLTS ------- ._-EAVE HEAD r°�. k (4) i/2"0 x 1" HEAVE STRUT 1/2"0 x 1" ti>. A307 BOLTS GIRTJ 5" OPENING F.O. JAMB BUTTON HEAD (RC67) WIDTH CLIP (RC7)—/ F.O. JAMB BOLTS SHIM PLATE (4) 1/2"0 x 1 1/4" MAIN FRAME A307 BOLTS E OFFSET DIM. F.O. WIDTH OFFSET DIM. F.O. WIDTH JI 26 HIGH EAVE DETAIL(BY—PASS CONDITION) &2, GIRT TO FRAMED OPENING JAMB F.O.JAMB TO GIRT F.O.HEADER TO F.O.JAMB AT END FRAME ALL BOLTS ARE 1/2"0 x i" A307 U.N. ALL BOLTS ARE 1/2"0 x 1' A307 U.N. `�/ ALL BOLTS ARE 1/2"0 x 1" A307 U.N. OUTSIDE OUTSIDE FLANGE FLANGE —� STEEL LINE z I Clq z CONC. LINE . _ _ 0.177" DIA. HILTI "DS' TYPE iIS 04��= ---- --- - / - ---- i WALL PANEL DOME HEAD NAIL OR EQUAL W (BY OTHERS) 1 7/16" EMBEDMENT LENGTH i ® 2'-6" MAX. SPACING I (BY OTHERS) BASE CHANNEL X47� MAX.)\ ABLE , i ' o M. � BRACER BRACER 47' (MAX.)FLAT WASHER -- FLAT WASHER -- -- - ` sl v� HEX NUT I HEX NUT 'i I EYE BOLT I ROD BRACE { WEB OF BRACED WEB OF BRACED SEALING of THIS DRAWING DOES NOT IMPLY I MEMBER I MEMBER OR CONSTITUTE THAT Ha STEELBLDO°S ,k ENCINO ,rt�• IS THE ENGINEER OF RECORD OR THE DESIGN I I PROFESSIONAL FOR THIS PROXCT,0AY THE •'. 4 L9(5 9 SECTION THRU WALL PANEL DESIGN OF THE METAL BURNING SYSTEM AS r' Rr (T { �2 '\ ANALYSIS.ELECTRICAL.�NND MECHANCA�T'C" � --: CABLE BRACE CONNECTION DETAIL ROD BRACE CONNECTION DETAIL AND CONCRETE FOUNDATION E , T� Q2 Q3 T4 ANYONE on ER/THAN nRE SPECIFICALLiUPPLIEDv'• t, �1 C�r'AL EXCWDED.NO INSPECTION OR SUPERVISON 6 IMPLIED. ..0 ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION DETAIL DRAWINGS A APPROVAL/PERMIT 7/27/18 RAP KBG ACN CUSTOMER HCI Steel Buildings. Inc. B REMSED APPROVAL/PERM1 /07/18 JCR KBG ACN END USER HCI Steel Buildings, Inc. END USE HCI Office Wcrahousel BUILDING I A& B STREET 17833 59fh Ave. NE Ste. C STEII SUIID�iGSELc CITY ST ZIP Arun Ion, WA 98223 1986 324 27 .T.S. E017 B GENERAL NOTES "' .r �t "rt+ 2,6 The BUYER/END USE CUSTOMER is responsible for overall project coordination. AA interface,compatiblity,and design considerations concerning any materials �• not famished by H.C.I.and H.C.I. at"system are to be considered and 1.1 Fabric Lion shill be in accordance with H.C.I.standard practices in c '• <S!' ;+ coordinated by the BUYER/END USE CUSTOMER. Spedflc design criteria concerning eom Illanee with line applicnble sections,relating to design requkmments '" �'� this Interface between materials must be furnished before release for and allowable stresses of the latest edition of the'AWS Structural + -'I• fabrication«H.C.I.assumptions WIN govern(Seaton 4 and Commentary, Welding Coda Di.t and D1.3`. H.C.I.manufacturing procedures ore �` tr AISC Code of Standard Practice,14th Edition) certified hy. (<;?•;: .�%:� . Reference Cortlfiwtim number W.S.C. V it Is the responsAAity,of the BUYER/END USE CUSTOMER to Insure that H.C.I. Houston ! - " plans comply with the applicable requirements of sly governing building authorities. The supplying of sealed engnwering data and drawings for[.�,��+ the metal building system does not Imply or constitute an agreement 1.2 MATERIALS ASTM DESIGNATION MIN. YIELD STRENGTH STEEL��,2J�g;r67,yS tic _ that H.C.I. w Its design engineers we acting as the milliner of record Hot Rolled Steel Shapes(W,S,C tc L) A572 Fy-50 KSI or design proasslonal for a construction project These drawings are Steel Pipes A500 Fy- 42 KSI sealed only to certify the design of the structural components furnished Structural Tubing A500 Fy- 46 KSI tA 11 by H.C.I. Structural Steel Flab Plata A572/A l01 572 Fy: 55 KSI DRAWING PACKAGE Structural steel Flange Plates/8ors A529/A Fy® 55 Ksi 28 The BUYER/END USE CUSTOMER Is responsible for setting of anchor twits and Cold Formed Light cogs A653/A1011 Fy•50,55 KSI erection of steel In accordance with H.C.I. For Canstructian drawings Root and Wall Sheets A792/A653 Fy- 50,80 KSI only. Temporary supports such as guys,braces,folsework,cribbing or Coble Brace A475 A TYPE i Extra High Strength other elements required for the erection Rod grace AM Fy- 36 KSI SALES NO. 61986 JOB NO 132426-27 BUILDING A & B ° operation anal be my final furnished and installed by the erector. No time should be purchased from o preliminary sat of drawings,Including anchor hilts Use only final MIN.TENSILE STRENGTH "FOR CONSTRUCTION DRAWINGS'for this use.(Section 7 AISC Code of Machine Bolts Ec Nuts A307 Fu- 60 KSI CUSTOMER HCI Steel Buildings, Inc. standard Practice, 14th Edition.) High Strength Bolts(1'0 and less) A325-TYPE 1 Fu w 120 KSI 29 Weotheretw Company Is respons[ble for the design of the anchor bolt to High Siren Bolts(>t-0 to 1 1/2.0) A325-TYPE 1 Fu-10.5 KSI END USER HCI Steel Buildings, Inc. permit the transfer of forces between the base plate and the anchor bolt In inch«Bolts(if supplied) A36/A307/Fl554 Fu-60 KSI shear,hewing and tension,but to not responsible for the transfer of anchor bolt 1.3 PRIMER END USE HCI Office Warehouse can«ste. Shop primer paint Is rust Inhibitive primer whichmeets the end forces to the concrete or the adequacy of the anchor bolt In rot n o the performonce of Federof Specification SSPC No.15 and Is H.C.L Red Unless otherwise provided In the Order Documents,H.W. odor. This paint Is not intended for long tarn exposure STREET 17833 59th Ave. NE Ste. C does not design and Is not responsible for the design,material to the element& H.C.I.Is not responsible for any deterioration and construction of the foundation or foundation enbedmenta The of the shop primer paint ca a result of improper handing and/«)obolte END USE CUSTOMER should assure himself that adequate provisions are made ataroge. H.C.L ahall not be responsible for any field applied CITY ST Zip Arlington, WA 98223 In the foundation design for load*impooed by column reactions of the building. paint and/or coatings_(Section 6.5 AISC Code of Standard Practice, building elte. 14th Edition).Nominal thickness of imer will be 1 mil unless otherwise other posed loads.and beating capacity of the sal other conditions of e F` COUNTY Snohomish specified Edi In contract daau knees it h recommended that the anchorage and foundation of the building be designed by a Registered Professional Engineer axporisnced in the dael¢n 1.4 GALVANIZED OR SPECI I COATINGS• of such structures. (Section A10 IP96 USDA Low Rise Buldh q Systems Umud) Sea Contract Documents THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE FOLLOWING AS INDICATED: 210 Namnd erection oporotima Include the corrections of minar mlaRts by moderate cmokmts of reaming,chipping.welding or cutting,and the 7.5 ALL BOLTS ARE i/2'0 x O'-i'A ZfXf'EPT: traWnq of elements Into tic`s through the use of din piss Errors DESIGN LOADS: BUILDING DESCRIPTION: ) which cannot be corrected by the foregoing means or which require o)Eave act connection-1/2'0 x 0'-1 1/�4•A307 (BLDG.A) (BLDG.B major changes In member configuration cre to be reported Immediately b Endwoa rain«spike-5/B'a x D'-1 3/4'A3zs-N Design Code :IBC 15 Width (ft) :60 :60 to H.C.I.by the BUYER/END USE CUSTOMER,to enable whoever Is responsible c>Endwdl column to rafter connection- 1/2'0 x 0'-1 1/4'A325-N alther to correct the orror or to approve the most efficient and economic a)Main frame connections-SEE CROSS SECTION Enclosure :Closed Length (ft) :210 :60 method of correction to be used by others. (Section 7 AtSC coda of NOTE: Weehan ore not supplied ualmma noted otherwise an dra.k g Dead Load (psf) :Metal building structure only by NCI Eave Ht. at BSW (ft) :27 :24.5 standard Practice.14th Edition) 1.6 A325 BOLT TIGHTENNG REWRFMFNTS Collateral Load (psf) :5.000 Eave Ht. at FSW (ft) :22 :24.5 2.11 Neither the fabricator nor the BUYER/END USE CUSTOMER will art.d'N or otherwise All high strength bats we A325-N unless specifically noted otherwise. Wind Load Roof Sloe at SSW :-1.0:12 :1.0:12 diet s work. k s c work err other In the o �act docume other whenever P anises such work h clearly specified In One contract documents. Whenever Structural bolts shill be tightwad by the turn-of-the-nut method in Ultimate Design Wind Speed :Vult (3 sec. gust) = 115 mph Roof Slope at FSW :1.0:12 such work Is specified, the BUYER/END USE CUSTOMER Is responsible for furnishing A325 once with tore 9th Edition all 'Spuired. don F«Stmcturd Joints supp'using ASTu cornplBay Spacing ft 1 at 27 3 at 20 ollomtknInformation prior as ationtoff thop*drawings.{Sectionha7 AISC Code A32s«a490 Bolts.con«,epeditodly required. A3z5-N bate we auppnaa wluaat Nominal Design Wind Speed :Vasil (3 sec. gust)= 89.08 mph Y P 9 ( ) of Standard Prxtke.14th Edition) washer unless otherwise noted an the drawings. Risk Category :it - Normal 6 at 26 All belted connections unless noted we designed as bearing type connectione 1 at 27 212 WARNING In no cane should Golvdume steel panels be used with bolt threads not excluded from the show piano. Wind Exposure :C in conjunction with lead or copper. Both lead and copper have harmful corrosive effects an the Golvdume alloy coating when they are Internal Pressure Coefficient, GCPi :+0.18/-0.18 Closed COVERING AND TRIMS: (SLOG. A & B) In contact with Gdvdume steed ponals. Even run-off from copper .7 CL OSURE LOSURE STRIPS ARE FURNIMPIE 1 FOR A�PP IGATION. Design Wind Pressure For Wall -Based on Nominal Design Wand Speed flashing,.'king,or tubing onto Gclwk a should be avoided. INSIDE-Under roof panels at save 2.13 SAFETY T WOatherstor Company has a corrmlOnent OUTSIDE-Between ondwall panels and rake trim Components Wind Pressure(psf) : 15.24 (B) 14.88 Roof Panels & Trims (By Others) to manufacture quality building canpo netts that can be safely erected. -Under cmtirtu ridge vent skirts Components Wind Suction {psf} :-16.6$ (B) -16.32 However,the safety commitment and Jab site practices of the erector 1.8 ERECTION NO Oro beyond the control of H.C.I. Ali bracing.strapping, do bridging shown and provided by H.C1 for this building la Claddings Wind Pressure (psf) 17.82 (B) 17.46 It In wo,5pr recommended top ails working conditions°ors and occident,Stcd required and shall be Installed by the erector as a permanent part of the structure. Claddings Wind Suction (psf) .-19.32 (B) -18.90 Wall Panel & Trims (By Others) and Federional l practices lea Oro top priority of any jab efts Lord,state, If additional bracing Is required far stability during erection,R*.hall be the and workers safety and Make main oil should always lea a followed to help erector's responsibility to determine the amount of ouch bracing and to Live Load Insure workers safety. Make certain a ill employees know ro cohost and procure and Install as needed Primary Framing (psf) :20.00 Special Requirements :NONE elnanld be knownctive too all hulloing. Emergency procedures arnplay- Trib. Area Reduction :No Daily mostings highlighting safety procedures are also recommended. The 1.9 ERECTION AND UNLOADING NOT BY H.C.I. use of had hate,rubber ads than for roof work,proper equipment for Secondary Framing (psf) :20.00 handling material,and safety nets where applicable,are recommended 1.10 SHORTAGES Snow Load 2.14 Roof drainage systems(gutter,downspouts,eta)must be free of any obstruction Any claims or shortolles by buyer must be mode to H.C.I.within five(5) Ground Snow Load, Pg (psf) :25.00 DESIGN and DETAIL REQUIREMENTS to ensure smooth operation at any given time. working days after delivery,or such claims will be considered to haw been waived by the customer end disallowed. Roof Snow Load, Pf (psf) :25.00 1.11 CORRECTIONS OF ERRORS AND REPAIRS(MRMA 6.101 Sloped Roof Snow Load, Ps (psf) :25.00 Structural Coating 1. Gray oxide primer both primary and 215 It to recommended by Factory Manual(Reference: e244)that roan be dewed Claims for correction of alleged misfits will be disallowed unless H.C.I. (Bldg. A & B) secondary framings. of avow when half of the maximum snow depth is reached The maximum snow depth Snow Exposure Factor, CE :1.00 can be estimated based an the design snow load and the density of snow and/or Ice ohold how received prior notice thereof and allowed reasonable Inspection buldup.See Chart below. of such misfits. The correction of minor misfits by the use of drift Snow Importance Factor, Is :1.00 Building Condition 1. HCI to provide primary, secondary pins to draw the components Into line,moderate amounts of reaming. Thermal Factor, Ct :1.00 (Bldg. A) framings and connections only. Wail ROOF SNOW LOAD EQUAWLENT SNOW HEIGHT AT ROOF RECOMMENDED SNOW HEIGHT chipping and cutting,and the replacement of minor shortages of material and roof anels, trims, and accessories (IN PSF) (IN INCHES) M}1Q1 SNOW REMOVAL SHWLD START are a normal part of erection and are not subject to claim. No part of Sloped Factor, Cs :1.00 IN INCHES the Building may be returned for alleged misfits without the prior are by of ere. approval of H.C.L Seismic Load 20 16.60 6.30 Seismic Importance Factor, le 1.00 Deflection Limit 1. H 50 Rigid Frame and Wind Framing Seismic 25 17.90 B.6z p / g 9 3o n.90 8.95 Seismic Occupancy Category :11 - Normal (Bldg. A) 2.L/240 Mezzanine Beams (Total Load) 35 18.55 9.28 Site Class :D 3.L/360 Mezzanine Beams (Live Load) 40 19.20 9.60 45 19 85 9.92 BUYER/END USE CUSTOMER RESPONSIBILITIES Mapped Spectral Response Acceleration :Ss = 1.047 :S1 = 0.406 50 21.50 laze Spectral Response Coefficients :Sds= 0.755 :Sd1 = 0.431 Mezzanine : 2 Dead ft X 60.0 ft (see drawings) 55 21.15 10.00 P P (Bldg. A) 2.Dead Load = 5D.0 1• 10- 58 21 It is that responsibility of the BUYER/END USE CUSTOMER to obtain appropriate psf approvals and secure necessary permits from City,County,State,or Seismic Design Category :D 65 22.45 11.22 Federal Agencies as required,and to advise/release H.C.I.to fabricate Basic Force ResistingSystems Used 3.Collateral Load (Below) = 10 psf 70 23.10 11.55 . upon receiving such. 4.Live Load = 100.D psf s 22 Woatherstor Company(hereafter referred to as H.C.I.) Rigid Frames-OSMF (Fr. Ln, 2-11) :Ordinary Steel Moment Frames 247s n. 5.Top of Concrete = 11.00 ft standard specifications apply anises stipulated otherwise In the ContractBracing°-OSCBF :Ordinary Steel Concentrically Braced Frames NOrt '•- --. Document ft s. H.C.I.design, fabrication,quality criteria,standards. Rigid Frames-ISMF (fr. Ln. 12-13) :Intermediate Steel Moment Frames 6.Actual Clear Height = 9.00 For Snow/Ice Removal Procedure,Refer to Metal Building M�ail�2 proctice,methods and tolerances shall govern the work with any other 7.Decking = 24ga. 1.OFD, G60 galvanized Section Aa4.Page xi-AB-2.Interpretations iLll.� Interpretations to the contrary notwithstanding. It is understood by both 17 Parties that the BUYER/END USE CUSTOMER la respon.No far clarification of Total Design Bose Shear, V (kips) :57.35 (8)9.86 8.Joist = K Series tncluebne or exclusions from the architectural and/or specifications. Response Modification Factors, R :Rigid Frames =3.25 Fr.Ln.2-11) =3.25 9.Gear Opening = 8'-10' x 18'-3 3/4e AUG0 d}} 23 in case of discrepancies between W. C.s. structural steel piano and plane Ri id far other trades,H.C.I.plans shall govern.(Section.3 AISC Code of Frames = 4.50 �Fr.Ln.12-13)g DESIGN d DETAIL Standard Practices,14th Edition) :SW X-Bracing ex 3.25 = 3.25 an SEALING Of THIS DRAWING DOES NOT IMPLY EW X-Bracing= 3.25 e- 3.25 REQUIREMENTS Snow drift OR CONSTITUTE THAT HG STEEL BLDG'S ENGINEER 24 Approval of H.C.I.drawings and calculations indicates that H.C.I.has IS THE ENGINEER OF RECORD OR THE DESIGN -�- correctly Interpreted and applied the Contract Documents. This approval Seismic Response Coefficient, Cs :Rigid Frames =0.2323 Fr.Ln.2-11) =0.2323 Building Condition 1.Right endwall is fully open or common PROFESSIONAL FOR THIS PRO.ECT,ONLY THE constitutes the contractor/owners occeptance of the H.C.I.design :Rigid Frames es 0.1678 (Fr.Ln.12-13) (Bldg.B) wall to building A. DESIGN OF THE METAL BUWNG SYSTEM AS concepts, assumptions, and loading.(Section 4 AISC Code and MBMA 3.3.3) SW X-Bracing=0.2323 we 0.2323 2.NCI to provide primary, second FURNISHED LE HG A INCLUDED.FOUNDATION ;t ANALYSIS,ELECTRICAL,AND MECHANICAL 1 25 once the BUYER/END USE CUSTOMER has signed H.C.I.Approve Package and the :EW X-Bracing=0.2323 -0.2323 framings and connections only. all SYSTEMS,AND/OR OTHER PARTS SUPPLIED BY 49-8y- project u released tar fabrication,oranges shill be baled is the eurat/ Analysis Procedure Used :Equivalent Lateral Force Procedure and roof panels, trims, and accessories �y END USE CUSTOMER Including material,engineering and other costs. An additional h ANYONE OTHER THAN HG ARE SPECIFICALLY fee may be charged it the project must be moved from the fabrication and Ore by of efS. EXCLUDED.NO INSPECTION OR SUPERVISION IS shipping schedule. Deflection Limit 1. H/50 Rigid Frame and Wind Framing Seismic IMPLIED' 'f (Bidg.B) HCi Steel Buildings,Inc. 2VA v fi7986 132426.27 ' Y= UNLOADING, HANDLING AND STORING OF MATERIALS FO I PERN11T., STRUCTURAL WALLS AND ROOF PANELS HCI's wall and roof panels including color coated, golvalume and galvanized, provide A great amount of time and trouble can be saved if the building site is according to excellent service under widely varied conditions. All unloading and erection personnel should TENT or TARP a pre—arranged plan. Proper location and handling of components will eliminate unnecessary fully understand that these panels are quality merchandise which merit cautious care in handling, handling. Under no circumstances should panels be handled roughly. Packages of sheets should be Inspect all shipments prior to releasing the tie—downs for toads that may hove shifted lifted off the truck with extreme care token to Insure that no damage occurs to ends of during transit, REMEMBER, SAFETY FIRST. the sheets or to side ribs. The packages should be stored off the ground sufficiently high to allow air circulation underneath the packages. This avoids ground moisture and deters people from walking on the packages. One end of the package should always be elevated Blocking under the columns and rafters protects the splice plates and the slab from to encourage drainage in case of rain, damage during the unloading process. It also facilitates the placing of slings or cables AIR CMCLIIATKW around the members for later lifting and allows members to be bolted together into All stacked metal panels are subject, to some degree, to localized discoloration or stain sub—assemblies while on the ground. Extra core should always be exercised in the unloading when water is trapped between their closely nested surfaces. HCi exercises extreme caution operations to prevent Injuries from handling the steel and to prevent damage to materials during fabricating and shipping operations to insure that all panel stock is kept dry. and the concrete slabs. However, due to climatic conditions, water formed by condensation of humid air can be trapped between stacked sheets. Water can also be trapped between stacked sheets when exposed to rain. This discoloration caused by trapped moisture is often called wet storage If water is allowed to remain for extended periods in bundles of primed parts such as girts, stain, puriins etc., the pigment will fade and the point will gradually soften, reducing the bond to the steel. Therefore, upon receipt of a job, all bundles of primed parts should be stored at The stain is usually superficial and has little effect on the apperance or service life of the an angle to allow any trapped water to drain away and permit air circulation for drying. panels as long as it is not permitted to remain on the panels. However, moisture in contact When handling or uncrating the panels, lift, rather than slide. them aRart. Burred edges Puddles of water should not be allowed to collect and remain on columns, rafters or beams with the surface of the panels over an extended period con severely attack the finish and may scratch the coated surfaces when sheets are slid over one another, Never allow panels for the some reason. reduce the effective service life. Therefore, it is imperative that all panels be inspected for to be walked on while on the ground. moisture upon receipt of the order. if moisture is present, dry the panels at once and store in a dry, worm place. Rough and improper handling of a panel is inexcusable and a prime example of poor All Primer should be touched up as required before erection! Job supervision. CAUTION: Care should always be taken when walking on panels. Use saftey lines and nets when necessary) Panels are slippery. Oil or wax applied to the roof and wall panels for NOTE: protection against weather damage will make them a very slippery surface. Wipe dry any oil Use gloves when handling metal panels to prevent hand injuries. Be aware, of the that has puddled from bundles stored on a slope. Dew, frost, or other forms of moisture dangers of handling panels on a windy day. A large panel con catch enough wind to greatly increase the slipperiness of the panels. Always assume panel surface is slippery and knock a worker off his feet, even at ground level!l Safety first! act accordingly. Think safety!? Use wood blocking to elevate and slope the panels in a manner that will allow moisture to drain. Wood blocking placed between bundles will provide additional air circulation. Cover the stacked bundles with a tarp or plastic cover leaving enough opening at the bottom for air to circulate. GENERAL NOTE 1. OIL CANNING OF PANELS IS NOT A CAUSE OF REJECTION. 2. EXTREME CARE MUST BE EXERCISED DURING THE ERECTION OF ROOF PANELS AND TRIMS. FOOT TRAFFIC MAY RESULT IN PERMANENT PANEL DISTORTION AND FINISH ABRASSION. d t NOTE: ELEVATE Piece marks are stenciled on primary structural members at lower end, 1'-0" from end. 0 ��• �� t, SEALING OF THIS DRAYANG DOES NOT IMPLY OR CONSTITUTE THAT Ha STEEL BLOCS.ENGINEER IS THE ENGWEER OF RECORD OR THE DESIGN PROFESSIONAL FOR THIS PROJECT.ONLY THE DESIGN OF THE META.BUILDING SYSTEM AS Y FURNISHED BY No IS INCLUDED.FOUNDATION ANALYSIS,ELECTRICAL AND MECHANICAL SYSTEMS,AND/OR OTHER PARTS SUPPLIED BY r; 44789 ANYONE OTHER THAN No ANTE SPECInCALLY / fr1'•F- �_,�.,����. ^+ EXCLUDED.NO INSPECTION OR SUPERVIStON IS IMPLIED. HCI Steel BDIIdT s Inc. 61986 132426-27 --A do B STEEL LINE ' 210'-O"OUT-TO-OUT OF STEEL 1 0,177" DI HI HE LII �^ 2 3 5 8 10 11 12 (MIN) DOME 16Z EDME �E 27'-0' 6'-0" 26'-0" 26'-0" 26'-0" 6'-0' 6'-0' 27'-0' ® 2'-6" X. SPA F( BY OTHERS) 4 © 9 N c MR 60'-0" OUT-TO-OUT OF S EL N Q 0 1'- ' 16'-6" 25'-0" 16'-6" 1'-0" w 1 ¢` LU A 1 1—/2' I II w ` IA ® ( a. < SECTION : A.1 X-BRACING A.1 N °- A I I B.1 B.1 z ' I I IMPORTANT NOTES: m N x { NOTCH AREA INDICATES 1 1/2"INCH BY 1 1/2'INCH " 58'-10" " J RECESS FOR METAL WALL SHEETS. THE SHEETS f Keep This Dimension W 1 f SHOULD NOT TOUCH THE BOTTOM OF THE NOTCH, II 8 CAC.1;: B w i C) A o f , STEEL LINE FlNISH K FLOOR I f ItA FIELD f BUILDING B LOCATE F.O.K ta C©-4 o 1 1 2' 2 4 2 3 1 ;. (Mix) 1 � c c.1; o c f �o 6'-6' 14'-0' 6'-6' 6'-0' 14'-0' 6'-0' b E.1 E.1 c o High Eave o RAMP B (IF REUD.) 1 i E.1 E.1 N 4'- " 3'- " 4'- " 4` 1 1 2' w B SECTION b ` ? B ( B A N 7" 58'-10" 7" o g q I n n ' I ( D.1 C (Keep This Dimension) D.1 _ A N Q Ca 4 = = X-BRACING = _ _ = X-BRACING _ - N G 't G G G G G E K 1 o K I Q K I o F BUILDING BUILDING A B " Wig �I -� i' .r FINISH F1 OOR cm " D is i� 1� C E K FIELD SECTION LOCATE F.O. - £ A — •' K ' BUILDING A I � tA o F B v cJ - - 0 - F PIPE COLUMN .� m < o iC D D D � D D D E F I I 2011 A = ' I X-BRACING = K ( K I _ I X-BRACING N 1 v FINISH FLOOR ' 1 1 2' A 26'-8' 4a' + -0 Low Eave D SECTIO , 27' ' f 1 2 3 5 8 10 11 12 13 SEAUNG of TtaS INrW4N Nor OR CONSS7E THAT Hd 5I Dots BID S. MR IS THE ENOINEER OF RECORD OR THE y PROFESSIONAL FOR MS PRO.ECT.ONLY 7M: DEEM OF THE METAL 8tALOiNO SYSTEM AS Ftmx�sHED By Ha is n+a1mED.MMATION q d97,39 G� ANALYSIS ELEc AND/7pMRCAL AND uEalAlacu ANYYONESYSTEMS'o71 THAN Ha ARE SPESSf��LLY Y COLUMN LAYOUT PLAN '"°'" °"°"�' "�0N 15 NOTE: All Base Plates ® 100'-0" (U.N.) ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION COLUMN LAYOUT P.` _ A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings, Inc. B REVISED APPROVAL/PERMI /07/18 JCR KBG ACNM5T1EL1ffL1LDWG$.uc END USER HCI Steel Bull din s, Inc. END USE HCI Offlce WDrohouse BUILDING A& B STREET 17833 S9th Ave. NE Ste. C CITY ST ZIP Arlington. WA 98223 1986 32426-27 .T.S. F001 B Dia= 3/4'. Dia= 3/4" DIa= 3/4" Dia= 1" Dia= 1" Thk= 1/2" Thk= 1/2" Thk= 1/2" Thk= 1/2" 8" Thk= 1/2" 8" � SW 8 1/2" 81 2„ 1 —{ N n n (n n 11 I ll iV00 00 It It ------' c-- ______====�j I !I 11 1 1/2", 2" 4" q" 2" 1 1/2" co i 1/2".. 2" 4" I N Sw w w See Plan See Plan w a DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E Dia= 1" Dia= 1" Dio= 5/8" Dia= 5/3" Dia= 3/4" Thk= 1/2" "8 Thk= 1/2" Thk= 1/4" Thk= 1/4" Thk= 1/2" 3t: See Plan , See Plan I Sw c 1 3/4" <v! 9 1f 4 - o I 11 a, � 8.. � � �.,I o� II I a- If -1 m ! ' ---- 1 tv ul O __ --� I it co tp 11 I 1 I N t 1/2" �3 1/2P 13 1/2' ,• Sw N ====17== 4„ 1 1/2 g � 3 3•• See Plan 12 DETAIL F DETAIL G DETAIL H DETAIL I DETAIL J QO f d- 1 I $ I = I N SW/Ew See Plan 1 3/4- (2) 1/2"0 EXPANSION' BOLTS (BY OTHERS) 1cfg�4G DETAIL K (FOR FIELD LOCATE F.O.) `.: SEALM OF TM DRAY NO DOES NOT Y t"= . OR CONNSTITUTE 7NAT Ha S7Ef1 �u,+'w�nlgz.,,s, IS THE ENNGAEER OF RECORD OR THE ON PROFESSIONAL FOR THIS PROZa. DESIGN OF THE METAL BIAEDDIO SYSTEM. w� _- FURNISHED BY NO IS lNLIUDED.FDUNDA AN sWYssms. io/O D AL PA Ts�Pam CitSl 4, ANYONE OT}#R 7HAN HCI ARE SPECITCAlI.Y ,/r�C Excui D.NO WSPECTION OR SUPERVISION IS T L GENERAL NOTES: NOTE: QTY.SYMBO DIA. PROD. ANCHOR BOLT DETAIL ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION SHOW ON 7FI4 DRAVArJC LOCATE TN4E ANCHOR BOLT DE7AlLS !! TF�ANt11CR 9CLT�TAL ,Wpm REFEI T7CE TO BOTH nIE W DNO 61EEL LINE Attu 0 + 1 2 1 p�Ly.{OR BOLT PROJECTION DETAIL ANCHOR A APPROVAL/PERMIT _ D7/21/18 RAP JCR ACN CUSTOMER HCl Steel �- TII:OUISM OF HO'S a„ESIM PANEL RECESS OF T-11r. ONLY ANCHOR BOLTS SETTING PLAN ISSUED dt STAMPED 24 # 5 8 2 = del TxE LOCALES ANCIM MIS IN FOR CONSTRUCTION' SHALL BE USED IN SETTING ANCHOR -PROJ.' IS MEASURED FROM BOLT AS PER THE B REVISED APPROVAL/PERMI DS/01j18 JCR KBG ACN END USER HC1 Steel Buildings, Inc. cE Tn THE ourss�E aF TIC PArm r�c>ss sHovsl T 72 3 4 2 1 2 BOTTOM OF BASE PLATE SUPPLIER u BO.TS. 'NCI STEEL BUILDINGS' SHALL NOT BE RESPOJ— END USE NCI D##Ice Warehouse BUILDING A ACNAL PANT RECESS IS dFfEftEHi IRON VRAT Is SHOW ON THE D 7 8 2 3 4 y#pC{iOR 9OLT crro+s EMAIL u_egN�{ D IgaHg ERpu SBLE FOR ERROR OR DISCREPANCY IF THE DRAWING U5E0 84 7 3 LENGH7 'PROD.' SHONT! IS NUTS &WASHERS STREET 77833 59#h Ave. NE Ste. C CUB OF 7HE PANEL REG55 LINST BE OEIERtaD BY 1TiE IS NOT VALID FOR CONSTRUCTIOd. FOR ONE NUT+ ONE WASHER BY SUPPLIER ®SOITOu OF AIL BASE PLATES Ate AT DI SANE ETEVATION. 0 1 1 8 3 1 2 sT7Tz BL'SLDL�GSTac CITY ST LP Arlington, WA 98223 NOTED 0 1 1 2 3 t 2 ANCHOR BOLTS NOT BY NCI STEEL BUILDINGS 61986 132426 .T.S. F002 B Dic= 3/4" Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 5/8" Thk= 3/8" Thk= 3/8" See Plan Thk= 1/2 Thk= 1/2" Thk= 1/4 1 1 2" I I 2' 2» �, N 2,. 2>, 4„ 3.. 1 1 2" cn i ! I EW EW 4» 2" 1 i 2 - I = I cl 00 — h u l-E . 11 0 t 9 9 7 u 14 I[ p CL EW A jo DETAIL A.1 DETAIL 8.1 DETAIL CA DETAIL D.1 DETAIL E.1 tow t: � J SEALING OF TTIS DRAWING DOES NOT&FLY -OR CpISTTTUTE THAT HCI S1EEl.BLOCS EM -. AL FOR TM 5 7}tE ENdNEER OF RECORD CNi THE DESIGN D89 ESIGN OF TW WT OWDING SYSTEM M A5 .•' FMISHED BY NO IS INCLUDED.FOUNDATION ANAEYS�ELECTRICAL AM MECKANICAL SYSTEMS. ELEM DIM PARTS SUPPLIED Br c S ANYONE oTN�R TNAN NCI ARE SPEMCALLY E=AJOED.NO INSPECTION OR SUPERVISION IS _ IWLIED. ISSUEJ DESCRIPTION DATE DRN CHK DES DESCRIPTION ANCHOR BOLT DETAILS" y A APPROVAL/PERMR 7/27/18 RAP JCR RMM CUSTOMER HCI Steel Bulldln s, Inc. B REVISED APPROVAL/PERIAI /07J18 JCR KBG ACN END USER HCI Steel Buildings, Inc. END USE Warehouse BUILDING B ? STREET 17833 59th Ave. NE Ste. C 5iII.IIUILDW,5LLc CITY ST ZIP Arlin ton, WA 98723 61986 132427 .T.S. FD03 B FRAME LINES: 2 3 5 8 10 11 12 13 RIGID FRAME: BASIC COLUMN REACTIONS (k ) r Frame Column ------Dead-----Collateral- -----Live---------Snow-----Wind_Leftt- -Wind-Rightl- _COLUMN LINE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D 1.3 3.8 1.6 4.0 6.4 16.0 8.0 20.0 -10.4 -15.4 -1.5 -17.4 2* G -1.3 3.6 -1.6 4.0 -6.4 15.8 -8.0 19.7 -3.4 -8.7 11.9 -20.7 Frame Column --Wind-Left2- -Wind-Right2- --Wind-Longl- --Wind-Long2- -Seismic Left Seismic-Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D -10.2 -7.5 -1.4 -9.5 -3.0 -23.7 -3.0 -23.7 -2.2 -2.0 2.2 2.0 2* G -3.7 -0.8 11.8 -12.8 2.1 -21.8 2.1 -21.8 -3.0 2.0 3.0 -2.0 Frame Column -Seismic-Long -MIN-SNOW-- Line Line Horiz Vert Horiz Vert 2* D 0.0 -16.9 6.5 16.0 2* G 0.0 -14.7 -6.4 15.7 Frame Column -----Dead-----Collateral-- -----Live---------Snow-----Wind_Left1- -Wind_Rightl- UR r� � Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 D 1.3 4.1 1.6 4.0 6.5 16.0 8.1 20.0 -10.5 -15.3 -1.6 -17.4 H H 8 G -1.3 3.6 -1.6 4.0 -6.5 15.8 -8.1 19.8 -3.3 -8.7 11.9 -20.7 Frame Column ---Wind_Left2- -Wind_Right2- --Wind_Longl- --Wind-Long2- -Seismic-Left Seismic-Right 1V 4V Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert PERMIT 8 D -10.3 -7.5 -1.4 -9.5 -3.0 -19.4 -3.0 -19.4 -2.2 -2.0 2.2 2.0 8 G -3.6 -0.8 11.9 -12.8 2.2 -18.7 2.2 -18.7 -3.0 2.0 3.0 -2.0 Frame Column -MIN-SNOW-- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert 8 D 6.5 16.0 Column Reactions (k ) 8 G -6.4 15.8 Frm Col Load Hmax V Load Hmin V Anc.-Bolt Base-Plate (in) Grout Line Line ID H Vmex ID H Vmin Qty Dia Width Length Thick (in) Frame Column -----Dead-----Collateral- -----Live--------Floor---------Snow---.---Wind_Leftl- - - - Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D 1 10.9 27.8 3 -5.5 -6.9 4 1.000 8.000 15.00 0.500 0.0 12 D 0.1 16.2 -0.1 4.2 -0.5 16.0 0.5 18.5 -0.6 20.0 -8.5 -15.4 9 8.2 29.4 5 -1.0 -11.9 12 G -0.1 14.0 0.1 4.1 0.5 15.8 -0.5 15.3 0.6 19.8 -5.4 -8.7 2• G 4 6.4 -10.2 1 -10.9 27.3 4 1.000 8.000 14.50 0.500 0.0 Frame Column -wnd-Rightl- --Wind_Left2- -Wind-Right2- --Wind l ongl- --Wind-Long2- -Seismic-Left 9 -8.2 27.8 5 0.5 -10.9 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 12 D 7.4 -17.3 -9.9 -7.5 6.0 -9.5 2.0 -23.6 2.0 -23.6 -8.7 -3.2 2* Frame lines: 2 3 5 10 11 12 G 2.9 -20.7 -4.0 -0.8 4.5 -12.8 -2.9 -21.8 -2.9 -21.8 -4.1 3.2 Frame Column Seismic-Right -Seismic-Long -MIN SNOW-- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert Horiz Vert Horiz Vert 12 D 8.7 3.2 0.2 -22.0 -0.4 16.0 Column Reactions (k ) 12 G 4.1 -3.2 -0.2 -19.8 0.5 15.8 Frm Col Load Hmax V Load Hmin V Anc.-Bolt Base-Plate (in) Grout Line Line ID H Vmax ID H Vmin Qty Dia Width Length Thick (in) Frame Column -----Dead-----Collateral- -----Live--------Floor---------Snow--Snow- - Line- - - _ Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 D 1 11.0 28.1 3 -5.6 -6.7 4 1.000 8.000 15.00 0.500 0.0 13 D 0.1 16.2 -0.1 2.3 -0.5 8.4 0.4 20.4 -0.6 10.6 -6.2 -10.0 6 -1.1 -9.2 13 G -0.1 12.9 0.1 2.2 0.5 6.4 -0.4 15.3 0.6 10.4 -3.8 -5.2 8 G 4 6.4 -10.2 1 -11.0 27.4 4 1.000 8.000 14.50 0.500 0.0 Frame Column -Wind-Rightl- --Wind-Left2- -Wind-Right2- --Vrnd l ongl- --Wind)ong2- -Seismic I eft 1 -11.0 27.4 4 6.4 -10.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 13 D 5.2 -12.0 -7.0 -5.9 4.4 -7.8 1.2 -10.3 1.2 -10.3 -7.7 -2.6 13 G 1.7 -14.1 -3.0 -1.1 2.5 -10.0 -1.7 -9.9 -1.7 -9.9 -3.7 2.6 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frame Column Seismic-Right -Seismic_Long -MIN-SNOW-- Column Reactions (k ) Line Line Horiz Vert Horiz Vert Horiz Vert Frm Col Load Hmax V Load Hmin V Anc._Bolt Base-Plate (in) Grout 13 D 7.7 2.6 0.2 -5.1 -0.4 8.5 Line Line ID H Vmax ID H Vmin Qty Dia Width Length Thick (in) 13 G 3.7 -2.6 -0.2 -5.1 0.5 8.3 12 D 11 6.1 10.2 7 -6.1 20.5 4 1.000 8.000 23.00 0.500 0.0 2* Frame lines: 2 3 5 10 11 14 -0.1 49.3 12 0.2 -7.4 12 G 8 2.9 17.9 2 -3.3 8.8 4 1.000 8.000 23.00 0.500 0.0 14 0.1 44.5 12 -0.2 -7.0 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions k ) Frm Col Load Hmax V Load min V Anc._Bolt Base-Rate (in) Grout Line Line ID H Vmax ID H Vmin Qty Dia Width Length Thick (in) 13 D 11 5.4 9.7 7 -5.4 18.7 4 1.000 8.000 23.00 0.500 0.0 14 -0.2 41.7 13 G 8 2.6 15.0 10 -2.6 8.1 4 1.000 &000 23.00 0.500 0.0 14 0.2 34.5 4 1.0 -0.7 #n FLOOR COLUMN REACTIONS " Dead Coll Live Frame Col Max-Vert Vert Vert Vert Anc._Bolt Base Plate In Grout SEALING OF THIS DT Ha DOES NOT ( ) OR CONSTITUTE THAr Ha S1EEL BLDc'sIEd Line Line Ld (k ) (k ) (k ) (k ) Qty Dia Width Length Thick (in) Is T}c ENGINEER OF NET oR THE DEs .� PROFESSIONAL FOR THIS PROJECT.ONLY ' DESIGN OF THE METAL BUILDING SYSTEM 01, 12 E 13 45.8 15.8 0.3 29.7 4 0.750 10.00 10.00 0.500 0.0 FURNISHED BY Ha IS INCLUDED.FOUNDATI ANALYSIS ELECTRICAL.AND MECHANICAL .,y.789 12 F 13 45.8 15.8 0.3 29.7 4 0.750 10.00 10.00 0.500 0.0 SYSTEMS.AND/OR OTHER PARTS SUPPLIED BY z ANYONE OTHER THAN Ha ARE SPECIFICALLY '£r..-� EXCLUDED.NO INSPECTION OR SUPERVISION Is f. UAPLFED. V a ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT REACTIONS A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel BuIldingpAjac. B REVISED APPROVAL/PERMIT /07/18 JCR KBE ACN END USER HC1 Steel Buildin e, Inc. END USE HCI Office Warehouse BUILDING I A STREET 17833 S9fh Ave. NE Ste. C S T t F L BUILD StiCS L c CITY ST ZIP Arlin ton, WA 98223 61986 t 32426 .T.S. F004 B ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) NOTES FOR REACTIONS Wind 1. All loading conditions are examined and only maximum/minimum Frm Col Dead Coliat Live Snow Wind-Left1 Wind-Right1 Wind-Left2 Wind-Right2 Press H or V and the corresponding H or V are reported. Line Line Vert Vert Vert Vert Harz Vert Harz Vert Harz Vert Horz Vert Harz 1 D 0.7 0.6 2.3 2.9 0.0 -2.3 0.0 -3.4 0.0 -2.3 0.0 -3.3 -3.2 2. Positive reactions are as shown in the sketch. Foundation loads 1 E 1.4 1.5 5.9 7.4 0.0 -5.4 0.0 -9.3 0.0 -5.4 0.0 -9.3 -5.6 are in opposite directions. 1 F 1.3 1.5 5.9 7.4 5.5 -11.7 0.0 -6.8 5.5 -11.7 0.0 -6.1 -5.2 1 G 0.6 0.6 2.3 2.8 0.0 4.5 2.3 -6.1 0.0 4.5 3.0 -6.8 -2.5 3. Bracing reactions are in the plane of the brace with the H pointing Wind away from the braced bay. The vertical reaction is downward. Frm Col Suct Wind_Longt Wind-Long2 Seis_Left Seis-Right -MIN-SNOW--E1PAT_SL_1- 4. Building reactions are based on the following building data. Line Line Horz Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Width (ft) 60 1 D 3.6 0.0 -3.6 0.0 -2.1 0.0 0.0 0.0 0.0 0.0 2.3 0.0 1.6 Length (ft) 210 1 E 6.2 0.0 -9.3 0.0 -5.4 0.0 -0.1 0.0 0.1 0.0 5.9 0.0 2.1 Eave Height (ft) 27 / 22 1 F 5.8 2.1 -11.7 1.2 -6.8 3.1 -3.7 0.0 3.4 0.0 6.0 0.0 -0.3 Roof Slope (rise/12) -1.0:12 / 1 G 2.9 0.0 -0.9 0.0 -0.5 0.0 3.3 3.1 -3.5 0.1 2.2 0.0 0.0 Design Code IBC 15 Enclosure Closed Frm Col E1PAT-SL-2- EtPAT-SL-3- E1PAT_.SL-4- Dead Load (psf : 3.000 Line Line Horz Vert Harz Vert Harz Vert Collateral Load Opsf) 5.000 1 D 0.0 0.1 0.0 1.4 0.0 -0.1 Ultimate Design Wind Speed 115.00 mph .. IF 1 E 0.0 -0.3 0.0 4.0 0.0 1.6 Nominal Design Wind Speed 89.08 mph 1 F 0.0 2.1 0.0 1.6 0.0 4.0 Wind Importance Factor 1.00 1 G 0.0 1.5 0.0 -0.2 0.0 1.3 Wind Exposure C Live Load (psf) 20.00 Floor Wind Wind Frame Live Load Ground Snow Loa d(psf) 20.00(psf) 25.000 a Frm Col Dead Collat Live Press Suct Roof Snow Load (psf) 25.000 Line Line Vert Vert Vert Horz Horz Snow Exposure 1.000 13 F 14.4 0.3 26.9 -4.6 5.1 Snow Importance Factor 1.000 7 73 E 14.5 0.3 26.9 -5.0 5.5 Thermal Factor 1.000 Seismic Importance Factor 1.00 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Spectral Response Accei. Ss=1.047 :S1=0.406 Spectral Response Coeff. Sds=0.755 :Sdt=0.431 Column Reactions k Seismic Coeff. (Fa'Ss) 1.132 :Fa=1.081 (( ) Seismic Design Category D Frm Col Load Hmax V Load Hmin V Anc. Bolt Base-Plate (in) Grout Line Line ID H Vmox ID H Vmin Qty Dia Width Length Thick (in) 5. Loading conditions are: - - 1 Dead+Collateral+Snow+Slide-Snow 1 D 15 2.2 -1.8 16 -1.9 -1.8 4 0.750 8.000 8.500 0.500 0.0 2 Dead+0.6Wind_Leftt 1 0.0 4.1 15 2.2 -1.8 3 0.6Deod+0.6Wind_Left1 1 E 17 3.7 -4.7 16 -3.4 -4.7 4 0.750 8.000 8.500 0.500 0.0 4 0.6Dead+0.6Wind_Right1 1 0.0 10.3 17 3.7 -4.7 5 0.6Deod+0.6Wind_Long2 1 F 15 3.5 -6.2 16 -3.1 -6.2 4 0.750 8.000 8.500 0,500 0.0 6 1. 1Dead 1.11C d_Lon 2 1 0.0 10.2 18 3.5 -6.2 7 1.11Dead+1.11Collateral+0.7Seismic-I eft Riq $ 1.11Dead+1.11Coliaterol+0.7Seismic_Rigght 1 G 17 1.8 -3.7 16 -1.5 -0.2 4 0.750 8.000 8.500 0.500 0.0 9 1.08Dead+1.08Collaterai+0.75Live-0.53Seismic-Long 19 1.3 5.3 17 1.8 -3.7 10 0.49Dead+0.7Seismic-.eft 13 F 17 3.0 8.6 20 -2.8 8.6 4 0.750 &GOO 9.000 0.500 0.0 11 0.49Deod+0.7Seismic_Right 13 0.0 41.5 12 0.49Deod+0.7Seismic_Long 13 Dead+Collateral+Floor-Live 13 E 17 3.3 8.7 20 -3.0 8.7 4 0.750 8.000 9.000 0.500 0.0 14 Dead+Collateral+0.75Snow+0.75SIide-Snow+0.75FIoor-Live 13 0.0 41.6 15 0.6Dead+0.6Wind-Suction+0.6Wind-Long1 16 0.6Dead+0.6Wind-Pressure+0.6Wind_Longl 17 0.6Dead+0.6Wind-Right2+0.6Vind-Suction 18 0.6Dead+0.6Wind_Left2+0.6Wind-Suction Components & Cladding (Factored) 19 Dead+Call ateral+0.75Snow+0.45Wind-Left 2+0.45Wind-Suction+0.75SIide-Snow Width Len th Pressure(psf ) Suction(psf ) 20 0.6Dead+0.6Wind-Pressure+0.6Wind_Long2 Zone (ft) Ift) Member Panel Member Panel 1 7.20 7.20 -21.12 -21.12 BUILDING BRACING REACTIONS 2 12.00 7.20 7.20 -27.67 -29.36 3 12.00 7.20 7.20 -27.67 -29.36 t Reactions (k ) Ponel_Shear 4 6.00 7.20 7.20 -22.81 -24.29 -Wall - Col -Wind - -Seismic - (lb/ft) 5 12.00 24.00 7.20 7,20 -29.36 -45.83 Loc Line Line Horz Vert Horz Vert Wind Seis Note 6 12.00 12.00 7.20 7.20 -22.81 -32.52 7 15.24 17.82 -16.68 -19.32 L-EW 1 F,G 5.5 6.3 2.4 2.8 eL ti : 10 8 6.00 15.24 17.82 -17.85 -23J6 F-SW G 3,5 4.0 3.1 8.0 6.2 ; 11,12 4.0 3.1 20.5 11.3 R-EW 13 (h) B_SW D 12.11 4.4 4.2 20.7 13.0 5,3 4.4 4.2 8.2 7.9 e 7 8 (h)Rigid frame at endwall 5 3 5 0 6,4 t_ 7 2 1 2 7 SEALING OF THIS DRAWING DOES NOT IMPLY ,r OR CONSTITUTE THAT NO STEEL BLDG'S ENGIN�t IS THE ENGINEER OF RECORD OR THE DESIGN fix PROFESSIONAL FOR THIS PROJECT.ONLY THE J,; DESIGN OF THE METAL BUILDING SYSTEM AS FURNISHED BY Ha IS INCLUDED.FOUNDATION . 11)7ANALYSS.ELECTRICAL AND $; (ti CAL 6 6 SYSTEMS.AND/OR OTHER PARTS SUPPLIEDBY ANYONE QMEDDTHER.NO INSPECTION ARE SUPERVISION IMPLIED. S 570_ ,SG ISSUE DESCRIPTION DATE DRN CHK DES.1 DESCRIPTION ANCHOR BOLT REACTIONS a... 8 7 8 A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildin o, B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN END USER HCI Steel Buildings, Inc. END USE HCl Office Warstou3oj BUILDING I A ' STREET 17833 59th Ave. NE Ste. C r STEE?BLIILDLtGSuc CITY ST ZIP Arlin ton, WA 98223 Design Calculation Wind 61986 132426 N.T.S. F005 B FRAME LINES: B C D RIGID FRAME: BASIC COLUMN REACTIONS (k ) 10 4 Frame Column -----Dead-----Col lateral- -----Live---------Snow-----Snow-Drift- --Wind-Leftl- (� .COLUMN LINE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 1.0 3.1 1.3 3.0 5.0 12.0 6.2 15.0 0.1 0.2 -8.3 -14.5 B* 4 -1.0 3.1 -1.3 3.0 -5.0 12.0 -6.2 15.0 -0.1 0.2 -0.4 -8.4 Frame Column -Wind_Rightt- --Wind_Left2- -SVnd_Right2- --Wind_Longl- --Wind_Long2- -Seismic-Left Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 0.4 -8.4 -8.2 -8.7 0.5 -2.6 -0.5 -22.4 -0.9 -20.1 -2.0 -1.5 B* 4 8.3 -14.5 -0.5 -2.6 8.2 -8.7 0.9 -20.1 0.5 -22.4 -2.0 1.5 Frame Column Seismic-Right -Seismic-Long -MIN_SNOW-- F1UNB_.SL_L- F1UNB_SL_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 2.0 1.5 0.0 -7.2 5.0 12.0 3.6 10.5 3.7 6.0 B* 4 2.0 -1.5 0.0 -7.2 -5.0 12.0 -3.7 6.0 -3.6 10.5 Frame Column Dead-----Collateral- -----Live---------Snow-----Snow-Drift- --Wind_Leftl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert D 10 0.6 2.1 0.6 1.6 2.6 6.3 3.2 7.9 0.9 2.1 -6.2 -10.3 H D 4 -0.6 2.1 -0.6 1.6 -2.6 6.3 -3.2 7.9 -0.9 2.1 -0.3 -5.6 H Frame Column -Wind_R htl- --Wind_Left2- -Wind-Right2- --Wind-Longl- --Wind_Long2- -Seismic Left` �IV -`fV Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Veit D 10 0.3 -5.6 -6.1 -7.2 0.4 -2.5 -0.2 -6.6 -0.5 -5.4 -1.3 IF-1.0 D 4 6.2 -10.3 -0.4 -2.5 6.1 -7.2 0.5 -5.4 0.2 -6.6 -1.3 11.0 Frame Column Seismic-Right -MIN-SNOW-- F2UNB_SL_L- F2UNB_SL_R- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert ,' D 10 1.3 1.0 2.6 6.3 1.9 5.5 1.9 3.1 f b Column Reactions k ) D 4 1.3 -1.0 -2.6 6.3 -1.9 3.1 -1.9 5.5 Frm Col Load Hmax V Load min V Anc._Bolt Base late (in) Grout Line Line ID H Vmox ID H Vmin Qty Dia Width Length `thick (in) B* Frame lines: B C B* 10 1 8.6 21.3 3 -4.4 -6.9 4 0.750 8.000 21.00 0.500 0.0 MIT 5 0.3 -11.6 B* 4 4 4.4 -6.9 1 -8.6 21.3 4 0.750 &GOO 21.00 0.500 0.0 1 -8.6 21.3 6 -0.3 -11.6 Components de Cladding (Factored) B* Frame lines; B C Zone (tht) Lengt�t) Membe_P..1 Member psiPa,el e 3 a t l 7.20 7.20 -17.46 -19.08 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES 3 6.00 6.00 7.20 7.0 -20.60 -32-05 4 6.00 6.00 7.20 7.20 -20.60 -48.27 Column Reactions (k ) 5 14.88 1Z46 -16.32 -18.90 Frm Col Load Hmax V Load Hmin V Anc.-Bolt Base-Plate (in) Grout 6 6.00 14.88 17.46 -17.46 -23.25 Line Line ID H Vmox ID H Vmin Qty Dia Width Length `chick (in) D 10 1 5.3 13.6 3 -3.3 -4.9 4 0.750 8.000 14.56 0.500 0.0 6 4 3 4 6 D 4 4 3.3 -4.9 1 -5.3 13.6 4 0.750 8.000 14.56 0.500 0.0 1 -5.3 13.6 4 3.3 -4.9 t 2 2 3 3 2 2 t 6 4 3 4 6 6 5 8 Cl 1�1. Design Calculation Wind IN SEALING OF TWS DRAYANG DOES HOT w}.tir OR CONSTITUTE THAT Ha STEEL BLDCS MNEER IS THE ENGINEER OF RECORD OR THE DE FAI. PROFESS30NAL FOR THS PRO.ECT.ONLY y^ DESIGN OF THE METAL BUILDING SYSTEM FMN19iED BY HCI IS INCLUDED.FOUhlaATI ANALYSIS ELECTRICAL AND MECHANICAL SYSTEMS.ANO/OR OTHER PARTS SUPPLIED ANYONE OTHER THAN HCI ARE SPECIFlCALLY EXCLUDED.NO INSPECTION OR SUPERVISION ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT REACTIONS T,t - A APPROVAL/PERMIT 7/77/18 RAP JCR RMM < ., CUSTOMER HCI Steel Butldin s, Inc. B i2EMSED APPROYAL/PERIAI 8/07/18 JCR K8G ACN END USER HCI Steel Butidtn s Inc. END USE Warehouse BUILDING B STREET 17833 591h Ave. NE Ste. C STL•EMILD UC CITY ST ZIP Arian ton, WA 98223 ' 1986 132427 T.S. F006 B )WALL COLUMN: BASIC COLUMN REACTIONS (k ) NOTES FOR REACTIONS Wind 1. All loading conditions are examined and only maximum/minimum Col Dead Vert Live Snow Harz Harz RiVert Harz Harz Press H or V and the corresponding H or V are reported. Line Vert Vert Vert Vert Horz Vert Harz Vert Horz Vert Horz Vert Harz 10 0.5 0.3 1.3 1.6 0.0 -2.0 0.0 -1.2 0.0 -2.0 0.0 -1.2 -11.1 9 1.3 1.2 4.8 6.0 3.0 -10.4 0.0 -1.7 3.0 -10.4 0.0 -1.7 -6.0 2. Positive reactions are as shown in the sketch. Foundation loads 6 1.3 1.2 4.8 6.0 0.0 -1.7 3.0 -10.4 0.0 -1.7 3.0 -10.4 -6.0 are in opposite directions. 4 0.5 0.3 1.3 1.6 0.0 -1.2 0.0 -2.0 0.0 -1.2 0.0 -2.0 -2.5 S. Bracing reactions are in the plane of the brace with the H pointing Wind away from the braced bay. The vertical reaction is downward. Cal Suct Wind-Long1 Wind-Long2 Seis_Left Seis-Right Seis-Long -MIN_SNOW-- 4. Building reactions are based on the following building data. Line Harz Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Width (ft) 60 10 2.8 0.0 -2.1 0.0 -1.1 0.0 0.1 0.0 0.0 -6.3 -7.2 0.0 1.3 Length (ft) 60 9 6.6 0.0 -7.0 0.3 -5.1 2.5 -2.5 0.0 2.4 0.0 0.0 0.0 4.5 Eave Height (ft) 24.5 / 24.5 6 6.6 0.3 -5.1 0.0 -7.0 0.0 2.4 2.5 -2.5 0.0 0.0 0.0 4.8 Roof Slope (rise/12) 1.0:12 / 1.0:12 4 2.8 0.0 -1.1 0.0 -2.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 1.3 Design Code IBC 15 Enclosure Closed Col E1UNB_SL_L- ElUNB_SL_R- Dead Load (psfa 3.00 Line Harz Vert Harz Vert Gollateral Load t sf) 5.00 10 0.0 1.1 0.0 0.2 Ultimate Design Wind Speed 115 mph 9 0.0 5.2 0.0 1.9 Nominal Design Wind Speed 89.08 mph 6 0.0 1.9 0.0 5.2 Wind Importance Factor 1.00 4 0.0 0.2 0.0 1.1 Wind Exposure C Live Load (psf) 20.00 IWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frame Live Load fpsf) 20.00 Ground Snow Load ( sf) 25.00 Roof Snow Load (ps8 : 25.00 Column Reactions (k ) Snow Exposure 1.00 m Got Load Hmax V Load Hmin V Anc. Bolt Base-Plate (in) Grout Snow importance Factor 1.00 ne Line ID H Vmax ID H Vmin Qty Dia Width Length Thick (in) Thermo] Factor 1.00 �� Seismic Importance Factor 1.00 10 8 1.7 4.9 9 -6.6 -6.8 4 0.750 8.000 &500 0.375 0.0 Spectral Response Accel. Ss=1.047 :S1=0.406 7 0.0 5.9 Spectral Response Coeff. Sds=0.755 :Sd1=0.431 Seismic Coeff. (Fa°Ss) 1.132 :Fa=1.081 * FOR 9 10 4.0 -5.5 9 -3.6 -3.5 4 0.750 8.000 10.50 0.375 0.0 Seismic Design Category D 2 0,0 8.5 10 4.0 -5.5 6 11 4.0 -5.5 12 -3.6 -3.5 4 0.750 8.000 10.50 0.375 0.0 5. Loading conditions ore- 2 0.0 8.5 11 4.0 -5.5 1 Dead+Collateral+Snow+Snow-Drift 4 13 1.7 -1.0 12 -1.5 -1.0 4 0.750 8.000 8.500 0.375 0.0 2 Dead+Collateral+Snow+Slide_Snow 3 0.6Deod+0.6Wind I eftl 2 0.0 2.4 13 1.7 -1.0 4 0.6Deod+0.6Wind_Rightl 5 O.6Deod+0.6Wind_Long1 F:IERMI 6 0.6Dead+0.6Wind_Long2 DiNG BRACING REACTIONS 7 1.11Dead+1.11Collaterat-0.7Seismic-Lang 8 0.6Dead+0.6Wind_Suction+0.6Wind_Long1 t Reactions (k ) Panel Shear 9 0.6Deod+0.6Wand_Pressure+0.6 Win d-Lon91 311 - Coll -Wind --Seismic - (Ib7ft) 10 0.6Dead+0.6Wind-t_eft2+0.6 Win d-Suction Line Line Harz Vert Harz Vert Wind Seis Note 11 0.6Dead+0.6Wind..,Right2+0.6Wind_Suction 12 0.6Dead+0.6Wand-Pressure+0.6Wind-Longg2 A 9,6 3.0 2.9 1.9 1.8 13 0.6Deod+O-6Wind_Suction+0.6Wind_Long2 4 B,C 8.6 9.7 4.9 5.5 D (h) 10 B,A 8.6 9.7 4.9 5.5 id frame at endwall �L r" SEALING OF THUS DRAWWG DOES NOT LAG LY , OR CONSTITUTE THAT HCI STEEL BEDG'S. .-:. IS THE ENGINEER OF RECORD OR THE pESICN- PROFESSIONAL FOR THUS PROJECT.ONLY THE DESIGN OF THE METAL BUDDING SYSTEM AS HURNLSI�ED BY HG IS INCLUDED.FOUNDA71ON ANALYSIS,ELECTRICAL.AND MEOHAWCAL ' F 197 SYSTEMS,AND/OR OTHER PARTS SUPPLIED BY ANYONE OTHER THAN HO ARE SPECIFICALLY EXCLUDED.NO INSPECTION OR SUPERVISION IS f IMPLIED. ISSUE DESCRIPTION DATE DIRK CHKJ DES. DESCRIPTION ANCHOR BOLT REACTIONS A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER NCI Steel Buildin 8 REVISED APPROVAL/PERMI /07/18 JCR KBG ACN L_I fr' END USER NCI Steel Buildings, Inc. 1 END USE Warehouse BUILDING 8 STREET 17833 59th Ave. NE Ste. C STEELBG7LD1\Gs ur CITY ST ZIP Arttn on, WA 98223 61986 13242T .T.S. FOO7 SPECIAL BOLTS ROOF PLAN 0 ID 1QUAN TYPE DIA LENGTH WASF 1 4 A307 1 2 1 1 4 0 1 13 MEMBER TABLE 210'-0"OUT-TO-OUT OF STEEL ROOF PLAN -- - --- MARK _ PART 2 3 5 T_26' 1O 11 12 P 2- 1Ox25Z14 =27'- 26'-0" 26'-0" 26'-0" -0" 26'-0" _ 26'-0" Q_ 27'_0•• P-3 10x25Z14 4" P-5 10x25Z12 E-1 L10x5x3ES12 E-2 L10x5x3ES12 E-3 L1Ox5x3ES12 (SD-1) _ E-4 H1Ox5x3ES1, TYP. 0 EVERY BUILDING B E-5 H1Ox5x3ES1, SAG STRAP LOC. HTgh Eave E-6 C10x5x3ES1� CB-4 CB0375 E-6 RF1---1 E-5 \ RF1-1 E-5 1 RF1-1 E-5 /iRF2-1 E-5 RF1-1 E-5 RF1-1 E-5 � RF3-1 E-4 RF4-1 CB-CB-5 CB02500 ,� 375 I (. I/ W x x x x x } /. /\ /\ /\ .\ v I \1\ \/ / / ./ /. /\ /\ /\ .\ v \/ \/ I \/ v /. /\ /\ /\ .\ v \�\ v /</ ./ { x x x x x OR QUEEN'S -1 T I P �2 Typ I P I P43 Typ ' P 3 T 1 P-+3 Typ I P ! F-5 Typ 1 E 1 I I l i IG2 RF1 t-2 i 1 1 RF1 T-?/'! 1 I RF1 T-2 i I i RF2r-2 1 I 1 RF1 r-2 i f i RF11 .'7 f \\c RF$-21 1 1P-1 TRUSS — mN , N U I I 1 I I I I I I \\ I I I I �/ I I i U W 1 { I I i W I 1 I I \I I I I/ I I I I t I I I I 1 I I \I I I I/ i I 1 1 I W IQ i I I � � Q 1 t 1 1 I 1 I I I 1 I /x\ 1 I I I I i I I I 1 I i I ! I I /x♦ I I ! 1 I ! I <t () 0::Flo G�;/ i \BS i i i I l 1 ! G�; i \6�S O L+� I i I 1 , \ I I I I 1 I 1 [ , \ 1 I ! i I L ! 1 1 I I 1 i I . I I I I \ I I i i I I I I U EN-2 I I U LLJ ,� I I I I I I I I I I I f \ I I I 1 ,� I 1 I W 1 1 1 I I RF1t-3 1 1 1 RT;1t-3 f i 1� RF1t-3 1 I I RF2r3 1 1 1 RF1t-3 1 1 1 RF1+-3 1 i !� RF�-31I 1 1 1 RF4-3 �rO�'i I E-1 RF1-4 E-2 d RF1-4 E-2 d/ RF1-4 E-2 RF2-4 E-2 RF1-4 E-2 1 RF1-4 E-2 1 RF3-4 E-3 RF4-4 PURLIN TOP & BOT 3'-1" SAG250 f t- -+- -- - -}; Low Eave LAP (TIP.) 3-1^ 2-�" 2-T" 2'-1" 2-1" 2-1" 3-T" AU ROOF FRAMING PLAN NOTES: 1. WITH 4" THICK `OS" TYPE ROOF INSULATION (BY OTHERS) CUSTOMER TO CONFIRM : 2. ROOF PANELS ARE BY OTHERS ADEQUACY FOR WIND NEGATIVE PRESSURE/SUCTION OF PANELS (2) MEMBER SCREWS (TYP•) SAG STRAP pURUN SQA 7{2)MEMBER TOP & BG1Z� -- -__- _ SCREVIS _ L2x2x1 D. PIATE OR AVRE Pu S91 La 2a ) rSF2W4 BGASAJ STRAP EAVE STRUT Z ( -�) z x x (25CRE- ~ ---_ PURUN OTTOWx2x14GA PURU SEALING( oRsnT�uTE n(ArHawsrm NBLDG3. 12 � �6s (zl �-(37 I ° a i S(A TRAP BOTTOM oonly G250) s THE ENgl1EFR of RECORD oR THE D 'mow 3z EAVE STRUT PROFESSIONAL FOR THIS PROJECT:aNL 1 ' s M CEE OR 211E PURI➢8 LUST ATGCH 7 THE M@ uzr. o DESIGN OF THE METAL BURRING SYSn]1 ' s MUST eE IXATm m THAT TK swroa E2 Lo+D oces L2x2x1 0.IN THE COMACT DOMUMM SECTION'X' FURNISHED BY Hd IS INCLUDED.FDIM s I DDDUARZ� ASME I ANALI9S ELECTRICAL,AND MECHANICALE y '�. x• (SD-1) ANYONE SYSTENon DEa THAN HAG aREsPEa PCALL .Y✓. :)"� V PAN HEAD SCRET4S Tlp}(F97) 2'x 24 GA.X-STRAPS 0 EVERY �— EXCLUDER.NO INSPECTION OR SUPERVISION ;97E`J Do N use+ Do usEl (j1O 11T x TIT f1211P5 SU 1Fl(3) 5 PURUN SPACING ONLY. STRAP LAgNG IMPLIED. 'sf Z M EACH LOCATION ON TOP OF PURUNS ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ROOF FRAMING PLAN t ONLY A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steal Buildings. Inc. 2 PLAN B REVISED aPPRovu RMI -1 _ TYPICAL SAG STRAP DETAIL fPE J07/18 JCR KBG ACN � w- END USER HCI Steel Butldtngb, Inc. USE o-nAlu*s IT IMUANY on Y WAItANGER AnAa+m To nE �:. END USE HCI Office Warehouse BUILDING A MUM a'TIE PUIdBI.R HEDlICE9 THE CAPACITY Ci'TIE PIIp�1 SE�A�� (BRACED AT TOP & BOTTOM) QUEEN'S TRUSS DETAIL !P.COLLATERAL LOAD CONNECTION DETAIL ) STREET 17833 59th Ave. NE Ste. C smiuD,DI1Gs1w '!? CITY ST ZIP Ariln ton, WA 98223 61986 132426 N.T.S. EDOt B SPECIAL BOLTS ROOF PLAN 4� 10 0 ID IQUAN TYPE DIA LENGTH WASH 30'-0" 30,-0" 1 1 4 A307 i 2 1 1 4 0 ROOF SURFACE 3 ROOF SURFACE 2 _ MEMBER TABLE (SD-1) 1OxRIDGE)11ES (10x25C16) ROOF PLAN TYP. 0 EVERY PER SAG RIDGE TIES (SEE PLAN FOR LOCATIONS) MARK PART SAG STRAP LOC.) PER SAG STRAP IOC. P-100 1Ox25Z16 ?a- QUEEN'S TRUSS QUEEN'S TRUSS l/� `` � P-10OX 10x25Z16 P-101 1 Ox25Z16 Of-' i i P-101X 10x25Z16 A ' EC-102 EC-101 EC-101 EC-100 I c .1 P-102 1 Ox25Z16 ----- ---- ----- ---- ----- ---- --- - ---- ---- -- -- --- ----- ---- ----- E -100X \ ♦ r ER-1 Q P-102 10x25Z1 �x 1x` TOP & BOT• 3/i6' BENT CUP Z11w BENT CUP P-103 1Ox25Z16 P-104 1 Ox25Z16 \ 1 ♦\ h SAG250 (CL-1R) (CL-1L) E-100 L1Ox5x3ES12 --- ---- ----- ---- ----- ---- ---- ----- ---- (TYP.) E-101 L1Ox5x3ES12 Z ♦\ \♦ i Z TYPICAL ROOF BRACE DETAIL E-102 L1Ox5x3ES12 _ \x \x ALL BOLTS ARE 1/2"O x I'MACHINE BOLTS U.N. E-103 L1Ox5x3ES12 O 0 ; `X X' `♦ E-104 L1Ox5x3ES12 1 --- ----- ---- ----- ---- r = ♦ ---- ---_ ___ ----_ -_-O ----- .,u t �rT _ a CN © oo --- o \\ 1� � ,' o E CB=107 LBO250__...... I vxr tL CI,X t Lv � d W 1`tt jf O r \, ♦ 1 \, ♦ PAN � = �tiX 3)pPS- A A7N ----- ---- ----_ __ .- - --------------------------- RRIN OR I I �.I 1J Q♦` ' h♦`\ EAVE STRUT I f x 24 U SAG STRAP N I '� Q \♦ 1/ ! 1 O -- --- - (LOTS H1 EVERY s Pll SPACE .cv _ �_ \ / ! f _ 1 0 --? 1 0-16 r f TER 3) I L� ♦\\ ,' Li PcPCs.EAa+j ocit +Pm WJD Sam �0 \♦O f ` !* \\ ! V ' ---- ♦O 7f I fx 24 CA SAC STRAP \\ O ---z- _i6_'-- ---- ----- ---- --- _—� ---- ---- — �6'__ __-4 ---- p OI CCH O !— \\ i \\v! i♦r p p\rf \`v! ♦♦ ' _ O Pitt/EAVE STRUT OW i \\ fn\ x\ t t f!x\i !n\ i \ O Lit ~ i ♦\ ff \\ \♦ !! \\ i \\ TYPICAL SAG STRAP CONNECTION DETAIL I _ I +oJ ♦ r \ 1 ♦D_ ----- --- ---- -- ---- ---- ----- r-- ---c- __-- r \ (PLACE AT TOP AND BOTTOM PURLJNS/SIDE BY Ste) O is G�i r ♦ Q?/i i i ♦ %i \\ i� ♦ \ r < COr \r obi i ter ♦ PLATE DR ANGLE ( j `♦ /r /A VA\ \\ G1 \\ ZE£ (HOT BY PURLIN cow i Q0 1 \ 1 ! \ / \ \ 1 \ OR MEAfBf�t SCR£YYS �y % ♦\ J r ` / \ \\ % `\ (NOT BY RIGIDto C H/WGERS I Q Cj \ / \ i p O (NOT BY RtC70 Y(Max.) LL I is i \\ i \\ ---- LL (2) (3) L2.' -_-- --- ---- \ / r ♦ J ---- - --- Q' HANGERS ON CEE'OR ZEE PURUNS MUST ATTACH TO THE 1}E9 Z _4N3. ♦ J \ / HANGERS MUST BE LOCATED SO THAT THE SUPPORTED LOAD DOES O N = /x\X X/x\ SSUUGGESSTED DKCM E THAT SPECIFIED SHOWN ABOVE CT DOCUMENTS `-' --- 7• ---- ----- ---- ----- ---- - ---- ----- ---- ----- --- i `� I \ T [ 1 of ----- N ® uj O \♦ 1JCL 0- i O W DO N USET DO N USE! x x D_ r/ ♦`\ it \\\ O_ \\ rr \♦ 11 p V V DO NOT USE C-CLAMPS OR ANY OTHER E fA\ FLANGE OF THE PURUN.IT REDUCES THE tt -P�N AND PRODUCE SECONDARY STRES5E5. J / ` ! ` TYP.COLLATERAL LOAD CO C ILA ` Ld z RF2-102 RF2-101 RF2-101 RF2-100 vi { !- o SEALING OF THIS DAAYdHC ODES NOT 0Wuj OR OONSMTE THAT Ha STEM BU)M 1. 15 its ENGINEER OF REOM M THE Q O 0 Bt}ILDINV A OEM OF THE WTAL BUIDING SYS(FA ANALYSIS.ET.ECI UCAL AND MECHANICAL �~ SYSTEMS,AND/OR OTHER PARTSANYME smPUED ER THAN No An spEcwwAtLy 49789 ExCUMED.NN NSPECnON CRR SLIPORM&MMION IS G 1� ROOF FRAMING PLAN WPM. " ISSUE DESCRIPTION DATE DRN CH DES. DESCRIPTION ROOF FRAMING PLAN i NOTES: 1. USE ( FRAM NE AT PURUN TO RAFTER CONNECTION A PROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER HClSteel Sutidtn s ,nc, USTOMER TO CONFIRM: ALONG FRAME UNE B TO C. _ " B REVISED APPROVAL/PERM! /07/18 JCR KBG ACN END USER HCI Steel Bu(Idln . _ - DEQUACY FOR WIND NEGATIVE 2. NTH 4 THICK "OS" TYPE ROOF INSULATION (BY OTHERS) 1 {� - ` 1 I , END USE Warehouse BUILDING B RESSURE/SUCTION OF PANELS 3. ROOF PANELS ARE BY OTHERS. ,\.J STREET 17833 59th Ave. NE Ste. C STFELBL'}LD 'GSuc CITY ST ZIP Aran ton. WA 98223 61986 132427 T.S. E002 E -E PLATE & BOLT TABLE MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Oty Mark Top Bat Int Type Dia Length Width Thick Length Start End Thick Length IN Thk x Length W x Thk x Len th RF1--1 13.029.0 0.188 240.0 6x1 4 x312.3 6x38 x20.5 1 4 4 2 A325 0.750 2.00 6" 1/2" S-5 7/8" 29.0/35.0 0.188 30.7 6 x 1/4" x 46.9 6 x 3/8" x 31.3 2 2 4 0 A325 0.750 2.00 6" 1/2", 2'-2 3/16 35.0/38.2 0.250 41.6 3 4 4 2 A325 0.625 2.00 6" 1/2 3'-6 7/8 RF1-2 35.0/15.0 0.250 81.4 6 x 1/4" x 81.4 6 x 1/4" x 83.8 15.0/22.0 0.188 240.0 6 x 5/16" x 240.0 6 x 1/4" x 240.1 -ENER TABLE FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY RF1-3 22.0/16.0 0.188 238.0 6 x 5/16" x 238.0 6 x 1/4" x 238.0 Stiff Plate Size FBXXA(2)=FLANGE BRACE AT BOTH SIDES 16.0/36.0 0.250 71.9 6 x 1/4" x 71.9 6 x 1/4" x 74.6 Mark Width Thick Length A - L2x2x14 RF1-4 32.7/36.0 0.250 39.4 6 x 1/4" x 41.3 6 x 1/4" x 97.9 36.0/23.0 0.188 97.0 6 x 1/4" x 253.7 6 x 1/4" x 120.4 -1 St- 1 2.500 0,250 34.77 23.0 13.0 0.188 1 120.0 -4 St- 1 2.500 0.250 35.23 PLATE TABLE _ Plate Size - 60'- Width Thick Length 1' - ----- --- 2 1 Jz -___- - 1 8" 1/2" -3" 13 ® 2 8" 1/2" 1'-2 1/2" --- --- F820A 2 - ------ )o F67A t) 12 -_-_ --- ----- ------- FB12A 1) d --- _ FB9A 1) � - - - _ FB4A 1) 01 d ----- - FB19A 2 _} ._-- -- 'IT13 ---- k RF1-2 - ---- 1 � I QUEEN'S TRUSS i RF1-3 ao a I I ¢ (n f r7 i 1 t� I I I O m j O I I O Q I N i _ I mD; Co LJ N o z ? m o O UJ to (I k I Q Z I v to N I � N�� ~qC I Q N U CK O Uj m 00 I I m' � I - 00 I CD I i I I M I 8 1/4" JP 12--11 5/8" _ 52'-7 3/8" 3'-0 1/2" ' BP 8 1/4' CLEARANCE 60'-0" OUT-TO-OUT OF STEEL © SEA o OF 1HlS DRAYAN6 DOES NOT I Y OR CONSTITUTE THAT Ha STEEL BL.DG'S.' GRT LS THEE OVAL T OF RECORD OR THE D GN f FORR PROX RIGID FRAME ELEVATION: FRAME LINE 2 3 5 10 11 FURNISHED DBY MCI INCLUDED. T:ON �1E DESIGN OF THE METAL BUWNG SYSTEM NRNISNED BY T1C1 IS rNCLUDID.FOtHiDA ANALYSTS,ELECTRICAL,AND MECHANCAL SYSTEMS,AND/OR OTHER PARTS SUPPLIED$k C '�;h ANYONE OTHER THAN HCI ARE SPECIFICALL E%CWDED.NO INSPECTION OR SUPERNSION DAPLI'D. �' t ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVATION A A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings, Inc. " 8 REVISED APPROVAL/PERMIT /67/18 JCR KBG ACN END USER HCI Steel Butldin4t"irk ` END USE HCI Office Warehouse I BUILDING A +ram ��y STREET 17833 59th Ave. NE Ste. C STEEL BLILDLkGS TLc CITY ST ZIP Arlin ton, WA 98223 61986 132426 .T.S. E003 B 'E PLATE & BOLT TABLE MEMBER TABLE Web De th Web Plate Outside Flange Inside Flange Qty Mark To Bat Int Type Dia Length Width Thick Length Start End Thick Length W x Thk x Length W x Thk x Length RF2-1 13.0 25.0 0.188 240.0 10 x 3 $ x 312.1 10 x 3 8 x 240.3 1 4 4 2 A325 0.750 2.00 10" 1/2; 3;-2 15 16" 25.0/32.0 0.188 33.8 10 x 3/8 x 43.7 10 x 3/8" x 34.5 2 2 4 0 A325 0.750 2.00 6" 1/:2' 2,-2 1 4" 32.0/34.9 0.313 38.3 3 4 4 2 A325 0.625 2.00 6" 1/2 3 -8 7/16' RF2-2 32.0/14.0 0.250 84.7 6 x 1/4" x 84.7 6 x 5/16" x 86.5 ENER TABLE 14.0/22.0 0.188 240.0 6 x 5/16" x 240.0 6 x 5/16" x 240.1 FBXXA(1)=FLANGE BRACE AT ONE SIDE ONLY RF2-3 22.0/15.0 0.188 237.9 6 x 5/16" x 237.9 6 x 1/4" x 237.9 Stiff Plate Size FBXXA(2)=FLANGE BRACE AT BOTH SIDES 15.0/37.5 0.250 70.5 6 x 1/4" x 70.5 6 x 1/4" x 74.0 Mark Width Thick Length A - L2x2x14 RF2-4 34.1/37.5 0.250 40.9 6 x 1/4» x 42.7 6 x 1/4" x 96.4 -1 St- 1 4.880 0.313 31.77 37.5/24.0 0.188 95.5 6 x 1/4 x 253.5 6 x 1/4" x 120.5 24.0 13.0 0.188 120.0 -4 St- 1 2.500 0.250 36.73 PLATE TABLE Plate Size 60'-2 1 2„ Width Thick Length 1 8" 1/2" 1'-3" 13 ® 4'-7 9 16„ 2 8" 1/2" 1'-2 1 2" --- FB18A 2) F86A 1) 1' 12 * FOF ---- -- FB3j) -_> -- -------- 11A ----_F6 __ 1) ---- FB2A 1} F 2-------- ------ --- PERIV RF2-2 ___ -------- - a- QUEEN'S TRUSS U' a RF2-3 ; 00 U) M 1 I i N O I I i Lo O j N I 1 �UJ I N '-Z 1 < m 0 0 Of- - ltJ iUL I N I W �Z I v O N NU toQ i d nix1 n Q c I o0 I I N 1 ¢ � 1 � I I I co 1 I I � I P-1 BP- 8 1 4" L'-8 3 4" 52'-8 3 4" 3'-2" 8 1/4" CLEARANCE 60'-0" OUT-TO-OUT OF STEEL 6 1 1 tµ RIGID FRAME ELEVATION: FRAME LINE 8 R CONS OF E��" "°°° S CONSTITUTE 7NAT Hp 57Efl. IS THE EN(X-OF RECORO OR PROFESSIONAL FOR THIS PRD.ECi DE"OF THE METAL BULDINO . FURNISHED BY HCI IS INCLUDED.ANALYSIS,ELECTRICAL.AND ANYONE O ER OTHER AM 4)(' ANYONETHAN HC1EXCLUDED.NO WSPECTM OR SUPER RAPUEV. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVA _..__.- A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER _HCI Sfee1 Buildings, in . B REVISED APPROVAL/PEREI /67/18 JCR KBG ACN _ END USER HCI Steel Bulld ti, Inc. ow END USE HCI Office /VW-WRo-usel BUILDING I A y STREET 17833 59th Ave. NE Ste. C 5IEEL3L'ILDLKSac CITY ST ZIP Arlin ton, WA 98223 1986 132426' i.S. E004 B SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty FBXXA )=FLANGE BRACE AT ONE SIDE ONLY Mark Web De th Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Width Thick Length FBXXA 2)=FLANGE BRACE AT BOTH SIDES Start End Thick Length W x Thk x Length W x Thk x Length RF3-1 20.0/20.0 0.500 71.4 8 x 1 x 311.4 8 x 1 x 281. SP-1 8 8 0 A325 1.250 4.00 10" 1" 3'-0 5/8" A L x2x14 20.0/20.0 0.500 240.0 8 x 1" x 29.3 SP-2 4 4 0 A325 0.875 2.50 8" 5/8" 2'-3 1/8" RF3-2 20.0/20.0 0.375 96.2 8 x 5/8" x 336.2 8 x 5/8" x 334.5 STIFFENER TABLE SUPPORT COLUMN BOLT TABLE 20.0/20.0 0.375 240.0 RF3-3 20.0/20.0 0.375 84.0 8 x 5/8" x 322.3 8 x 5/8" x 324.0 Stiff Plate Size �i0 Q ' ? Dia Length C1 1-' 4 GR36 Q.75Q 1.50 20•0/20.0 0.375 240.0 Mark Mark Width Thick Length RF3-4 20.0/20.0 0.500 240.0 8 x 1" x 29.3 8 x 1" x 226.4 20.0 20.0 0.500 14.6 8 x 1" x 252.9 RF3-4 St- 1 3. RF3-1 St- 1 13.88075 0.310 0.250 19.50 19.50 ------ __ BEAM TABLE Mark Part BASE PLATE TABLE 60'-2 1 2' MC-1 D662x125 Col Plate Size MB-1 W16x26 Mark Width Thick Length 13 ® 4 7 9 16a, MB-2 W16x31 MB-3 W16x31 BP-1 8" 1 2" 1'-11" ` d- -SUPPORT BEAM BOLT TABLE FBI 0A 1 o FBI 1) 1., 1�2� DID t Type Dia Length S1 3 A325 0.625 1.50 --- _ FB10A 1) ' S2 3 A325 0.625 1.50 _-` `-- ------�___-- FB1�1) FB10A ) I - -_ -- __�1 --- FBI A- 1) i N N N N i 1 ------ -- FB1OA 1 ; N N N N 0- RF3-2 --- -___------ ., -*-x- - - d i QUEEN'S TRUSSI im *-� 21 4 1 _ .. - o _ d RF3-3 .. Ld 1 3/4' `` ® 5 8" THK. _Z Wiz ' 1 .. 3 3 4" O < 0- Q NS/FS(TYP.) of i I¢ jQ 001'v CO[v o / O { NU � ,� i in Do ! i O I cCT< I E< �i `¢ i 1i� �_ I j -ODIC) C� O N [ » a O O 11'-0" TOP OF CONCRETE ` o ! 2 3 16' B-.. -2 MB 3 ;n, �' / --- 1 9/16- 0 O _ 51 �� _ S2 S2 v . . .`.�.�. . . 52 S2 s . ." �� S1 ! -- 3 3/4' - lw i i I Ld w 7 l w 2 1 4" Co m + Lil 1 1 = g Do + A '` �� i 1 1/4 0 `� a i °J ¢ cow C� Ld } t- 10 A325 BOLT. o Q ,n i o o o -� U SPLICE (SP-1) DETAIL TYP.1 co o ; I v~i i Do i s Q o o C o °' m Ld C1 ! C1 r�ir--- _--r---- -- -- ---------7 ---- J ------ -- _ I- 7�, J P-1 �,1 P-11 '2M .y 518'TM STIFFENER 8 1/4" 11 -10" 54'-11 1/2" 1'-10"� 8 1/4' AN t. CLEARANCE 30 20'-0" 20'-0" 20'-0" 60'-0" OUT-TO-OUT OF STEEL 0 M. t WAS 30_ / RIGID FRAME ELEVATION: FRAME LINE 12 SEALING OF THIS DRA11TNG DOES NOT ; OR CONSTITUTE THAT HCI STEEL.,UDG'S. IS THE INCINEER OF RECORD CR 711E DESK f/ PROFESSIONAL FOR AL BUILDING ONLY 1. 5Ar THK STIFFENER (lyp� FDESIGNURNIS OF 711E a IS CL D ED.FOUNDATION C�.a FURw�o BY HC!Is INCLUDED.FOtRIDAnaH ANALYSIS,ELECTRICAL,AND MECHANICAL .td SYSTEMS.AND/OR OTH.M.PARTS SUPPLIED BY CJP GROOVE WELDS ANYONE OTHER THAN tlCt ARE SPECTFlCALLY EXCLUDED.NO INSPECTION OR SUPERVISION IS k7 SHALL BE USED FOR IMPLIED. THE STIFFENER-TO- ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVATION VW END PLATE WELD. A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel BuIldin s, Inc. B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN T-- END USER HCI Steal Buildin s� Inc. HAUNCH DETAIL END USE HCI Office Warshousel BUILDING I A STREET 17833 59th Ave. NE Ste. C STEELSL'ILDLG5Ez0 CITY ST ZIP Arlin ton, WA 98223 61986 13242fi N.T.S. EOO5 13 CE PLATE & BOLT TABLE MEMBER TABLE Web De th Web Plate Outside Flange Inside Flange c Qty Bat Int T e Dia Len th Width Thick Length Mark Start End Thick Length W x Thk x Length W x Thk x Length 1 8 8 0 A325 1.250 4.00 10" 1" 3'-0 5/8" RF4-1 20.0/20.0 0.500 71.4 8 x 1 x 29.34 8 x 1 x 281.4 2 2 4 0 A325 0.625 2.00 8" 1 2" 2'-0 1 16" 20.0/20.0 0.375 296.3 8 x 1" x 29.3 / RF4-2 20.0/20.0 0.375 96.3 8 x 5/8" x 336.3 8 x 5j8" x 334.E PORT BEAM BOLT TABLE FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY 20.0/20.0 0.375 240.0 Qt T BASE PLATE TABLE e Dia Length FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF4-3 20.0/20.0 0.375 84.1 8 x 5/8" x 322.4 8 x 5/8" x 324.1 3 A325 0.625 1.50 Col Plate Size A - L2x2x14 20.0/20.0 0.375 240.0 3 A325 0.625 1.50 Mark Width Thick Length RF4-4 20.0/20.0 0.500 240.0 8 x 1" x 29.3 8 x 1" x 226.4 BP-1 8" 1/2" 1'-11" 20.0 20.0 0.500 1 14.6 1 8 x 1" x 252.9 BEAM TABLE FENER TABLE Mark Part Stiff Plate Size 60'-2 1 2" - MB 5 6x31 c Mark Width Thick Length 13 @ 4'-7 g 16" -1 St- 1 3.750 0.250 19.50 a -4 St- 1 3.750 0.250 19.50 F61 CIA i F610Af1) �\JJ-- --- ---_ F611�1) FB10A 1 , -�_-_ ---- __� ) FB10A 1) � _ __-- - FBI 1) F810A 1 ± itT - --_-_ ---- _ _ � ) FB10A 1 1\ 4 I __�--- --- FB10` cvX — RF4-2 n __ ----- -------- QUEEN'S TRUSS t t 2 1 4 O I l I rI 001 I 3 3/4" 0 w w i i i i i r7 2' O O STIFF. (TYP.) hQ i i i i . w � I 3 3/4' O NS/FS o Co11-1 U i c'Lo j z I Ei to i NCO >i i1 to w to Lo I I F If it LU I .� 0 _ _ 3 3/4" k 0I i 11'-O° TOP OF CONCRETE i E i� o 2 3/16" — V ir)I i - I ) in N 1 9/16" j r S2 S2 l 52 J1 I� l i �~f = I I 2 1 4"t. iv¢ it a I w ii _ t 00 I w ,I = II a, I 1 1/4"0 � ' � "m ii � + w 10" A325 BOLT. i �U- i i o w `�+ r o oSPLICE SP-1, DETAIL ,TYP. 00 JrlII 00 .[Jr -- . ------------- -------- �w------------ 7r t`274 5/8'THK STIFFENER -1 1 4"8 1 4n 54'-11 1 2" 1'-10" P I T` CLEARANCE 4k 60'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 13 SEALING OF THIS DRANBNO DOES NOT OSLY 1. OR CONSANTE THAT NCI STEEL iLDGS. 1 2 7 + IS THE ENCIRM OF RECORD oR Thy DFSTON 5/B'THK.STIFFENER t71T! {, OF PROFESSIONTHE METAL BUILDING rnIN A FOR MS PROJECT.ONLY S t-I 1• , FURNISim BY Ha IS INCLUDED.FOUNDATION ANALY9S.ELECTRICAL,AND MECHANICAL 45 SYSTEMS.AND/OR Cm£R PARTS SUPPLIED BY Ar. ANYONE OTHER THAN HCI ARE SPECInCALLY CJF GROOVE WELDS EXCLUDED.NO INSPECTION OR SUP£RYSdWi IS .I} SHALL BE USED FOR THE STIFFENER—TO— ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVATION END PLATE WELD. A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings. Irj B RVASEGI APPROVAL/PERMI /07/18 JCR KBG ACN END USER HCI Steel Buildings, Inc. r--- END USE HCI Office Warehouse BUILDING A HAUNCH DETAILS STREET 17833 59th Ave. NE Ste. C gre'lvaLrImsLm CITY ST ZIP Arlington, WA 48223 61986 132426 .T.S. EOD6 SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty FBXXA 1 =FLANGE BRACE AT ONE SIDE ONLY Mork Web Death Web Plate Outside Flange Inside Flange Mark To Bot Int Type Dia Length Width Thick Length Start nd Thick Length W x Thk x Length W x Thk x Len th P 9 FBXXA 2)=FLANGE BRACE AT BOTH SIDES RF1-100 20.0/20.0 0.135 120.0 6 x 1 4 x 120.0 6 x 5 16 x 120.0 SP-1 4 4 2 A325 0.750 2.00 6" 1/2" 2'-11 9/16" A — L2x2x14 20.0/20.0 0.188 132.4 6 x 1/2" x 162.7 6 x 1/2" x 132.4 SP-2 4 4 0 A325 0.750 2.00 6" 1/2 1 —8 13/16 20.0/20.0 0.250 32.0 6 x 1/2 x 20.5 RF1-101 28.5/17.0 0.188 101.5 6 x 1/4" x 99.2 6 x 5/16" x 102.2 STIFFENER TABLE 17.0 14.0 0.188 240.0 6 x 5 16" x 240.0 6 x 1 4" x 238.8 Stiff Plate Size Mark Mark Width Thick Length RF1-100 St— 1 2.500 0.250 19.50 BASE PLATE TABLE Col Plate Size Mark Width Thick Length 1 1 4" ---- BP-1 8„ 1/2" 1,-9' 30`— 1'-0' 1'-0„ 30'— 1 1 4» _— 12 � � f � � 12 F8104A 1) -1 F$103a 1 FQA(1)o F8104A 1) F6109A(1) F8106A 1)--- ----- ---- T -=_ _ --- ----- ------- FBI06A 1) F6109A 1) �1'-10"10" ------- RF1-101 RF1-101 -- ---- 1 _1 � V 3t 1 QUEEN'S TRUSS I QUEEN'S TRUSS a %; t o I o Q Q DILJ d O O U 0i� co p N l i ¢ j i1Uj ZQ I N LO O' W (VICJ W J —I N C� N U Co 00 ! I et- d- t co N} if3 P-11 BP-1 ,--9" 56'-6" CLEARANCE 60'--0" OUT—TO—OUT OF STEEL r �1 SEALING OF THIS DRAYANG DUES NOT IMPL 1 V 4 OR CONSOIUTE THAT HCI STEEL BLDO'S IS THE ENGINEER OF RECORD OR THE DESI PROFESSIONAL FOR THIS PRO.ECT.ONLY RIGID FRAME ELEVATION: FRAME LINE B C DES;GN FURNISHEOF THE D BY Ha`"`��SYU"� �n H Is INCLUDED.FGDNDAn ANALYSIS,EfECTR9CN..AND MECNM&CAL SYSTEMS, 1,10 T 07tffR PARTS SUPPLIED _ 4978 ANYONE OTHER THAN MCIARE SPEdFTCA1LY (';,.,. 1�?,� :;• EXCLUDED.NO INSPECTION OR St1PERY1S10N 4S '✓",, t..,`.Yi.3 Tl �" IMPLIED. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVATION 1 v A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER NCI Steel Bulldin s, Inc. B REVISED APPROVAL/PERMt /07/i8 JCR KBG ACN I END USER HCI Steel Bulldings,,Jnc. ! END USE Warehouse BUILDING B STREET 17833 591h Ave. NE Ste. C STEELBCILDI.NGSELc CITY ST ZIP Arun ton, WA 98223 61986 132T .T.S. EDO B SPLICE PLATE & BOLT TABLE MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange QtY FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY Mark Start End Thick Len th W x Thk x Length W x Thk Lengthx Mark Top Bot Int Type Dia Length Width Thick Length FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF2-100 14.0 14.0 0.135 120.0 8 x 1 4 x 120.0 8 x 1 4 x 120.0 SP-1 4 4 2 A325 0.625 2.00 8" 1/2" 2'-6 7/8" A - L2x2x14 14.0/14.0 0.188 136.7 8 x 5/16" x 162.9 8 x 1/2" x 136.7 SP-2 4 4 0 A325 0.625 2.00 6" 1/2 1'-7 13/16 14.0/14.0 0.250 27.4 8 x 5/16 x 14.3 RF2-101 24.0/19.0 0.188 107.4 5 x 1/4" x 345.4 5 x 1/4" x 107.5 STIFFENER TABLE 19.0/13.0 0.135 240.0 5 x 1/4 x 239.0 Stiff Plate Size R172-102 14.0/14.0 0.250 27.4 8 x 5/16" x 14.3 8 x 1/2" x 136.7 Mark Mark Width Thick Length 14.0/14.0 0.188 136.7 8 x 5/16" x 162.9 8 x 1/4" x 120.0 RF2-10 St- 1 3.750 0.250 13.50 14.0 14.0 0.135 120.0 8 x 1 4" x 120.0 RF2-10 St- 1 3.750 0.250 13.50 BASE PLATE TABLE Col Plate Size Mark Width Thick Length BP-1 8" 1/2" 1'-2 9/16" 30-1 1 4„ --f- -0' 30-1 1 4„ 1'- 1'-0„ 7 @ 4'-1 7 8,. - 7 ® 4'-L 7 8,. 12 12 FB105A 1) FB102A 1 FB�102A(1) FB105A(1) F FB108A(1) FB107A 1) - ;;�`� u_� --- -- -B70_7A(1) FBI 1) 11 - ---- ------ --�1 - - - -----� RF2-101 a_ RF2-101 I I QUEEN'S TRUSS QUEEN'S TRUSS I 3 o ;ram -MAO I gip,;W I O COW IQ daK W N CD N OICY U O I i �¢ I W �Q I ( N O N I It) LJ- 'a¢ N,� �IQ LNi_ LO _ W Ii J N U NIU co ED I i o �a co - I 10 P- p- 1'-2 13 16" 57'-6 3/8" 1'-2 13/16" CLEARANCE `;As 60'-0" OUT-TO-OUT OF STEEL SEALING OF THIS M#ND DOE4fNOX�,,*OR CONSTITUTE THAT Ha STEELIS THE ENGINEER OF RECORD ORPROFESSIONAL FOR THIS PRO.ECEDEEM OF THE IiETAL BUILDINGFURN SH£O BY Hq IS INCLIXN D. N jT RIGID FRAME ELEVATION: FRAME LINED ANA<YJS NGIEDCAL SYSTEMS,AND/ON OTHER PARiSAY;1 ANYONE OTHER THAN Ha ARE SPE7=DED.NO INS < <WPLIED '�J�D� ISSUE DESCRIPTION DATE JDRN.CHKJ DES. DESCRIPTION RIGID FRAME ELEV A APPROVAL/PERMIT 7/21/18 RAP JCR I RMM CUSTOMER HCI Steel Buildings, 8 REVISED APPROVAL/PERMI /07/18 JCR KBG ACN END USER HCI Steel Buildings, Ina END USE Warohouse _ BUI i B STREET 17833 5;h Ave: NE Ste. C SIEIIBURDL�GSLtc CITY ST ZIP Arun ton, WA 98223 61986 132427 .T.S. E008 B BOLT TABLE FRAME LINE 1 LOCATION I QUAN TYPE DIA LENGT[ ER-1/ER-2 8 A325 5 8 1 3 60'-0" OUT-TO-OUT OF STEEL 4 D G Columns Raf 4 A325 1 2" 1 1 4" FLANGE BRACE TABLE E F STITCH BOLT FRAME LINE 1 DID MARK LENGTH 1'-0" 19'-0" 20'-0" 19'-0" 1'-0" Z16 0 5-0 o.c�7 1 FBE11R 1 -5 1 16 (NESTED) (MAX) MEMBER 1 FRAME TA BLE 12 WELDED CUP WELDED CUP MARK PART —1 F9 (MAIN) GIRT EC-1 W8x10 _ I 1 1 1 1 A7 ER-2 EC-2 W8x13 --- -7` - EC-3 W8x10 EC-4 W8x10 A B6 --_J S-8' i I ER-1 W8x10 G-2 NG-2 G-6 G-9 q o f ER-2 W8x10 ------ DJ-1 8x35C14 DJ-2 8x25C16 1 DH-1 =4 0-7 G-10 _ DH-=-1`; 8x25C16 DH-2 8x25C16 G-6 `\�`. G-9 .' ` 5-0' N A307/M.BOLTS C/COLUMN _ G-1 8x25Z16 G-2 8x25Z12 � .� 4-8 1 NG-2 8x25Z16 n �' 4B° s ° G-5 _ ��� G-8 \3-ti 3-8' 3 �}- o-1 .'BC-8 8x20C16 3'-8' G-3 8x35Z14 ' SECTION A G-4 8x25Z16 c ---- — — C—I— — -- +— —=_=-------- NESTED GIRT TO C41 UMN DAII + I] -� mama 8x25Z16 Q3 I I EC-1 EC-2 ,, EC-3 EC-4 ALL BOLTS ARE 1/2-0 x 1• a307 U.N. G- 8x35Z1 2 IG- 8x25Z12 M G- 8x25Z14 Field G-9 8x25Z12 Locate G-10 8x35Z12 RB-1 RD625 RB-2 RD625 ENDWALL FRAMING: FRAME LINE 1 RB-3 RD625 NOTES: 1. WITH 4' THICK 'OS' TYPE WALL INSULATION (BY OTHERS) 2. WALL PANELS ARE BY OTHERS BOLT TABLE FRAME LINE 13 LOCATION QUAN TYPE DIA LENGTF G 60'-0" OUT-TO-OUT OF STEEL D Columns Raf 1 4 A325 1/2" 1 1 4 MEMBER TABLE FRAME LINE 13 F �E MARK PART 20'-0" 20'-0" 20'-0'• EC-5 W08542 EC-6 W08542 DJ-3 8x25C16 1" DJ-4 8x25C16 12 DH-3 8,1250006 1s (OPEN CEE 10 -_--___-_=ti DH-4 (OPEt3E ___- _-___ _--`-- f _ G-44--- 4'-4* DS-1 8x25C16 �r—n _ - 1 I i i DS-2 8x25C16 3-8 ii G-12--W�— - DJ-4 G-13 DJ-4 11 l li 4-4' G-7 $x25Z12 H-3 0H- DHDH-3 DH-3 DH-3 DH-3 DH-4 �'- i i 5'-0" G-1 i 8x25Z14 1 S-1 DS-1) IDS-1 DS-1 DS-1lo of DS-2 a ,, e G-i 2 8x25Z16 I o G-13 8x25Z14 0 z 6 i 72 as G-7B-4 MGG-11 MB-5 B--144 85'-0" - x `V H-3H-3 DH-3 3 M DH-4 MB- 4-8" _! iQDS-1IoDS-iDS-1'oaDS-LIDS-1DS-1��' ©I DS-2 Imo-.' T ii 4-8" NtAS er >St N� 3'-8" $ i ' BC-8 G-1---3— G-13 I G_11-_ =___.I I I 3—8. SEALM OF TIM ORATNNO Does NOT Ion • :``----------- I_ OR CONSTITUTE THAT Ha STEEL BLDG'S U, e m ■ " " LS THE ENGNEER OF RECORD OR Tiff Deg C— (j PROFES"AL FOR THIS PROJECT.ONLY O O O O O 6i — ' " DESIGN OF THE METAL IUIDDM SYSTEM b" 'v' d' 6-D RWIRS iED BY HG IS NXXAJDED.FOUNDA Field Field Field Field Field Field Field ANALYSIS ELECTRICAL.""°PARTS SU PU SYSTOJS,AND/OR OiNIER PARi3 SWPUkv—) Locate Locate Locate Locate Locate Locate Locate ANYONE OTHER THAN HG ARE WECa1CA M. EXCWOEO.NO INSPECDON OR sUPERNSI 4 1!,9 IMPLIED, l . ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ENDWALL FRAMING E ENDWALL FRAMING: FRAME LINE 13 A APPROVAL/PERMIT /27/18 RAP JCR ACN CUSTOMER HCI Sfeel Buildings. Inc. �T NOTES: 1. WITH 4" THICK 'OS" TYPE WALL INSULATION (BY OTHERS) B REMISED APPROVAL/PERMI /07/18 JCR KBG ACN END USER HCI Steel Buildin a, Inc, 2. WALL PANELS ARE BY OTHERS END USE HCI Office / Warehsuse BUILDING STREET 17833 59th Ave. NE Ste. C STEPtBUILDIhaStLc CITY ST ZIP Arlin ton, WA 98223 61986 132426 .TS. ED09 B BOLT TABLE FRAME LINE G LOCATION QUAN TYPE DIA LENGTH Strut 1 3 A325 3 4 1 1 4 SPECIAL BOLTS 0 ID QUAN TYPE DIA LENGTH WASH 2 4 A307 1 2 1 1 4 0 3 3 A325 3 4" 1 1 4" 1 MEMBER TABLE 210'-O"OUT-TO-OUT OF STEEL 13 FRAME LINE G MARK I PART DJ-2 8x25C16 2 3 5 $ 10 11 12 DJ-3 8x25C16 27'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 27'-0" DJ-4 8x25C16 DH-2 8x25C16 4" DH-3 8.125X30C16 {OPEN CEE) DS-1 x25C16 4 4 s E-1 E-2 2 DS-1X 8.125X30C16 E-2 2 E-2 E-2 E-2 2 E-2 � E-3 (OPEN CEE) 3'-8' G-15 G-17 G-19 G-19 G-19 G-19 G-17 FD 4 F04 G-21 E-2 L1Ox5x3ES12 G-16 G-20 G-20 0 '� 18 �4 s �1 -3 DN-1 i G-15 8x25Z14S12 G-18 G-20 G-20 B B DS-1 DS-1 DS-10 o _ G-16 8x35Z14 5'-0' - tru G-17 8x25Z14 N G-15 G-17 _ G-17 G-17 G-19 G-17 G-18 8x35Z14 3 ; o G-19 8x25Z16 DS-3% 3 G-19 NG-15 G-17 G_19 G-19 �19 4 G-20 8x35Z16 U-21 G-21 8x25Z14BC-8 (8x2006) ----------------- — ------- -- ------- - ------ G-22 8x35Z14 E I I ST-1 HSS6.625x0 .2 50 EC-4 RFt-4 RF1-4 RF1-4 RF2-4 RF1-4 RF1-4 RF3-4 RF4-4 DB-1 L3x3x316 Field Field Field DB-2 L3x3x316 Field DB-3 L3x3x316 Locate (3)-3/4.0 A325 BOLTS Locate Locate Locate DB-4 L3x3x316 ON EA. END TYP. MB-9 W12x14 GIRT t'-t" V-1' V-1' V-t" LAPS 1—1 1—1 1—1. 1—1 SIDEWALL FRAMING: FRAME LINE G NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) CONTINUOUS GIRT MEMBER SCREWS r I WALL PANELS ARE BY OTHERS 12" ON CENTER FO R CUP (RC7) SHTG. ANGLE CONTINUOUS GIRT MF�,MBER SCREWS CUT FROM RA-1 -12 ON CENTER F.O. HEADER OPEN CHANNEL o _ o ;r 1/2"0 x 1" PERMI CUP (RC7) SHTG. ANGLE F.O. JAMB BOLTSN HEAD of OUTSIDE OUTSIDE CUT FROM RA-1 F.O. SILL `* A FLANGE 1 FLANGE F.O. HEADER I OPEN CHANNEL (n Cn r 1/2"0 x 1" a CUP (RC7) O—O s F.O. JAMB BUTTON HEAD 10 BOLTS OPEN CHANNEL FSI3'RA —ANGLE i DOUBLE—ANGLE F.O. SILL G BRACING CUT FROM RA-1 CONTINUOUS GIRT CLIP (RC18) CLIP (RC7) SHTG. ANGLE F.O. WIDTH O O s} SFAUNG OF IRIS ORABANO OOES NOT NH+LY y RIES' VARIES' cR CONSIM, TMAT Ro Ste,IS THE ENGMEM OF REOM OR W.P. W.P. TYP.DETAIL OF FIELD LOCATE F.O a,ALFORDes— ���� poNN EE ��RRALL BOLTS ARE 1/2"0 x 1" A307 U.N. FURNM of THE METAL CLUD C SYSIEWW.RUND A5E ELEV CONTINUOUS GIRT MEMBERCSCREWS AN�u UEClIw� WE HAMCACALAnaA9789 R BOLT SIZE SEE ELEV srsTeiM AND/OR OTHER PAM 9ppm BYD QUANTITY FOR BOLT SIZE F.O. WIDTH EANYCWxcum .N TNAN Ha ARE SPECHIOALLY I<r Ff } AND QUANTITY .NO iNSPEC"OR SdNMVLVdA IS +'', ISt`4_ t�S' r Cyr ISSUE DESCRIPTION DATE DRN CHK DES.1 DESCRIPTION SIDEWALL FRAMING ELEVATION 1 1 SINGLE ANGLE BRACING DETAIL DOULE ANGLE BRACING DETAIL TYP.DETAIL OF FIALD LOCATE F.0 CW SOTT. A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER NCI Steal Building s, in ALL BOLTS ARE 1/2"0 x 1" A307 U.N. 8 RENSED APPROVAL/PERl11 /07/18 JCR KSG ACN t_..- END USER NCI Steel Buildings, Inc. END USE NCI Office Warehouse I BUILDING A STREET 17833 S9th Ave. NE Ste. C STEEL}1LRLOLNG5[u CITY ST ZIP Arlin ton, WA 98223 198fi 132426 N.T.S. E010 B BOLT TABLE FRAME LINE D LOCATION QUAN TYPE DIA LENGTH Strut 3 A325 3 4 1 1 4 SPECIAL BOLTS 0 ID IQUAN TYPE DIA LENGTH WASH 2 4 A307 1 2 1 1 4 0 3 3 A325 3 4" 1 1 4" 1 MEMBER TABLE FRAME LINE D MARK PART DJ-2 8x25C16 DJ-4 8x25C16 DJ-5 8x25C16 DJ-6 8x25C16 DJ-7 8x25C12 DH-1 8x25C16 13 1� DH-2 8x25C16 210'-0"OUT-TO-OUT OF STEEL DH-3 8.1250006 12 11 10 g 5 3 2 {OPEN C16 DS-1 Sx25C16 E-4 H1Ox5x3ES12 27'-0" 26'-0" 26'-0" I 26'-0" 26'-0" 26'-0" 26'-0" 27'-0" E-5 H1Ox5x3ES12 .4" E-6 H1Ox5x3ES12 G-17 8x25Z14 j F:eld idl r fl I I I G-18 8x35Z14 acat ocatj oraty iD} G-19 8x25Z16 E-5 E-5 E E-5 E-5 \I E-5 ` E-5 E-6 17 i G-21 8x25Z14 G-22 8x35Z14 G-21 G-17 G-29 ---------------- ----- G-31 G-17 G-38 G-23 8x25Z16 -"------- G-24 8x25Z12 1 G-25 8x25Z12 r;— ! 2 1 G-31 G-37 NG 37 _G-21 G-28 G-2 G-34 LBUILDING-B G-26 8x25Z16 o �,I a DS-i a DS-1 DS-i o 0 G-18 Dg 27 t 30 I 3 -33 -- -�— G-35 G-36 G-39 G-28 8x25Z12 _ I g g STEEL LINE - '� ; 6 G-22 ST-1 Strut ti -1 i DN-1 ON-1 i NG-28 8x25Z16 G-25 _26 G-3D ' 32 -33 G-35 G-36 G-39 G-29 8x25Z14 o c� — O _ o 01 co o �`D K2 '� G-310 Sx25Z14 i t o i _ �—�n H2 i -3 G-23 _ o DH o -26 a G-30 G-31 -26 Q o G-35 G-36 0 ;� �, G-39 G-3Z 8x35Z14 - _11 ! -� BC-8 � G-33 Sx35Z16 _ -- -- - -- ---- ----- --- -------- ---- ----------------- ------------ --------------- - - - ----t--- - -- ---------- --- --- G-34 8x25Z12 3 . (8x20C16) 3 C -1 J C J C G-35 8x25Z16 RF4-1 .=T RF3-1 RFi-1 RF1 f 1 RF2-1 RF1-1 RF1-1 RF1-1 EC-1 G-36 8x25Z16 Field Field Field 6'-O' 1� 4'-0' 6'-0 € G-37 8x25Z12 Locate Locate Locate {3}-3/4"6 A32s eaLTs; - fi'-D' 14'-D' 6'-0' !fi'-6' f 14'-0' 6'-6' NG-37 8x25Z16 ION EA. END G-38 8x25Z14 Ty'. G-39 8x25Z16 GIRT t'-t" 1'-t" t'-1" 1'-1' ST-1 HSS6.625xO.250 LAPS i'-1" 1,-1" i'-1" V-1" DB-2 L3x3x316 DB-5 L3x3x316 SIDEWALL FRAMING: FRAME LINE D k_ DB-6 L3x3x316 DB-7 L3x3x316 7 { NOTES: 1. WITH 4" THICK 'OS" TYPE ROOF INSULATION (BY OTHERS) MB-6 W16x26 2. WALL PANELS ARE BY OTHERS. Y ` R CON,OF E 15 DRAWING DOES NOT IS CE ENGI 7E OF HCI STEEL THE D ENtNrx s [✓. ' y IS THE ENgAL F RECORD OR THE DESIGN .H - DESM OF'M FOR AL PitO,L'OT.ONLY TFI£ y DESIGti OF THE METAL BUO.DiFlG SYSTEL AS FURNISHED BY NO IS INCLUDED.FWNDATION ` ,4 ANALYSIS,ELECTPoCAL,AND MECHANICAL SYSTEMS,AND/OR OTHER PARTS SUPPLIED BY •. ANYONE OTHEER THAN HCI ARE SPECIfla"., � EXCLUDED.NO INSPECTION OR SUPERVISION IS t 9789 ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION SIDEWALL FRAMING A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Stee! Buildings, Inc. h i B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN r END USER HCI Steel Buildings, Inc. F ,. END USE HCI Office Warshiiffixel BUILDING A STREET 17833 59th Ave. NE Ste. C 5TEELEC1CDLsG5 zc CITY ST ZIP Ariln ton, WA 98223 61986 132426 T.S. r E011 7B BOLT TABLE FRAME LINE A LOCATION I QUAN TYPE DIA LENGTH ER-100 ER-100 8 A325 5 8 i 3 4 Columns Raf 6 A325 i 2" FLANGE BRACE TABLE FRAME LINE A DID MARK I LENGTH 1/1AI FBE11 L R 1 —5 1 16 MEMBER TABLE FRAME LINE A MARK PART EC-100 W8x10 EC-101 W1Ox12 EC-102 W8x10 ER-100 W8x10 G-100 8x25Z16 G-101 8x25Z14 1O 60'-0" OUT—TO—OUT OF STEEL ® NG-102 8x25Z16 RB-1001 RD500 O 16'-6" 25'-0" 16'-6" 1'---0" ( STIFFENER I—SHAPED `—(IF REOD.) 12 } 2 12 ENDWALL RAFTER IQ f �ER I00 1 � --- ---- ---- --- 3 iR ER�00 �l'-10" ----- - — 0 G-102 — - ---- i i t `tI G-101 \` G-102 ; a SEE ENDWALL FRAMING t, G-101 FOR BOLT SCHEDULE O I i `. i� I I-SHAPED i1) ENDWALL COLUMN f' G-101 `.G-102' G-101 o ENDWALL RAFTER L MN t G-101 ' G-102 ` G-101 B3 ALL BOLTS AS NOTED Fm 1 —D3 C3 ��i�f .\oO D3 rv, G-100 f' G-102 `. G-100 00 BC-8 8x20C16 P A EC-100 ----EC-10i ---- -- EC-101-_- EC-102 All pa F I I I o.l I ENDWALL FRAMING: FRAME LINE A NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) 2. WALL PANELS ARE BY OTHERS COP SFiAIM OF THIS DRAMNG DOES HOT tp.Y OR COMMUTE THAT HCIEgDG$ + IS THE ENO:NEER OF RECORD DR THE GN v: PROFESSIONAL FOR THIS CT. DESIGN OF THE METAL BU3U%tlG S FURNISHED BY HC7 IS iNCLUOFD.FOUND ANALYSIS,MSCMCA,AND NECHMiC SYST WT,AND/OR MEN PAR1S ANYONE OTHER THAN Ha AK SPECIFI ..; EXCLUDED.NO INSPECnON OR SUPERNSiON, 4t {� ""' ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ENDWALL FRAMING E a A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER HCI Steel Buildings. Inc.- B REVISED APPROVAL/PERMI /07/18 JCR KEG ACN - �3 END USER HCl Steel Buildin`, Inc. END USE Warehouse BUttDINO B STREET 17833 S9th Ave. NE Ste. C STEEL BGILDNGSu,c CITY ST ZIP Arlington, WA 98223 „ 1986 132427 .T.S. E012 B SPECIAL BOLTS o ID IQUAN TYPE DIA LENGTH WASH 2 1 8 A307 1 2 1 1/21, 0 ® 60'-O"OUT-TO-OUT OF STEEL 4 A O 1 2 1 4 MEMBER TABLE B C FRAME LINE 4 FLANGE BRACE V C MARK PART 20'-0" 20'-0" 20'-0" O NESTED (IF REQ'D.) �/ FLANGE BRACE DJ-100 8x25C14 MEMBER GIRT DJ-101 8x35C14 SCREWS WELDED RC3 / WELDED RC3 _ J3 GIRT CLIP �(j GIRT CUP DE-100 L100 810x5x3ES12 B E-100 z E-101 � E-102 8" ZEE STRUT — /,� E-101 L1040ES12 G-10 G_ 8 G-111 DIAPHRAGM AT = o o E-102 L10x5x3ES12 5'-0" ON CENTER ao I I G-103 8x25Z14 _ _ _a a _ _ G-104 8x25Z12 I " G-104 - 16__G_-_110_/NG_1_10 G-105 8x25Z16 R STRUT CEE 5" 5" G-106 8x25Z14 o rA -70 MEMBER GIRT GIRT G-107 8x25Z12 BUILDING A SCREWS NG-107 8x25Z16 G-104 a G-107 G-1 H-100 -1 O 2-4" 2'-4' G-108 8x25Z16 ----------- 25C12 RF COLUMN G-11 0 8X25Z12C14 f RUT BAY SPACE BAYSPACEG-110 8X25Z12-t 4 t 7 ��IQ109. = -t NG-110 8x25Z16 0 0— G-111 8x25Z16 Go 1 SECTION-A H6 FLUSH WALL GIRT TO RF COLUMN G-112 8x25Z16 Ia• ATTACHED WITH (4) MEMBER SCREWS ALL BOLTS ARE 1/2'0 x 1' A307 U.N. RB-101 RD750 �I c-1o3 �� .�°1 -13,6M9 c 109 -1 RB-102 RD750 i71 --_ x20 1- 4 SPECIAL BOLTS 7 6 H-W------- ---- ------------ ------ I - --------- ----c = _ o ID UAN TYPE DIA LENGTH WASH EC-102 RFl-100 RF1-100 RF2-102 (t)-AS STANDARD 1/4"",1/4 2 8 A307 1 2 1 1 2 0 (2)-IF DESIGN READ. Hi 3 4 A307 1 2" 1 1 4" 1 ['_OA 14'-0" �'J MEMBER SCREW/IS 4" EAVE STRUT MEMBER TABLE SIDEWALL FRAMING: FRAME LINE 4 L MARK A FRAME LIRT (RA-1) T v DJ-100 8x25C14 NOTES: 1. WITH 4" THICK 'OS" TYPE WALL INSULATION (BY OTHERS) RAKE ANGLE 4" 2. WALL PANELS ARE BY OTHERS 1) 10 3� DJ-101 8x35C14 STRUT ZE STRUT ZEE (IF RED D.) DJ-102 8x25C16 zI I 10 3�4 (IF REQ'D.) DH-100 8x25C16 p a o II / EAVE STRUT (4) 7 BOLTS x r DH-101 LlOx5x 6 60'-0'OUT-TO-OUT OF STEEL -, j �A3o7 BOLTt' Rc12A E-101 L10x5x3ES12 m i EAVE STRU)/, E-103 L10x5x3ES12 C B STIFFENER rs E-104 L10x5x3ES12 20'-0" 20'-0" 20'-0" EAVE STRUT RC67G-1o7 8x25Z12 SHIM PLATE G-108 8x25Z16 (RC67) G-111 8x25Z16 SHIM PLATE (4) 1/2"0 x t" \-MAIN FRAME G-112 8x25Z16 -1 1 2 -1 4 2 A307 BOLTS (8) 1/2'0 x A3Q7 BOLTS G-113 8x25Z12 (4) 1/2'0 x 1 1/2' NG-113 8x25Z16 G-111 G-10 G-118 1'-10" A307 BOLTS MAIN FRAME LOW EAVE DETAIL FLUSH CONDITION) G-114 8x25Z16 = LOW EAVE DETAIL FLUSH CONDITION} WITH EAVE STRUT�TIFFENER PLATE G-115 8x25Z12 G-113/NG_113 J23 AT END FRAME JB AT INTERIOR FRAME NG-115 8X25Z16 G-107 - G-116 8x25Z14 -- - -- G-117 8x25Z12 NG-117 8x25Z16 BUILDING A 1 G-118 8x25Z16 to 12 DFI-100 11 -1 7 s G-117 NG-117 3 _ �` RB-103 RD750 A ---�S STRUT------- N RB-105 RD750 2 -8x25C12 o RB-104 RD75 -1 2 G-11 G-115 G-115 0 _ G-117 S -t 1 ) t ;l 2 G-11 -10 -- c. 1° -11 R6'. :r e r.` 7 t - ®- M ; GO 6 z=a--------- ---- C -------- -- --- ---- --------------------H OR cwNsnSEALING fine TMAT°Ti+a'�w°SIM e� THIE RF2-100 RF1-100 �J4 RF1-100 EC-100 PROF�ESSMAL FOR PROJW.ONLY DESIGN OF 7K METAL MR.DINc 0 14'-0" "-0 Field ANALY R,Cro/aR mHER CAL_ FUFbf&rs E�Y W 13 CND MEc++uac�N", Locate AMra+E oiMEM nuM NIG ARE sPEanOulr '{rIsl 9XCU EO.NO INSPM1=OR sNmotwsaN ISS . aNPLIED. S S e SIDEWALL FRAMING: FRAME LINE 10 ISSUE DESCRIPTION DATE DRN CHK4 DES. DESCRIPTION SIDEWALL FRAMING ELEVAT ` NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER NCI Steel Bulldln ` Inc, . 2. WALL PANELS ARE BY OTHERS 8 REVISED APPROVAL/PERMI /07/18 JCR KBG ACN END USER HCI Steel Bulldln a, Inc. ENO USE Warehouse BUILDING B STREET 17833 59th Ave. NE Sts. C STEELEtRCBC•RGsuc CITY ST ZIP Arlin on, WA 98223 61986 732427 N.T.S. E013 B 36" METAL DECKING PANEL 12 13 12 13 12" 12" 12" 27'-0" 2T-0" r-DETAIL-A 17'-10" 8'-10" .4 17'-10" 8'-10" ,4 MEMBER SCREW LOCATION 'v o EA-1 015�D (FM20) Q RF3-i_ .... RF4-i p (� d SIDE LAP FASTENERS y 1 t T N 1 3 v r BETWEEN SUPPORT i / `J AT MAX. 36" O.C. I I l I a DETAIL"A" N 1 11 I E015 LA A) E "1.QFD" DECK PANEL SCREW LAYOUT E Nc-1 E E E I MJ-z I I ct —� E015 I uJ-2 i i i �S u t 122s 8s al 1 a �• �— � F— cV H cV� N UJ- i uj-2 ' I NC-2 i I I E01 C F o F F ( I i 3 arr EAa a TTaD i11 {i I ,z i T c TYTTD F MJ .A I UJ-2l i i o NJ-2 i0l o N ' AIJ-2EDZ 1 (EA-1) Ell EM AN L �NaF J tiF3-4}- RE4-4 tr L A 1 EA-t JasT Eo1s oI 2 3 4" L (� aCIM PANELPANEL (FIELD CUT LAST PANEL TO SUIT) TYP. DETAIL OF COLUMN TO DECKING PANEL CONN 27'-0" 1 27'-0' 12 13 12 13 MEZZ. FLOOR FRAMING PLAN CUSTOMER TflVERiFY ' MEZZ. DECKING LAYOUT PLAN 1 - 8'-10" WIDE x 18-11 3/4" LONG CLEAR OPENING FOR STAfRS BY OTHERS 1 DECKING PANEL: 24GA. 1.0FD-GALVANiZED(G60) f NOTES: 1. DEAD LOAD = 50.0 psf (INCLUDES 4" THK. NORMAL WT. CONCRETE) 4. REQUIRED CLEAR HEIGHT = ±9'-0" 2. COLLATERAL LOAD = 1.0 psf 5. ACTUAL CLEAR HEIGHT = ±9'-O" 3. UVE LOAD = 100.0 psf 6. DECKING PANEL = 24 ga. 1.OFD (COLOR: G60) 4. TOP OF CONCRETE = 11'-0" 7. JOIST SPACING = 2'-0 O.C. 8. - DENOTES BOLT LOCATIONS 0 M. / f " A� , ` � -1-1 SEALING OF 71,13 DRAMNG DOES NOTOR CWSIVIUTE MEMBER TABLE IS'ME ENGINEEROF NO MEMBER BEAMS PROFESSIONAL FOR MS PR0.ECT.ONLY =�r DESIGN Of THE METAL BUWNS SYSTEM Mark Part Connection W Single Plate FURNISHED BY Ha IS INCLUDED.FOUNDA ANALYSIS ELECTRICAL Arne MECHANICAL F . MB-1 W16x26 3 -3 4 0 A325 W 3 8 THK. PL. — SYSTEMS.AND/OR OTHER PARTS SUPPLIED By ANYONE OTHER THAN NO ME SPEOMCALLY - S= ' MB-2 W16x3i 4 -3/4"0 A325 W/ 3/8"THK. PL. JOISTS EXCLUDED.NO INSPECTION OR SUPER\951CN IS N ' Y- w MB-3 W16x31 4 -3/4"0 A325 W/ 3/8-THK. PL. Mark Part " 6 r ti MB-4 W16x31 4 -3/4"0 A325 W/ 3/8"THK. PL. MJ-1 121<3 ISSUE DESCRIPTION DATE DRN CHK DES.1 DESCRIPTION MEZZ. FLOOR FRAMING } MB-5 W16x31 4 -3/4"0 A325 W/ 3/8"THK. PL. MJ-2 20K4 A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Butidin s, Inc. SAL MB-6 W16x26 3 -3/4"� A325 W/ 3/8"THK. PL. B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN „1. {'�} END USER HCi Steel Buildin S, .Inc. MB-7 W16x31 4 -3/4"0 A325 W/ 3/8"THK. PL. COLUMNS ( END USE HCI Office WcretTs'us® BUILDING A MB-8 W14x22 2 -3/4"0 A325 W/ 3/8"THK. PL Mark Part Base Plate STREET 17833 59th Ave. NE Ste. C MB-9 W12x14 2 -3/4"0 A325 W/ 3/8"THK. PL. MC-1 D662x125 10 x10 x1 2 THK. PL. W 4 -3 4 A BOLTS ttiuT-I fS.0 , CITY ST ZIP AFitn ton, WA 98223 MB-10 W16x26 3 -3 4"0 A325 W 3 8"THK. PL. MC-2 D662x125 10"x10"x1 2" THK. PL_ W 4 -3 4"0 A BOLTS 61986 132426 N.rs. r EO14 e -0 1 4' METAL DECKING D E 13 GONG SLAB 4x4x1/4'EDGE ANGLE Q 11'-O'AF.EL t6'-lS 3 4' B'-10' 4' TOP OF GONG 1'-e S 4.4' t8'-3 3 e 4" 1'-D' I ---- /4'EDGE ANq.E Q 10'-B"AF.F.L 4x4ct/4'EDGE ANGLE 4x4x1/4' ANISE TOP OF BEAM METAL BECKMG SHOP/16' JOIST Lfc1AL Cfi703CG METAL lYP d� 1� CCNC.SLAB SHOP t,D.C.)TO J-1) MNG SLAB CG1C. 4x40/4"EDGE ANGLE Q 21'-0•AF.F.L Q 11'-D'AF.F.L OF GONG 0ONQ C TOP OF CONC. TOP OF CONG Q iD'-S t/2'AF.F.L Q 1O'-8`A.F.IL TOP OF BEAM MEZZANIN (MB-EB9)EAM TOP OF BEAM JUST � L3x3x3/18' SECTION-A F\T ,SNOT2'-1VElD TG J-1) O 0"D.G) TYP. BAR JlST TO BEAM CONNECTION FIELD WELDED BEAM 9'-1 5/8'AFF.L �JIXST MEZZANINE BEAM I BOTTOM 6F BEAM ®, SECTION-CID Mt7ZAX,W-BEAU x4xi/4'EDGE ANGLE TYP.BAR JOIST TO BEAM CONNECTION TON_ FIELD BOLTED FIELD BAR JOISTIST TO BEAAMM CONNECTION TYP " "AL OE XNIG FIELD WELDED 1• -GONG SLAB 11'-07 A.FF.L __V 10=5 1/2'AF.F4- TOP � 4x4x1/4'EDGE ANQZ TOP OF BEAU f1lrr-:C. AL DECKING /8'AF.F.L T r SLAB i 5 il'-O'AFFl BOTTOM OF BEAM TOP aF CONC.t1ffIIA a /MsM— JOIST S��TION-B TYP.BAR JOIST TO BEAM CONNECTION FIDD TELDm MEZZANINE t><" L,� (MAX) I 2" SEE PLAN NFOR �1 ` VARIES PLATE TYP.BAR JOIST TO BEAM CONNECTION 4' FIELD�� TTP BRIDGING ANGLE WHECAP RE REO'D. � ��EAR PLATE � y 4xW/4'EDGE ANGLE TYP f, METAL OEC1014G I IOVARIES PEPta Nt&144w ' com SLAB 'I 11'-0'A.F.F.L M METAL OEC KNG i J, ' M Tn'( TOP OF GONG I kGE BOLTS. BEAM ':��L ; j7 1TOP OF BEAU F.F.L GACf S?,' �CONC.Sll9 JOST—:T JISST I I � M AF.F-L BRIDG�G Q NN DETAIL I i TOP OF CCNG i I i RG05A i I I. CUP 9'-1 5 8'AFF.L 1 I BOTTOM OF BEAM I I I MEZANINE BEAM JOIST - BEAM TO RQUND HSS GOLUMN J JOIST uEaAmNE BEAU JOIST (4)—rOx1r A325N BOLTS U SECTION-C TYP,BAR JOIST TO BEAM CONNECTION TYP.BAR JOIST TOM CONNECTION FIELD WELDED FEW BOLTED 0 i' • , n Z SEALING OF IRIS DRAWING DOES NOT IMPLY ' OR CONSTITUTE THAT NCI STEEL RDG'S E1SQ IS THE ENGINEER OF RECORD OR THE DESIGN WMANNE NOTES, PROJECT. THE 1.WELDM ELECTRODES m1ST BE'ETa16'.T TS D04URS A SPEC WX TWE OF 1 D%ELDED TO BEAUS OR SEAT PLATE:UNLESS NOTED AS PROFESSIONAL FOR TF*5 BUILDING CT.C SYSTEM ONLY AS •.: 0�0n16 x0 FUNLESSDE THE METAL 81 ELECTRODE MOTH A 70 ICN YxLD STRENGTH.THIS ELECTRODE IS COMPA701 SILTED.FOR BOLTED JOISTS,USE 1/2 x 1-1/4 A-3a7 BOLT. FURNISHED I Y MCI IS INCLUDED.FOUNDATION ANALYSIS ELECTRICAL AND MECHANBCAL .. (1`. ALL STEEL POSITED BY PoW GLOBAL BITEWQq AND S ACCEPTABLE FOR 2CO &SUIT!*AND IS AREIG ACED O THESHAU.JOISTS.N THE ENDS OF ALL B ar/aE C 7 ALL'r:EtDBAO PUPIIQIS a RMINAT O LOADS ARE BOATED 4 L B ANCHTHE ENDS TO ALL BROOM t ANC OTHER THANO a An b7Ea�CM1Y Y IJ '3 2 WaDING UU T BE PERFORMED BY A CER°ii:D WIDER MEAD IS CERiFTD T06YNATSm AT WALLS OR BEAMS lNALL BE ANam17ID THERETO,fmrd20NTAi.OR N THE APPROPMATE POST ION.AM WNFORU TO THE REQUIROAXIS IF THE °M°°WL MOONG SMALL BE ATTACHED TO JOISTS BY MEANS OF ME1DR1°pi EXCLUDED.NO INSPECTION OR 9JPERb15CON ISL,j��` AIRS STRUCTURAL M LMO CASE M.t.LATEST EDMTON. ��LK•�' IMBUED. - s 3.EDGE AMOES S4AL BE TACK WELDED TD BEAMS OR JOSTS ISSUE DESCRIPTION DATE DRN.CHK.DES. DESCRIPTION FLOOR FRAMING & JOISTS DET 7 3.PR£-HEAT THE JOINT h5 NF}DFD N fLIxNATE YUISIUPE COMAMNA7mH AND -ANY SHOP P�ON TO"y�A�y M JOKIS CODE01.1. EST��� 4 I+a�ANeE Foal Deal SHALL BE FAsrETRn w1N�z z4 x 1-1/4 NO WASHER fEx1 A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steal Buildings, Inc. "REBRUSHEDIwaalx7O REDUCE T�uTEP7aAi wsr AFET10bID. SLAB�.��' (»°ice`-x PdNT)x�Ews a 12'o.c B REVS®APPROVAL AND DIM erPaRTA�NOTE TO auereveu /PERAfi /07/18 JCR KBG ACN sj:; END USER HCI Steel Buildings, IEff" No Sim elxnNCS Is War RrSPa+SSLE FOR THE DESIGN AND THE THICKNESS IF NEZLMWE END USE NCI Office / Worehousel BUILDING I A CONCRETE One Alm ITS ROWVR 'CR7S.PLOY SECOND LEVEL couPowNTs CALLED ED/Dr STREET 17833 591t1 Ave. NE Ste. C N THE CONTRACT WL BE SUPPLIED BY Taw'. YE MMI E FORM DECK SERVES AS TRY WORKS 98Y AND OESr1NED T°CARRY ONLY THE STEEL 1TL7LDITtCS LOADS OF CONCRETE PnB_ LtC �- CITY ST ZIP Aliln ton, WA 9$223 1986 132426 rVT.S. E015 B (1)—AS STANDARD (1)—AS STANDARD (2}—IF DESIGN READ. (2)—IF DESIGN READ. 1/4"Sl1FF. r MEMBER SCREW S MEMBER SCREW S E SHAPED (NS&FS SEE PLAN HAND TIGHTEN NUTS THEN TACIC VELD / } OUTER NUT TO BOLT THEN 71GHTEN INNER ENDWALL RAFTER COLUMN 4" 1'-0" i SEE PLAN 2'-4" n LOWGMMOO+�ENT OF STRUCW{rau du s 1 N FLANGE BRACE FLANGE BRACE PURUN ^ CLIP WELDED PURUN TO RAFTER GIRT Efl'D.} (IF REQ`GRT USE (2) BOLTS RF RAFTERfRC69* TACK WELD I � RA-1 0 ° ° ° RAKE ANGLE CLIP WELD8"0 x 2' 77 i 1 TO RAFTER25N BOLTS o+ ° a 4 RA-1 � _/ 4 (4}-1/2"4t x 1 1/4" ______._ (LONG LEG VERT.) ------ ------ __-- RAKE ANGLE 1 �_______= o O ________-_- -__ {IF READ - A325N BOLTS ) NUTS ===g=====__ CLIP WELDED (LONG LEG VERT.)� WELDED CLIP CUP (RC3) I CUP (RC3) RAFTER BOLTS { 1 I-SHAPED " i® ®i E WASHER 5" 5FLANGE BRACEZ! (WHERE REQ'D.) zl ENDWALL COLUMN- R XX MN WEB 'E �-� 1-0" 1-0" J \�BUILT-UP OR J� o q FLANGE BRACE COLD SECTION"XX" w HOT-ROLLED w ;+ COLUMN * BAY SPACE BAY SPACE { E (WHERE REfl'D.} RC70 (FOR 3/4"0 BOLTS W+ BEARING RAFTER W *RC71 (FOR 7 & 3 BOLTS of cnl MAIN FRAME " RAFTER *RC72 (FOR i 4 BOLTS) FLUSH GIRT TO ENDWALL COLUMN BEARING FRAME TO FLUSH ENDWALL MAIN FRAME ENDWALL ENDWALL RAFTER TO COLUMN ENDWALL COLUMN TO RF RAFTER WITH WELDED CLIP A? ALL BOLTS ARE 1/2"4 x 1' A307 U.N. A10 ALL 80LTS ARE 1/2"a x i" A307 U.N. BB ALL BOLTS MLR B19 ALL BOLTS ARE 1/2'0 x 1 1/2" A325 U.N. GB ALL BOLTS ARE 1/2"o x 1" A307 U.N. ENDWALL GIRT— WELDED RC121 WELDED CUP f—R/W COLUMN SIDEWALL GIRT GIRT CUP HOT-ROLLED (4)-1/2"0x1" CORNER COLUMN F.O. JAMB BUTTON HEAD ;® WELDED I BOLTS GIRT GIRT CUP -RF COLUMN 7 RC17 MELDED ELEUBTl9C{ BASE CLIP ttt ENDWALL COLUMN -- -___-_____ "--�- - SHEETING GIRT t BASE PLATE WALL GIRT �t8 O ® ® �, 5/8.0 L5- ------ e'=_==_= O ANCHOR BOLT OR EXP. ANCHOR SHEETING �BAY `-ENDWALL GIRT CSt_1EP(RCS) g =__ =_- =_ = O C � � BASE CUP BAY SPACE BAY SPACE CLIP (RC5) I —WELDED- SEE PLANZ'-0" SPACE GIRT OUP i SEE PLAN i BAY SPACE PLAN 1 3 f 4" F.O. WIDTH BUILT-UP CORNER COLUMN OR `— G1RTlHEADER BEAM TO RNV COLUMN HOT-ROLLED CORNER COLUMN RF CORNER COLUMN TO WALL GIRT BASE PLATE FOR ENDWALL COLUMN �\ -FO-JAMB BASE DETAIL D15 � c��n j EALL BOLTS ARE 1/2"m x 1" A307U.N. At1 BOLTSARE 1/2'0 x 1" A3d7 U.N. ALL 80LTS ARE 1/2"0 x 1" A307 U.N. \_� SEE ANCHOR BOLT PLAN & DETAILS H BOLTED BASE CUP C/RAFTER -/RAFTER .r s HOT-ROLLED ' OR BUILT-UP LAP LAP LAP LAP FLANGE BRACE FLANGE BRACE ENDWALL RAFTER (IF REQ'D.) END PLATE (SEE RO F PLAN) (SEE RO F PLAN) y ® PURLIN� PURUN PURUN I PURUN ' _ T G O 1 t� o O O o O: o O a 0 O� �O,' O Eq o+ O� �,N + ybl o .'o'. o ° 0 o; O GIRT • � �(SEEPWX LALAP ) ., .�,L ELEV. G t- ��` �;s i ! i `J �tr FLANGE BRACE---,--, FLANGE BRACE FLANGE BRACE�� FLANGE BRACE 2'-4" 2'-4" SEALM OF H x DRAWING ODES 07 tkdR (I REQ D.) (IF REfl D.) 7NS ORAWAN OR CONsnTuTE THAT Ha STEEL B.Ocs BAY SPACE BAY SPACE IS THE ENDINEER OF RECORD OR THE < 'f PROFESSIONAL FOR THIS PRO.EOT.ONLY RAFTER SPLICE ALONG SURFACE DESM OF THE METAL SULOM sYSTEu as FURNISHED SY 40 IS RrCL.UDED.FDUNDAn HOT ROLLED OR BUILT-UP RAFTER BY-PASS PURUN TO RAFTER DETAIL BY-PASS PURUN TO RAFTER DETAIL WALL GIRT TO RF COLUMN ANALYSIS,ELECTRICAL ANO t�a4AF9CAL �- F9 G2 G2X H2 SYSTEMS,AND/OR OTH PAX15 SUPPLIED - 49789 SEE ENDWALL FRAMING ELEV. ALL BOLTS ARE 1 2" x 1" A307 U.N. ALL BOLTS ARE 1 2"o x 1" A307 U.N. ALL BOLTS ARE 1 2"0 x 1" A307 U.N. ANC OTHER THAN Ha ARE SPEanCALLY FOR BOLT DIA AND TYPE. f / / ocavpEO.NO iNSPEC110N OR s>PERwswN q � t ISSUE DESCRIPTION __ DATE DRN CHK DES. DESCRIPTION DETAIL DRAWINGS A APPROVAL/PERMIT 07/27/18 RAP JCR ACN CUSTOMER HCI Steel Sulldln s, B REMSED APPROVAL/PERMIT 08/07/18 JCR KBG ACN '- E F = END USER NCI Steel Buildings F " END USE HCI 0#flce Warehauae BUILDING A!c B kj STREET 17833 5911h Ave. NE Ste. C 5?EA8 [CD 5 to CITY ST ZIP Ar11n ton, WA 98223 1986 32426-27 .T.S. E016 B CI FY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:6310188th Street NE Permit#:2579 Parcel#:31052200100400 Valuation: 1631760.00 OWNER APPLICANT CONTRACTOR Name:WHEELER TED&EWA Name:HCI Steel Buildings,LLC Name:HCI Steel Buildings Address:PO BOX 912 Address:17833 59th Ave NE Ste C Address: 17833 59th Avenue NE,#C City,State Zip:MUKILTEO,WA 98275 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:206-383-0665 Phone:360-403-4900 LIC:HCISTSB864DE EXP:03/05/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:TBD Name:TBD Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 2/I CONST.TYPE: IIB DWELLING UNITS: OCC GROUP: F-2 BUILDINGS: 1 OCC LOAD: TBD PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCl10/IRC110. SALES TAX NOTICE:Sal a relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form a coded Ci Arlingt #3 1. Signature Print Name Date Released By Dafe CONDITIONS THIS PERMIT IS FOR SHELL ONLY. ADHERE TO APPROVED PLANS. CALL FOR INSPECTIONS. ADDITIONAL PERMITS ARE REQUIRED. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/12/2019 Building Permit Fee $11,692.33 09/12/2019 Processing/Technology Fee $25.00 09/12/2019 State Surcharge-Commercial $25.00 09/12/2019 Building Plan Review Fee $8,789.62 09/12/2019 Traffic Mitigation-City $36,905.00 Total Due: $57,436.95 Total Payment: $0.00 Balance Due: $57,436.95 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon NOTICE 1� 0 TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED DO NOT OCCUPY APPROVED PERMIT#: gxj-7 g LOT#: I DATE: JOB ADDRESS: l' 1 �,, t TYPE OF INSPECTION: - / ,_y ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO,CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION or- fl c SL J `T v o1-- �� THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. 0 PLANNING DEPT CITY OF ARLINGTON NOTICE R TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY Cl APPROVED PERMIT#: /�? AM PM DATE: OB ADDRESS: i < " >���� LOT#: PROJECT: y f 1, A TYPE OF INSPECTION: ' OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION / AL AwAet2"__t__) - — ` -1 j, -N Lit THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 0 PLANNING M CIVIL -1 BUILDING CITY OF ARLINGTON 4 NOTICE �. TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O APPROVED PERMIT#- M PM tit DATE JOB ADDRESS: ' I�� {� LOT#: PROJECT: u' %k�iN TYPE OF INSPECTION: OTHER: - ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION nSI-ir_ THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Cl PLANNING Cl CIVIL BUILDING CITY OF ARLINGTON o NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: g-w DATE: r- b .C G c JOB ADDRESS: i 1 y LOT#: PROJECT: I - TYPE OF INSPECTION: n OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE GAS� OFOF. Cl PLANNING O CIVIL BUILDING CITY OF ARLINGTON v NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 3'APPROVED PERMIT#: { (AmV)/PM DATE: JOB ADDRESS: `7 t `" LOT#: PROJECT: C �� TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE, CAS ryiF Cl PLANNING Cl CIVIL -1 BUILDING CITY OF ARLINGTON c. NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ®'APPROVED PERMIT#: i %( AM PM DATE: ��2�[ LOB ADDRESS: `! i�) ' 1 1 1 LOT#: PROJECT: ( , �,, 10 1 TYPE OF INSPECTION: fvll vw /%, 6 OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION rr � iTI OVUl ! -�Z7 7 THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 K� _ Z�v INSPECTOR DATE M PLANNING Cl CIVIL -) BUILDING CITY OF ARLINGTON • NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ,&APPROVED PERMIT#: � �' ' AM PM DATE: c `,d , �_•' f.�-- JOB ADDRESS: PROJECT: ��i%E.4, ( � ��!•�1t lU`� TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Iii� .11_I. t; . .,r;:�, t, 1 THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE XBIJILDING MPLANNING MCIVIL CITY OF ARLINGTON 4 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: HCI STEEL BUILDINGS CONTRACTOR: HCI STEEL BUILDINGS JOB ADDRESS: 6310 188TH STREET NE LOT NUMBER TYPE GROUP NATURE of WORK: NEW BUILDING CONSTRUCTION USE of BUILDING: MANUFACTURING/OFFICE 11B F-2 PERMIT No: BLD-2579 DATE ISSUED: 9/17/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE COMMERCIAL APPLICATION PERMIT Department of Community City of Arlington• 18204 59th Ave NE Ity & Economic Development THIS APPLICATION To BE USED FOR NEW COMMERCIAL STRUCTURES AND Arlington, WA 98223 . Pho pn(360)403-3551 IRC. THfS APPLfCAT/ON MUST BEACCOMPgNI D BYA COMMERCIAL APpL1CATlONSUBM/TTA STATEMENT OF AT USE. RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE L CHECKLIST AND AN OCCUPANT'S Name of project: 188th Street Project Address: 63rd Ave & 188th Street, Arlington WA 98223 Valuation: $ 975,000.00 Parcel JD#: _.31052200100400 ----- Legal Description THE EAST 165 FEET OF THE NORTH 264 FEET OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST W M pyy Ted and Ewa Wheeler EXCEPT NORTH 20 FEET CONVEYED TO SNOHOMISH COUNTY UNDER AUDITOR'S FILE N0.1047424,SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTpN. Address: PO BOX 912 "' Phone Number: City:Mul<ilteo State: WA --�_ Zip Code: 98275 Cell Phone: Engineer: O M--- ESN G I N EER I N G (Li —�— cense#38835 Phone Number: 425.387.3820 E-MAddress: 2707 WETMORE AVE, EVERETT WA 98201 ail: JOE OMEGA-ENG.COM General Contractor: HCI Steel Buildings, LLC -- Ted Wheeler Cell Phone: 206-383-0665 Phone Number: 360-403-4900 Address: 17833 59TH AVE NE, SUITE C E-mail: Ted@hcisteelbuilding.com City: Arlington Contractor's License Number:—#H0S156864DF State: _WA Zip Code: 98223 re-0y��1, L�� Expiration: 02/26/2022 Contact Person; ��{,�, n HCI STEEL BUILDINGS, LLC Phone Number: 360.403.4900 Proposed Scope of Work; NEW MANUFACTORING (MFG) BUILDING ON THE CORNER OF 188TH ST NE ARLINGTON—BUILDING OFFICE AND MFG BUILDING 15,600 SF;3,000 SF OFFICE SPA SF MFG AREA. FIFTEEN (15)PARKING STALLS. SHEET WATER FLOW TO AND 63RD AVE NE IN FOOT(24') ROAD ON WEST SIDE OF PROPERTY. SPACE AND 12,600 BIO-SWELL. TWENTY-FOUR REV 2015 Page 6 of g Y ,t+ • COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Ec City of Arlington• 18204 59th Ave NE, onomic Development Arlington, WA 98223• Phone(360)403-3551 Project Name/Tenant 188TH STREET, TED &EWA WHEELER Site Address fS3rd & 188th AVE NE ARLINGTON WA 98223 Bldg/Unit/Suite IBC Construction Type 2B Description of Use FABRICATION AND ASSEMBLY IBC Occupancy Type Group F-2 Building Square Footage 15,720 SF Number Of Square Footage Per Floor MAIN FLOOR: 15,720 SF 2ND FLOOR MEZZANISNErteS620 MAIN FLOOR & Mezz 2nd FLOOR TOTAL SF OF PLAN: 17,340 Will there be any installation, modification or removal of the following?(Check all th ® Automatic fire extinguishing systems at apply) ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc...)- 0 Hazardous materials ❑ High Piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items, Installation,changes,modifications or removal of any of the above may require additional submi information, or permits during the plan review or construction process. ttals, Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development Ctty Development Of Arlington• 18204 59th Ave NE•Arlington, WA 982 Phone(360)403-3551 Name of Project: 188TH STREET, TED &EWA WHEELER Project Address: 63rd & 188th AVE NE,ARLINGTON WA 98223 Special Inspection Firm: Krazan &Associates, Inc. Address: 4303 198th Street SW, Lynnwood, WA 98036 Contact Person: Jeff Mercer Phone: (425) 485-5519 Office Email • JEFFMERCER@KRAZAN.COM Special Inspection Firm Special Inspectors: , The Special inspection Firm of Krazan &Associates, INC, the following types of work(separate forms must be submitted if more than one firm is to be employed). Will perform special inspection for (X) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( } Structural Masonry (X) Structural Steel ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify; All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories.a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. p on The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City. The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the ins ection and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items wilt II detailed on a discrepancy report and presented to the building department, p s e A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addend Any unresolved discrepancies must be detailed in the final report, that a. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work, Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 2o15 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMIT Department of Community& Economic TAL City of Atimgton• 18204 59th Ave NE• Development The special inspection Functions are considered to be in addition to the normal inspections Arlington, WA g8223• Phone(360)403-3551 responsible for contacting the Gity to schedule regular inspections.No concrete shall be poured or other work covered u ' by the Gity inspector. performed by the City and the contractor is until approved Building Division; The Building Division shall review any revisions and addenda. Approved copies will be given to the contractor to approved plan set. maintain as part of the The City Inspector will monitor the special inspection functions for compliance with the agreement and theapproved The City Inspector shall be responsible for approving various stages of construction to be covered and work to rocplans. Design Professionals: proceed. The architect and engineer will clearly indicate on the plans and specifications for the specific types of special shall include a schedule for inspection and testing. inspection required, and The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all re are obtained,prior to work shown on the revisions being performed, quired City approvals Owner: The project owner.or the architect or engineer acting as the owners agent, shall employ the special inspector or ENFORCEMENT: agency. A failure of the special inspector or firm to perform in keeping the requirements of the IBC.the void this agreement and the Building Officials approval of the special inspector.In such approved plans and this document may need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement result in a STOP WORK notice beingcase a new special inspector and/or firm would posted on the project. until nonconforming items have been resolved. g Bement may ACKNOWLEDGEMENTS I have read and agree te-corn ly with the terms and conditions of this agreement. =.. _.-. Owner; ---- -- --—----- Date: hereby certify that the above information is correct and that the construction on, and the occupancy and the use of t ve-described he a property will accordance with"the laws,rules and regulation of the State of Washington. bo ignature Print A licants Name Date FOR STAFF USE ONLY Permit# Accepted t3y Amounl Received Receipt# Date Received REV 2015 Page 9 of 9 '1887H ST SECTION 22, TOWNSHIP 31 N , RANGE 5E, W. M . ETC FIRE f!'i_d-'s )Y � '-S•_ I 1 d � {�HIDRANT SITE ADDRESS: Jww, 63rd&188th AVE NE,ARLINGTON WA 98223 ` V/ W W WAPPRO%.LOC.OF E%.WAS MAIN�1 ,'. aE .! �ryp�S'•■ �� .. - .. y�� ��r ..� + i W -- _:." g .g _ 0 188TH ST. NE ` ` • :' r f,2 ^'.+ ^' - — - N 88'07'46" W 2589.90'(M) 2590_.07(R7) —'�` W°' - � - — ------ -- -- _ HC PARKING 1295.03'(R1 +s ..' • }b ,.. -� _ - AR=I.' lr IGN )o EGRES INGRI�SS0 L"�' rry N 07'46 W`765:05'(C).tR2) J V a m rn u N I d, \ li 27x60 d 620 sf W M 2 Mezzamne6fficespace i z N S 8empbyees i. .. J CU 00 �` > Ol 2 •► /�p� s Co a o (gyp • Y 15'TCis" Uj O M f4'ram'yFj , !jii .a� 00 -� "':,r-•'- :- -./;, : �'.p J S � =r'� i' Yli_, +T , W �a ' :•pppl+OgD .. 14' _ _ u_ a Z^ F.P�+�ENT;~ -- - , 'I' 771 ') '+��.'�„± d:2 ['s�,W. i� i•'.Y D .. ��`' - IA \�yA rn EEr. q. ,.• f I I N II I 00 69x60-3,600 sf 'i 3 ct N w 6. I a f M r I_ C M C' I Ih 1Narg�ouse I+ ! w ; X Q N j4 delivery/d�op off area " ` •,1.- < • _ f' ' ..{r'- o W I i 24ve6„Ea a Height :i = 10'. W ... I 6b fe 35nOH3aVM ---- I I 60x210=12,600 sf N 00 �o Main floor Manufacturing I x High Side of Single Slope 27 ) O C1 OU LEGAL DESCRIPTION: I+g Low Side of Single Slope 22 - r» THE EAST 165 FEET OF THE NORTH 264 FEET OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION \;� '+n I F {� I < 7 Employees y_ Q O pp - t 22,TOWNSHIP 31 NORTH,RANGES EAST,W.M.,EXCEPT NORTH 20 FEET CONVEYED TO SNOHOMISH COUNTY UNDER 1 x•w.� lay 0) �' O _ AUDITOR'S FILE NO.1047424.SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. 10. 1 J 60, i LJJ O J- � f v z � "a PROJECT DESCRIPTION: 20 r '•r�``I^:�1 .6 W t Ql lY'f O n� I NEW MANUFACTORING(MFG)BUILDING ON THE CORNER OF 188TH ST NE AND 63RD AVE NE IN ARLINGTON- PVMT BUILDING OFFICE AND MFG BUILDING TOTAL FLOOR SPACE 17,820 SF;1,620 SF MEZZANINE OFFICE FLOOR AND 16,200 SF y' 'I 1-• P, ;; - 3 Ln r.+ MFG AREA.FIFTEEN(15)PARKING STALLS.SHEET WATER FLOW TO BIO-SWELL.TWENTY-FOUR FOOT(24')ROAD ON WEST \ a`;1•.. ' :�'� -- Q 00 LO N SIDE OF PROPERTY. 3t I ..I. 00 O N 4 �1r i I 'ICAnoN 00 I 00 � m � •a{{ PROJECT OWNER: GENERAL CONTRACTOR: SPECIAL INSPECTIONS: MAIN BUILDING DESCRIPTION: aO•+ TED AND EWA INVESTMENTS TED WHEELER KRAZA�OCIATES FRAME TYPE: RIGID FRAME CLEAR SPAN ! •• - - - t-0 N TED&EWA WHEELER HCI STEEL BUILDINGS,LLC,LICENSE#HCISTSB864DE JEFFREY S.MERCER,OPERATIONS MANAGER WIDTH: 60 FEET <;I N * "•�Q 'I PO BOX 921 MUKILTEO WA 98275 17833 59TH AVE NE,SUITE C,ARLINGTON,WA 98223 4303 198TH STREET SW,LYNNWOOD,WA 98036 LENGTH: 210 FEET PO#; 206.383.0665,TED@HCISTEELBUILDINGS.COM 360.403.4900,TED@HCISTEELBUILDINGS.COM 425.485.5519,JEFFMERCER@KRAZAN.COM SINGLE SLOPE: I r :;� I !II• '`' �•• ._,I EAVE HEIGHT @ BACK SIDEWALL: 22 FEET 60' EAVE HEIGHT @ FRONTSIDEWALL: FEET yn-t „I .•, d'_ '' '• . PROJECT ARCHITECT: STRUCTURAL ENGINEER: CIVIL ENGINEER: ROOF SLOPE @ BACK SIDEWALL: 2.0:12 PITCH . I I BOTESCH,NASH&HALL MOUNTAIN VIEW ENGINEERING OMEGA ENGINEERING,INC ROOF SLOPE @ FRONT SIDEWALL: 2.0:12 PITCH I I 14,54 ANDY HALL,PRINCIPAL JED LARSEN,PE JOSEPH SMEBY,PE,LICENSE#38835 BAY SPACING FROM LEFT TO RIGHT: 1@27';6@26';1@27' +A .x. •:.L �I 2727 OAKES AVE#100,EVERETT WA 98201 345 NORTH MAIN STREET,SUITE A,BRIGHAM CITY UT 84302 2707 WETMORE AVE,EVERETT WA 98201 425.259.0868,GARIN@ARCHSTUDIOEVERETr.COM 435.734.9700,JED@MVENGR.NET 425.387.3820,10E@OMEGA-ENG.COM MAIN'T"BUILDING DESCRIPTION. \ FRAME TYPE: POST AND BEAM MULTI SPAN ELECTRICAL ENGINEER: PLUMBING ENGINEER: FIRE ENGINEER: WIDTH: 60 FEET -- ti ALPINE ELECTRICAL SERVICES,LLC FLOW CONTROL PLUMBING,LLC CROWN FIRE PROTECTION,INC LENGTH: 60 FEET PL MICHAEL HESS PAUL RENDON GARY BREIWICK EAVE HEIGHT @ BACK SIDEWALL: 22 FEET I N PO BOX 2051,GRANITE FALLS,WA 98252 621 SR-9 NE PMB C2,LAKE STEVENS,WA 98258 PO BOX 12113,MILL CREEK,WA 98082 EAVE HEIGHT @ FRONT SIDEWALL: 22 FEET DRAWING INDEX: N 425.346.7327,ALPINEELECTRICLLC@HOTMAILCOM 425.512.9495,FLOWCONTROLPLUMBING@COMCAST.NET 425.681.5557,GBREIWICK1@GMAILCOM ROOF SLOPE @ BACK SIDEWALL: 2.0:12 PITCH G-0-0 COVERSHEET ROOF SLOPE @FRONT SIDEWALL: 2.0:12 PITCH 5-1.0 STRUCTURAL NOTES/DETAILS CODE SUMMARY: BAY SPACING FROM LEFT TO RIGHT: 3@20' 5-2.0 STRUCTURAL DETAILS PARCEL#: 31052200100400 s U JURISDICTION: CITY OF ARLINGTON MEZZANINE DESCRIPTION: m ZONING DESCRIPTION: GI-GENERAL INDUSTRY WIDTH: 25FEET y vi BUILDING CODE: IBC 2015 LENGTH: 60 FEET - O 2015 INTERNATONAL FIRE CODE 2015 WESC WA STATE ENERGY CODE INSULATION: R38 ROOF 5"RIGID BOARD G BUILDING CONSTRUCTION TYPE: IIB STANDARD BUILDING --------- -------- R38 WALLS 5"RIGID BOARD z di J OCCUPANCYGROUP: F2 FABRICATION&ASSEMBLY e m R38 MEZZANINE 5"RIGID BOARD �¢ � OCCUPANT LOAD: 20 - _ > ry m a N —r FIRE: FIRE DISTRICT 1,SPRINKLERED --- _- NEW CONSTRUCTION: w SEISMIC DESIGN CATEGORY: D-2 SHOP: 16,500 SF _....._.._...._..__..._._._...._............................Yf DESIGN WIND SPEED: 110 MPH(EXPOSURE C) MEZZANINE: 1,5005F Drawn By: VMW v GROUND SNOW LOAD: 25 LBS PER SF LOT SIZE: .92 ACRES BUILDING: SEMI-HEATED LOT SIZE SF: 40,075.20 SF STAMP ul- = TOTAL BLDG COVERAGE: 17,700 SF 0 WATER/SEWER: CITY OF ARLINGTON SCHOOL DISTRICT: CITY OF ARLINGTON DIST.#6 TOTAL PERCENTAGE: .44%COVERAGE UTILITIES: PUD-ELECTRIC -- oC PARKING PROPOSED: 1 ADA PARKING SPOT W a 14 REGULAR PARKING SPOTS O z a _ fig GENERAL NOTES ''^ '" ....,�•; - 2.6 The BUYER/END USE CUSTOMER is responsible far overall project coordination. Ail _ interface,compatibility,and design considerations concerning any materials 1.1 Fabrication shelf be In accordance with H.C.I.standard practices In not furnished by H.C.i.and H.G.L steelaystam we to be considered and compliance with the applicable sections,relating to design requkements t 0 coordinated by the BUYER/END USE CUSTOMER. Specific design criteria concerning and allowable stresses of the latest edition of the'AWS Structural this Interface between materials most be famished before release for Welding Code Dt.t and Di.3 H.C.I.manutcturing praceduros era £ i! - fabricotion or H.C.I.assumptions will govern(Section 4 and Commentary, certdmad b),. i� AISC Coda of Standard Practice,14th Edition) Reform" Certification numbers �� 0 R 5, , Houston WSC- :,9�, z H 7 It is the responsibility of the BUYER/END USE CUSTOMER to Insure that .C.I. .. Plana comply with the applicable requkoments of any governing budding -- cuthwitdea. The supplytng of sealed engineering data and drawings for ASTM DESIGNATION MIN.YIELD STRENGTH STEEL d �` :... the metal budding system does not Imply or constitute an agreement 1.2 MA Rolled S Steal Shapes(W,5,C&L) A572 Fy=50 KS7 STEEL �.!( !NGS I L C that H.C.i.or Its design engineers Oro acting car the englnaar of record Stec{Pipes A500 Fy=42 KSI or design profeaslomal for a construction project. Thaw drawings are Structure]Tubing A500 Fy 45 KSI %411 sealed oily to certify the design of the structural components furnished - by H.C.I. Structural Stall Web Plata A572/A1011 Fy-55 KSI Structural steel Flange Plates/laws A529/A572 Fy=55 KSIDRAWING PACKAGE 2.8 The BUYER/END USE CUSTOMER Is responsV.for setting of an bolts and Cold Formed Light Gage A6./A1011 Fy=50,55 KSI erection of at"In accordance with H.C.I.'For Construction'drawings Roof and Wall Shoats A792/A653 Extra Fy=50,80 KSI only. Temporary supports such as guys,bracee,falsework,cribbing w Cable Broce A475-TYPE i High Strength other elements required far the erection operation shaft be determined Rod Brace AM Fy=36 KSI SALES NO. 61986 JOB NO 132426-27 BUILDING A & B a preliminary and at of drawings.tin sector. Na Hama should be purchased iron MIN.TENSILE STRENGTH a ORCO ST set O WNIncluding anchor bolter Use only}Ind Machine Bolts&Nut AW7 Fu-60 KSI CUSTOMER HCI Steel Buildings, Inc. Standard Proocctkm 1iathEddiit Tor this use.(section 7 AlSC Code of High Strength Bolt(1'0 and less) A325-TYPE 1 Fu=120 KSI _ An�ctnor Boltath(BdtuapP�loid";to i 1/2'0} A36/A307/F15S4 Fu=60 KSI END USER HCI Steel Buildin s, Inc. 29 permit thtor e transferernoft farces betweee far n the®design of the mchw bolt to base plate and the anchor bolt In to shear,bearing and tansfon,but is not responsible for the tr-afer of anchor bolt 1.3 PRE END USE HCI Office / Warehouse forces to the concrete w the adequacy of the anchor bolt In relation to the Shop prknw point Is a mat Inhibitive primer which meats the and corweta. performance of Federal Specification SSPC No.15 and Is H.C.I.Red Unless otherwise provided in the Order Documents,H.C.I. Oxide cdw. Ibis paint Is not Intended far longterm exposure STREET 17833 59th Ave. NE Ste. C does not design and is not responsible for the"sign,materfd to the denants. H.C.I.1s not responsible far any deterioration and mnerucUa+of the foundation w foundation embodmemts. The °ni he map H.C.L Sh��o'i bra r°eapa` atmt°o r Improper id agd a/or)abxta END CITY ST ZIP Arlington, WA 98223 USE aaC"d a shouldOMER 1 assure himself cyuate troviame n°aadodlg paint and/w coatinge.(Section 6.5 AMC Coda of Standard Practice, other Imposed tabd.,acd bearing capacity of fie sot!and other condlUons of the 14th Edition).Nominal thickness of primer will be 1 and unless otherwias • building alto specified In contract documents. COUNTY Snohomish It Is recommended that the ahchorogs and foundation of the budding be of mad byatr'uc (Se Registered ction A10 1g96isoalmal E°MBWAA I eer experienced Bu6agng the Manuel) design 1.4 _VAN � Ith CaATINGti_ THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WiTH THE FOLLOWING AS INDICATED: 210 Norrnd erection operations Ihckuda the corrections of mrnw misfits by moderate smourts of rsornLng chipping solding or cutting,and the 1.5 Alt BOLTS ARE 1leO x 0'-1'AW7 EXCEPT trawho of element Into[he through the use of drit pine. Errors DESIGN LOADS: BUILDING DESCRIPTION; which aannot be corrected by the foregoing means or which require o))Eave strut rafter splice - 8'0 x -1 1�4•325-A307 (BLDG.A) (BLDG.B) major changes In member conftguratkn ore to be reported Immediately b}Endwad column spike-5/6'0 x D'-1 3/4'A325-N Design Code :IBC 15 Width ft :60 :60 to H.C.I.b the BUYER USE CUSTOMER.c)}Endwdd column to rafts eornnectirn-1/2'0 x 0'-1 1/4'A325-N g ( ) dttnar to a the ar�or0w t mow the tmost etncieno anable °t°�ds¢ca68piarnk is d)Main from.connections-SEE CROSS SECTION Enclosure :Closed Length (ft) :210 :60 matnod of correction to be used by othere. (Section 7 Alec Cade of NOTE. W-4--not applied unless noted otherwise an drawing Dead Load (psf) :Metal building structure only by HCI Eave Ht. at BSW (ft) :27 :24.5 standard Practice,14th Edition) 1.5 A'12g r Rt9iTEN1N. aRFvrNTs Collateral Load (psf) :5.000 Eave Ht. at FSW (ft) :22 :24.5 2.11 Nether the fowicotor nor the BUYER/END USE CUSTOMER will vet,&M or otherwise All high strength bolt are A325-N unless speciticaily noted otherwise. Wind Load Roof Sloe at BSW :-1.0:12 :1.0:12 after his oak,w the work of other trades,to accommodate other trades, P unless each wok Is clearly specified In the contract documents. Wherever Structural bolt shall be tightened by the turn-of-the-nut method In Ultimate Design Wind Speed :Vult (3 sec. gust) = 115 mph Roof Slope at FSW :1.0:12 such wank Is,spired.the BUYER/END USE CUSTOMER Is responsible for famishing accordance with the 9th Edition AISC'Spedflcotion Far Structural Joints'using ASTM cwnplats Information as to materials,stm location and number of A325 w A490 Bata,when specifically required. A325-N bolts ore supplied without Nominal Design Wind Speed :Vasil (3 sec. gust)= 89.08 mph Bay Spacing (ft) 1 at 27 3 at 20 dtaral ms prior to preparatlorn of shop drawings.(Section 7 AISC Cod. washer unless otherwise noted an the drawings 6 at 26 of standard Practice.14th Edition) Risk Category :II - Normal noted war designed as bearing type connection All b 1 at 27 2.12 WARNING In no cane should Calvalume steel cornnatioconnections; panels be used with bolt threads not excluded from the show plans. Wind Exposure :C in conjunction with lead or copper. Both food and coppw have harmful Internal Pressure Coefficient, GCPi :+0.18/-0.18 Closed corrosive effects an the Golvdume alloy coating whin they are 1.7 t37 OStIRF SrRIPs Aae tRNICFCFrn FOR ICAII�N- COVERING AND TRIMS: (BLDG. A & B) In contact with Gdvalume steel ponds. Evan run-off from copper Design Wind Pressure For Wall :Based an Nominal Design Wind Speed fWshlhg,wrlg.or tubing onto Gdwtame should be avoided. R15#1£-under roof panda of ends SAFETY w.athwsta Con ouTsoE- Uridor airvac ponds veil role trI Components Wind Pressure(psf) 15.24 (B) 14.88 Roof Panels & Trims B Others z13 Company has o ce safely -ltnd.r eontrxuous ridge mat sickle ( y ) t mahufaeturo quality building component that can b.safely erected. Components Wind Suction (psf) :-16.68 (B) -16.32 However,the safety cammltment and jab site practices of the araatw 1.8 FRECTION NOTE ore beyond the control of H.C.L As,bracing strapping.&bridging shown and provided by H.C.I.for this budding is Claddings Wind Pressure (psf) 17.82 (B) 17.46 It In strongly recommended that ears working conditions and accident required and shalt be Installed by the erector as a permanent part of the structure. Claddin s Wind Suction sf :-19.32 /B -18.90 Wall Panel & Trims (By Others) prevaetion practices be the top priority of orgy job sfte- tad,state, If oddltlond bracing is required for stability during erection,It shelf be the 9 (psf) ( ) aid Federal safety and health standards shout!always be followed to help w-tors reap-siblity to determine the anount of such bracing and to Live Load Insure work-safety. Make certain aft employees know the safest and procure and Install as needed. Primary Framing (psf) :20.00 most productive way of wacting a budding Emergency procedures Special Requirements :NONE should be known to on arnpioyeas. Trib. Area Reduction :No Daily meetings highlighting safety procedures are also recomrmanded. The 1.9 ERECTION AND UNLOADING NOT BY H.C.L SecondaryFraming :20.00 use of hard hots,rubber sale shoes far roof work proper equipment for 1.10 I&.� Snow Load (psf) handling material,and safety nets where applicable,are recommended. My claims w shortages by buyer moat bar made to H.C.I.within flue(5) z14 Roof drainage systems(gutter,downspouts,eta)must be free of shy obstruction waking days after dddvery,or such claims will be considered to haw Ground Snow Load, Pg (psf) :25.00 DESIGN and DETAIL REQUIREMENTS to ensure smooth operationat any gimp tine. been wowed by the cuatomer and disallowed. Roof Snow Load, Pf (psf) :25.00 1.11 CORRECRONs OF ERRORS AND REPAIRS(MBMA 6,101 Sloped Roof Snow Load, Ps (psf) :25.00 Structural Coating 1.Gray oxide primer both primary and z15 It In recommended by Factory Mutual(Rsference: 87-44)that roofs be dewed adms for correction of alleged misfit will be disallowed unless H.C.I. Snow ExP osure Factor, Ce :1.00 (Bldg. A & B) secondary framings. or snow when half of the maximum snow depth is reached The maximum snow depth moll hove received prior notice thereof and allowed reasonable Inspection can be estimated based on the design snow load and the density of snow and/or ice of each misfits. The correction of mnor misfits by the use of drift Snow Importance Factor, Is :1.00 Building Condition 1.HCI to provide primary, SBCOndofyy buildup.See Chat blow. pine to draw the component Into line,moderate amounts of reaming, Thermal Factor, Ct :1.00 (Bldg. A) framings and connections only. Wail ROOF SNOW LOAD EQUIVALENT SNOW HEIGHT AT ROOF RECOMMENDED SNOW HEIGHT chipping and cutting,and the replacement of minor shortages of material and roof anels, trims, and accessories (IN {IN INCHES) WAt- START are a normal part of erection and arc not subject to claim. No pat of Sloped Factor, Cs :1.00 IN RVAL SI the Budding may be returned for alleged misfits without the prior Seismic Load are by of ors. 20 16.60 8.30 approval of Kai. Seismic Importance Factor, le 1.00 Deflection Limit 1.H/50 Rigid Frame and Wind Framing Seismic 25 17.255 e.es Seismic Occupancy Category :11 - Normal (Bldg. A) 2.L/240 Mezzanine Beams (Total Load) 35 18.55 9.28 Site Class :D 3.L/360 Mezzanine Beams (live Load) 40 19.2o 9.60 BUYER/END USE CUSTOMER RESPONSIBILITIES Mapped Spectral Response Acceleration :Ss = 1.047 :S1 = 0.406 s0 20550 aze 0 l Spectral Response Coefficients :Sds= 0.755 :Shc = 0.431 Mezzanine 1. 27.0 ft X 60.0 ft (see drawings) 55 21.15 10.58 2.1 It is the responsibility of the BUYER/END USE CUSTOMER to obtain appropriate (Bldg• A) 2.Dead Load = 50.0 psf i. 10.90 approvals and secure necessary permits from City,County,State,or Seismic Design Category :D 65 2145 ii.22 Federal Agencies as required,and to advise/release H.CJ.to fabricate Basic Force Resisting Systems Used 3.Collateral Load (Below) = 1.0 psf 70 23.10 11.55 upon receiving each. 9 4.Live Load = 100.0 psf 2.2 Weatheretw os Company(hereafter referred to H.C.I.) Rigid Frames-OSMF (Fr. Ln. 2-11) :Ordinary Steel Moment Frames so z4ao 11.20 5.Top of Concrete = 11.00 ft standard specifications apply unless stipulated otherwise In the Contract Bracings-OSCBF :Ordinary Steel Concentrically Braced Frames Narc: . Documents. H.C.I.design,fabrication,quality criteria,standard% Rigid Frames-ISMF (Fr. Ln. 12-13) :Intermediate Steel Moment Frames 6.Actual Gear Height = 9.00 ft Far snowAce Removal Procedure,Refw to Metal Budding M a practice,methods and tolerances shag govern,the work with any other 7.Decking 24 a 1.OFD, G60 galvanized Section A8.4,Page XI-AB-2, Interpretations to the contrary notwithstanding. It Is understood by both g = 9 g +` f Parties that the.BUYM/ENO USE CUSTOMER to responsible fw darificatkn of Total Design Base Shear, V (kips) :57.35 (B)9.86 8.Joist = K Series Indusions or exciuslorhe from the architectural plan.and/or specifications. Response Modification Factors, R :Rigid Frames = 3.25 (Fr.VI.2-11) = 3.25 9.Gear Opening = 8�-10" x 18�-3 3/4" ^µ `'`• AUG 07 2.3 In case of discrepancies between W.S.C.structural at"plane and piano far other trades.H.C.L plains shall govern.(section.3 AISC code of :Rigid Frames = 4.50 (Fr.Ln.12-13) Standard Practices,14th Edition) DESIGN and DETAIL SW X-Bracing= 3.25 = 3.25 SEALING OF THIS DRAWING DOES NOT IMPLY EW X-Brocing= 3.25 = 3.25 REQUIREMENTS Snow drift OR CONSTITUTE THAT HG STEEL BUWS.ENGINEER z4 Approval In H.C.I.drawings and calculations indicates that H.C.I.has IS THE ENGINEER OF RECORD OR THE DESIGN correctly Interpreted and applied the Contract Documents. This approval Seismic Response Coefficient, Cs :Rigid Frames = 0.2323 Fr.Ln.2-11) =0,2323 Building Condition 1.Right endwall is fully open or common PROFESSIONAL FOR THIS PRO,ECT,ONLY THE constitutes the contractor/owner-s occeptonca of the H.C.I.design :Rigid Frames = 0.1678 (Fr.Ln.12-13) (Bldg.B) wall to building A. DESIGN of THE METAL BUWNG SYSTEM As concepts,assumptions,and leading(Section 4 AISC Code and MEiMA 3.3.3) :SW X-Bracing=0.2323 =0.2323 2.HCI-to provide primary, secondaryFURNISHED BY HCI IS INCLUDED.FOUNDATION ., ANALYSIS,ELECTRICAL,AND MECHANICAL / 2.5 once the BUYER/END USE CUSTOMER has signed H.C.I.Approval Package and the :EW X-Bracing=0.2323 =0.2323 framings and connections only. Wall SYSTEMS AND/OR OTHER PARTS SUPPLIED BY s c project is released far fabrication.,change.shod be billed to the BUYER/ Analysis Procedure Used :Equivalent Lateral Force Procedure and roof ppanels, trims, and accessories ANYONE 07HER THAN HCI ARE SPEGFtCALLY 4uR3 �y fesDmasy beWchorgod includingSTOMER thaprojsctamust b®Inmovs°nd other costs. An from the fabrication and ditiond q are by others. EXCLUDED.CU NO INSPECTION OR SUPERVISION IS shipping schedule. Deflection Limit 1. H/50 Rigid Frame and Vind Framing Seismic 5 A, (Bidg.B) HCI Steel Buildings,-inc. t�) fi7986 132426.27 rFi&8 q3 Y . UNLOADING, HANDLING AND STORING OF MATERIALS F� PERN11T., STRUCTURAL WALLS AND ROOF PANELS HCI's wall and roof panels including color coated, gaivalume and galvanized, provide A great amount of time and trouble can be saved if the building site is according to excellent service under widely varied conditions. All unloading and erection personnel should TENT or T a pre—orronged pion. Proper location and handling of components will eliminate unnecessary fully understand that these panels are quality merchandise which merit cautious care in handling, handling. Under no circumstances should panels be handled roughly. Packages of sheets should be Inspect all shipments prior to releasing the tie—downs for loads that may have shifted lifted off the truck with extreme care token to insure that no damage occurs to ends of during transit, REMEMBER, SAFETY FIRSTI the sheets or to side ribs. The packages should be stored off the ground sufficiently high to allow air circulation underneath the packages. This avoids ground moisture and deters people from walking on the packages. One end of the package should always be elevated Blocking under the columns and rafters protects the splice plates and the slab from to encourage drainage in case of rain. damage during the unloading process. It also facilitates the placing of slings or cables AIR CIRCLnATIONS around the members for later lifting and allows members to be bolted together into All stacked metal panels are subject, to some degree, to localized discoloration or stain sub—assemblies while on the ground. Extra care should always be exercised in the unloading when water is trapped between their closely nested surfaces. HCI exercises extreme caution operations to prevent Injuries from handling the steel and to prevent damage to materials during fabricating and shipping operations to insure that all panel stack is kept dry. and the concrete slabs. However, due to climatic conditions, water formed by condensation of humid air can be trapped between stacked sheets. Water can also be trapped between stacked sheets when exposed to rain. This discoloration caused by trapped moisture is often called wet storage If water is allowed to remain for extended periods in bundles of primed parts such as girts, stain. purlins etc., the pigment will fode and the point will gradually soften, reducing the bond to the steel. Therefore, upon receipt of a job, all bundles of primed parts should be stored at The stain is usually superficial and has little effect on the apperance or service life of the an angle to allow any trapped water to drain away and permit air circulation for drying. panels as long as it is not permitted to remain on the panels. However, moisture in contact When handling or uncrating the panels, lift. rather than slide. them apart. Burred edges Puddles of water should not be allowed to collect and remain on columns, rafters or beams with the surface of the panels over an extended period can severely attack the finish and may scratch the coated surfaces when sheets are slid over one another. Never allow panels for the some reason. reduce the effective service life. Therefore, it is imperative that all panels be inspected for to be walked on white on the ground. moisture upon receipt of the order. If moisture is present, dry the panels of once and store in a dry, warm place. Rough and improper handling of a panel is inexcusable and a prime example of poor All Primer should be touched uo as required before erection! job supervision. CAUTION: Care should always be taken when walking on panels. Use saftey lines and nets when necessary! Panels are slippery. Oil or wax applied to the roof and wolf panels for NOTE: protection against weather damage will make them a very slippery surface. Wipe dry any oil Use gloves when handling metal panels to prevent hand injuries. Be aware, of the that has puddled from bundles stored on a slope. Dew, frost, or other forms of moisture dangers of handling panels on a windy day. A large panel can catch enough wind to greatly increase the slipperiness of the panels. Always assume panel surface is slippery and knock a worker off his feet, even at ground level!! Safety first! act accordingly. Think safety!! Use wood blocking to elevate and slope the panels in a manner that will allow moisture to drain. Wood blocking placed between bundles will provide additional air circulation. Cover the stacked bundles with a tarp or plastic cover leaving enough opening at the bottom for air to circulate. GENERAL NOTE: 1. OIL CANNING OF PANELS IS NOT A CAUSE OF REJECTION. 2. EXTREME CARE MUST BE EXERCISED DURING THE ERECTION OF ROOF PANELS AND TRIMS. FOOT TRAFFIC MAY RESULT IN PERMANENT PANEL DISTORTION AND FINISH ABRASSION. E NOTE: ELEVATE Piece marks are stenciled on primary structural members at lower end, 1'-0" t f from end. F 0 SEALING OF THIS DRAWNG DOES NOT IMPLY f" OR CONSTITUTE THAT Hp STEEL BLDHYS ENGINEER IS THE ENGINEER OF RECORD OR THE DESIGN PROFESSIONAL FOR THIS PROJECT.ONLY THE '' DESIGN OF THE META.BUILDING SYSTEM AS ,Y,yt- FURNISHED BY MCI is INCLUDED.FOUNDATION ANALYSIS,ELECTRICAL AND MECHANICAL SYSTEMS.AND/OR OTHER PAns SUPPLIED BY 49789 ANYONE OTHER THAN MCI ARE SPECIMCALLY E CLUUDDED.NO INSPECTION OR SUPERMS[ON IS HCl Steel Buildings Inc. ^B. 61986 132426-27 --k & B 1 STEEL LINE 210'-O"OUT-TO-OUT OF STEEL HE E (MIN)' 0.177 DI �;HILTI - 2 10 11 12 DOME E EDME LEO 27'-0` 26'-0" 26'-0" 26'-0' 26'-0" 26'-0" 26'-0" 27'-0' 0 2-t3" X. SPA AN=00 F1 THERS) ® C 60'-0" OUT-TO-OUT OF STEEL 0 i 1'-O" 16'-6" 25'-0" 16'-6" 1'-0" cNn FV1 IT Lu 1�R A i 1/2' A A I a SECTION A.1 : X-BRACING AA N a- A B.1 B.1 __ z •� a a IMPORTANT NOTES: N NOTCH AREA INDICATES 1 1/2"INCH BY 1 1/2"INCH " 58'-10" x RECESS FOR METAL WALL SHEETS. THE SHEETS .! (Keep This Dimension) ! "' SHOULD NOT TOUCH THE BOTTOM OF THE NOTCH, C.1 CA A STEEL LINE i I i z o I � FINISH fv t- I ` FIELD K o 11_1' FLOOR sI tA BUILDING B LOCATE F.O.K —�+ 2' -2 �23— o (MIN)�� f � � H 1 j C.1 C.1, o � © P 14'-0* 6'-6"�6'-0' 14'-0' 6'-0' " _ cs { ( f o o E.1 E.1 B o ,� High Eave C5W'" RAMP -L� I11 o (IF REO'D.) B B A( N� .i 7" 58'-10" 7" B ` A 4 3 4 4' 1 1 2' I - B SECTION 1f o d 1 C (Keep This dimension) D 1 --` — ® a A I 1 = i I = X-BRACING = _ _ = X-BRACING = K I K K i K K(K = �{ BUILDING B BUILDING A N G _ G G G G ( G E o 0 o f I •i{ bI B H M �6'-0'� 14'-0' IS'-0 t; ! �iC"LZ �� a II �,¢ ¢ ®FlNtSH BOOR b H D �o IJ E M� B O�- -- C E _ K FIELD N LOCATE F.O. A SECTION K . o G b � � BUILDING A A �� a J C GL F •B Y ocry • o PIPE COLUMN ' X A = "' = X-BRACING = K _ _ = X-BRACING E -Fi" e FINISH FLOOR f G I 1 1 2' 4' A ( 1 1 2' I 26'-8` 7'-0' 6'-0" 26'-0" 6'-0' 26'-0` 6'-0" 6'-0" 27'-0' Low Eave D SECTIO r 1 2 3 O ® 1 Q 11 12 13 SEAUNG OF THIS ORA,MNG DOES NOT OR CONSTITUTE THAT H I STEEL B=S. EER a� IS THE ENGINEER OF RECORD CR THE DE '•�+..,. PROFESSIONAL FOR THIS PRO.ECT.ONLY THE OESIASN OF THE METAL BUILDING SYSTEM AS FURNISHED BY Ha IS IRCLUDED,FOUNDATION 1 is ANALYSTS.ELECTRICAL AND MECHAlBCAL SYSTEMS.ANO/CR 07HER PARTS SUPPLtID BY ANYONE OTHER THAN Ha ARE SPEOnCALLY ' COLUMN LAYOUT PLAN �EPUX WDED.NO INSPECTION OR SUPER CN I� ��7CVAL NOTE: All Base Plates 0 100'-0" (U.N.) ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION COLUMN LAYOUT A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings Inc B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN < END USER HCl Steel Buildings Inc ----- 'p END USE HCI Office Warehouse BUILDING A& B c:.S-I �,.-,,,.? STREET 17833 59th Ave. NE Ste. C - ST EEL RUMDINGSuc CITY ST ZIP Arlin ton, WA 98223 61986 32426-27 N.T.S. F001 B Dia= 3/4" Dio= 3/4" Dio= 3/4" Dia= 1" Dia= 1" Thk= 1/2" Thk= 1/2" Thk= 1/2" Thk= 1/2" 8" Thk= 1/2" 8" N \ SW � t p 8 1/2" 9,. -Ti--- 'TI--- �i Q) IT n rUy j N n IIcc ---------- N r-) n � � � �I Ij -- c0 I it u $ I -------- ---------- i 1 1/2" 2" 4" �. 4" 2" 1 1/2 1 1/2" 2„ 4„ N SW W w 3. See Plan See Plan w DETAIL A DETAIL B DETAIL C DETAIL D DETAIL E Dia= 1" Dia= 1" Dio= 5/8" Dia= 5/8" Dia= 3/4" Thk= 1/2" "8 Thk= 1/2" Thk= 1/4" Thk= 1/4" Thk= 1/2" See PlanLu I T 2 See Plan I I t - oil 0i SW c 1 3/4" Nii i o fl $ ii3 GOf cn I i SW ai 7 ----------- „� " in 2 — � 1 1/2., 2„ 4„ I --- ' �31/2-I31f2" SW N ==JI_==' 4„ 1 1/2" ` 3„ See Plan w 12 DETAIL F DETAIL G DETAIL H DETAIL I DETAIL J r--- 1 - I �I- I I 8 1 S I Ly I , SW/EW 1 3/4- '�g— (2) 1/2"0 EXPANSION' BOLTS (BY OTHERS) �V DETAIL K (FOR FIELD LOCATE F.O.) # SEALING OF THIS DRAMVIG DOES NOT LY OR CONSTITUTE THAT NCI STEEL N31DGENG(N IS THE ENgNfER OF RECORD OR THEkA � ON PROFES90NAL FOR 1M5 PROJECT.IRJL DESIGN OF THE METAL BtNtDlNG SYSTE FURNISHED BY HCI IS INCLU c0ED FOU ANALYSTS ELECTRICAL.AND MECHANICjt �1 « SYSTEMS.AND/OR OTHER PARTS GL ANYONE OTHER THAN HCi ARE SPECIFI IMPLIED. d.0 0.NO INSPECTION OR SUPERVISION +"'.3S7T GENERAL NOTES: NOTE: OTY.SYMBO DIA. PROD. ANCHOR BOLT DETAIL ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT DETAILS I AL AP JCR ACN AN AID F CE LOCATES ANgroR��� .FOR CONSTRUCTION' SHALL BE USED IN SETTING ANCHOR p + 1 2 1 PROJ.* IS MEASURED ANCHOR BOLT CFROM BOLT TION I AS PER THEL OF B REVISED VAAPPROVAL APPROVAL/PERMIT JCR KBG ACN J END USERHCI feel 8utldfn3s, Inc. err I� Tt OU19DE OF Hq'S g�C-�'?�+sn PANG.RECESS ANCHOR SMTS ONLY ANCHOR CONSTRUCTION" EBUISHALL TS SETTING PLAN ISSUEBE RESPOP7ED 72 3 4 2 1 2 ^�t ----.. $.___.... CE m THE oulspE aF THE PANEL r�clss sHGYxI.IF THE BOTTOM OF BASE PLATE SUPPLIER (j V I c ACTUAL PANEL RECESS IS DIFFERENT FROM RHAT IS SHOM ON THE p 7 8 2 3 4 '( ,}E END USE HCI Office Worehouse BUILDING A ANCHOR NxT ccrnur. Au.THEN ALL RACE MONSTONS MOM SIBLE FOR ERROR OR DISCREPANCY IF THE DRAWING U EO THE OF THE PANE-RECESS MUST BE DETERMINED BY THE IS NOT VALID FOR CONSTRUCTION. 84 t 3 LENGHT OF'PROD." SHOWN IS NUTS &WASHERS *�� STREET 17833 59th Ave. NE Ste. C 0 1 1 8 3 1 2 FOR ONE NUT+ ONE WASHER BY SUPPLIER sTEELBURDINGStic CITY ST ZIP Arlington, WA 98223 ®I?OTTON��BASE PUTFS ARE AT THE SAME EtEYd710N. 0 1 t 2 3 1 2 ANCHOR BOLTS NOT 8Y HCI STEEL BUILDINGS 61986 132426 T.S. r F002 B Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 5/8" Thk= 3/8" Thk= 3/8" See Plan Thk= 1/2„ Thk= 1/2" 3: Thk= 1/4" 1 1 2" I 1'-011 (n 2» 2» `� 2„ 2,. 4„ 3" 1 1 2" to I I I EW EW 00 — co u ---------- I I — 0 i -E -el IIII u II c=- 4---3 1'-2 9/16" I 8„ c -- 1 1 j2» 3„ 4 v CL 8" L 8 a iF t1v � � EW D n DETAIL A.1 DETAIL B.1 DETAIL CA DETAIL D.1 DETAIL EA rat �ts, t: IT, !, c� 07 2919 1-C.) NF `. sr SEALING OF THIS GRAINING DOES NOT IMPLY OR CONSTITUTE THAT Na STEEL BLDG'S.ENGIN '�''• ,��' IS THE ENGINEER OF RECORD OR THE DESIGN PROFESSIONAL FOR ii&S PROJECT.ONLY THE DESIGN OF THE METAL BLALDLNG SYSTEM AS FURNISHEO BY Ha IS INCLUDE➢.FOUNDA40N ANALYSIS ELECTRICAL.AND MECHANICAL SY5T11FS AND/OR OTHER PARTS SUPPLIED BY •T tl ANYONE OTHER THAN HCI ARE SPECIFICALLY EXCLUDED.NO INSPECTION OR SUPER'ASION IS - IMPLIED. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT DETAIL$7;—" ---- A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER HCI Steel Bulidings, Inc. B REVISED APPROVAL/PERMI /07/18 JCR KBG ACN _.._ END USER HCI Steel Buildings, Inc. _ END USE Warehouse BUILDING B J1 STREET 17833 591h Ave. NE Ste. C 15-1aL ELTILDIXGS LLC CITY ST ZIP Arlin ton, WA 98223 61986 132427 .T.S. F003 B FRAME LINES: 2 3 5 8 10 11 12 13 RIGID FRAME: BASIC COLUMN REACTIONS (k } D G Frame Column -----Dead-----Collateral- -----Live---------Snow-----Wind-Leftt- -Wind_Rightl- r. COLUMN LINE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D 1.3 3.8 1.6 4.0 6.4 16.0 8.0 20.0 -10.4 -15.4 -1.5 -17.4 2* G -1.3 3.6 -1.6 4.0 -6.4 15.8 -8.0 19.7 -3.4 -8.7 11.9 -20.7 Frame Column --Wind-Left2- -Wind_Right2- --Wind-Longt- --Wind-Long2- -Seismic-Left Seismic-Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D -10.2 -7.5 -1.4 -9.5 -3.0 -23.7 -3.0 -23.7 -2.2 -2.0 2.2 2.0 2* G -3.7 -0.8 11.8 -12.8 2.1 -21.8 2.1 -21.8 -3.0 2.0 3.0 -2.0 Frame Column -Seismic-Long -MIN-SNOW-- Line Line Horiz Vert Horiz Vert 2* D 0.0 -16.9 6.5 16.0 2* G 0.0 -14.7 -6.4 15.7 ,r Frame Column -----Dead-----Collateral- -----Live---------Snow-----Wind-Leftt- -Wind-Rightl- r Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 D 1.3 4.1 1.6 4.0 6.5 16.0 8.1 20.0 -10.5 -15.3 -1.6 -17.4 8 G -1.3 3.6 -1.6 4.0 -6.5 15.8 -8.1 19.8 -3.3 -8.7 11.9 -20.7 H H Frame Column --Wind-Left2- -Wind-Right2- --Wind-Longl- --Wind - -Seismic-Left Seismic_2ight 4WF R IV IV Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 D -10.3 -7.5 -1.4 -9.5 -3.0 -19.4 -3,0 -19.4 -2.2 -2.0 2.2 2.0 8 G -3.6 -0.8 11.9 -12.8 2.2 -18.7 2.2 -18.7 -3.0 2.0 3.0 -2.0 MIT. ' Frame Column -MIN-SNOW-- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert PER 8 D 6.5 16.0 Column Reactions k ) 8 G -6.4 15.8 Frm Col Load Hmax V Load Hmin V Anc.-Bolt Base-Plate (in) Grout Line Line ID H Vmcx ID H Vmin Qty Dia Width Length Thick (in) Frame Column -----Dead-----Cal lateral- -----Live--------Floor---------Snow-----Wind Ieftl- - - - Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* D 1 10.9 27.8 3 -5.5 -6.9 4 1.000 8.000 15.00 0.500 0.0 12 D 0.1 16.2 -0.1 4.2 -0.5 16.0 0.5 18.5 -0.6 20.0 -8.5 -15.4 9 8.2 29.4 5 -1.0 -11.9 12 G -0.1 14.0 0.1 4.1 0.5 15.8 -0.5 15.3 0.6 19.8 -5.4 -8.7 2* G 4 6.4 -10.2 1 -10.9 27.3 4 1.000 8.000 14.50 0.500 O.O Frame Column -Wind_Rightt- --Wind-Left2- -Wind-Right2- --Wind)ongl- --Wind-Long2- -Seismic-Left 9 -8.2 27.8 5 0.5 -10.9 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 12 D 7.4 -17.3 -9.9 -7.5 6.0 -9.5 2.0 -23.6 2.0 -23.6 -8.7 -3.2 2* Frame lines: 2 3 5 10 11 12 G 2.9 -20.7 -4.0 -0.8 4.5 -12.8 -2.9 -21.8 -2.9 -21.8 -4.1 3.2 Frame Column Seismic-Right -Seismic__Long -MIN-SNOW-- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert Horiz Vert Horiz Vert 12 D 8.7 3.2 0.2 -22.0 -0.4 16.0 Column Reactions ((k } 12 G 4.1 -3.2 -0.2 -19.8 0.5 15.8 Frm Col Load Hmax V Load HH V AncQty Di olt Base-PlateLength (in) Grout Frame Column Deod-----Collateral- -----Live--------Floor---------Snow-----Windom eftl- Line Line ID H Vmox ID H Vmin Qty Dia Width Length thick (in) Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 D t 11.0 28.1 3 -5.6 -6.7 4 1.000 8.000 15.00 0.500 0.0 13 D 0.1 16.2 -0.1 2.3 -0.5 8.4 0.4 20.4 -0.6 10.6 -6.2 -10.0 6 -1.1 -9.2 13 G -0.1 12.9 0.1 2.2 0.5 8.4 -0.4 15.3 0.6 10.4 -3.8 -5.2 8 G 4 6.4 -10.2 1 -11.0 27.4 4 1.000 8.000 14.50 0.500 0.0 Frame Column -Wind-Rightl- --Wind_Left2- -Wind-Right2- --Wind I Gngl- --Wind I ong2- -Seismic_I eft 1 -11,0 27.4 4 6.4 -10.2 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 13 D 5.2 -12,0 -7.0 -5.9 4.4 -7.8 1.2 -10.3 1.2 -10.3 -7.7 -2.6 13 G 1.7 -14.1 -3.0 -1.1 2.5 -10.0 -1.7 -9.9 -1.7 -9.9 -3.7 2.6 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frame Column Seismic-Right -Seismic-Lang -MIN_SNOW-- Column Reactions ((k } Line Line Horiz Vert Horiz Vert Horiz Vert Frm Col Load Hmax V Load Hmin V Anc.-Bolt Base-Plate (in) Grout 13 D 7.7 2.6 0.2 -5.1 -0.4 8.5 Line Line ID H Vmax ID H Vmin Qty Dia Width Length `thick (in) 13 G 3.7 -2.6 -0.2 -5.1 0.5 8.3 12 D tt 6.1 10.2 7 -6.7 20.5 4 1.000 8.000 23.00 0.500 0.0 2* Frame lines: 2 3 5 10 11 14 -0.1 49.3 12 0.2 -7.4 12 G 8 2.9 17.9 2 -3.3 8.8 4 1.000 8.000 23.00 0.500 0.0 14 0.1 44.5 12 -0.2 -7.0 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES MR Column Reactions k ) Frm Col Load Hmax V Load Hmin V Ana-Bolt Base-Plate (in) Grout Line Line ID H Vmox ID H Vmin Qty Dia Width Length `thick (in) 13 D 11 5.4 9.7 7 -5.4 18.7 4 1.000 8.000 23.00 0.500 0.0 14 -0.2 41.7 13 G 8 2.6 15.0 10 -2.6 8.1 4 1.000 8,000 23.00 0.500 0.0 14 0.2 34.5 4 1.0 -0.7 (1 ) �a Y FLOOR COLUMN REACTIONS f Dead Coll Live SEALING OF THS DRAWING DOES NOT a Frame Col Max-Vert Vert Vert Vert Anc.-Bolt Base Plate (in) Grout OR CONSTITUTE THAT No STEEL DLncs. NFrzi Line Line Ld (k ) (k ) (k ) (k ) Qty Dia Width Length Thick (in) IS 711E ENGINEER OF RECORD GR THE DESK: a` PROFESSIONAL FOR THIS PRO.ECT.CNLY Ex ,':. DESIGN OF THE METAL BINLDiNG SYSiEN 12 E 13 45.8 15.8 0.3 29.7 4 0.750 10.00 10.00 0.500 0.0 FURNISHED BY No IS INCLUDED.FOUNDATIONIA ANALYSIS,ELECTRICAL.AND MECHANICAL } •� 12 F 13 45.8 15.8 0.3 29.7 4 0.750 10.00 10.00 0.500 0.0 SYSTEUS,AND/OR OTHER PARTS suPPL 1ED sYI r `1 ; ANYONE OTHER THAN NO ARE SP MALLY o aDE uD.No nv�EcnaN OR SUPERVISION Is r tI - DAILIED. ..k •, ISSUE DESCRIPTION DATE DRN CHK DES, DESCRIPTION ANCHOR BOLT REACTIONS A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildin c. B REMSED APPROVAL/PERMI /07/18 JCR KBG ACN ? 4. END USER HCI Sfeel Buildtn s, Inc. t� END USE HCI Office Warehouse I BUILDING A ✓i STREET 17833 S9fh Ave. NE Ste. C STEEL BUILDLtiGS Lc CITY ST ZIP Arlin fon, WA 98223 61986 132426 .T.S. F004 S ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) NOTES FOR REACTIONS Wed 1. All loading conditions are examined and only maximum/minimum Frm Cal Dead Coliat Live Snow Wind_Left1 Wind_Rightl W nd_Left2 W nd_Right2 Press H or V and the corresponding H or V are reported. Line Line Vert Vert Vert Vert Horz Vert Harz Vert Harz Vert Harz Vert Harz P 9 P 1 D 0.7 0.6 2.3 2.9 0.0 -2.3 0.0 -3.4 0.0 -2.3 0.0 -3.3 -3.2 2. Positive reactions are as shown in the sketch. Foundation loads 1 E 1.4 1.5 5.9 7.4 0.0 -5.4 0.0 -9.3 0.0 -5.4 0.0 -9.3 -5.6 are in opposite directions. 1 F 1.3 1.5 5.9 7.4 5.5 -11.7 0.0 -6.8 5.5 -11.7 0.0 -6.1 -5.2 1 G 0.6 0.6 2.3 2.8 0.0 4.5 2.3 -6.1 0.0 4.5 3.0 -6.8 -2.5 3. Bracing reactions are in the plane of the brace with the H pointing Wind away from the braced bay. The vertical reaction is downward. Frm Col Suet Wind-Long'! Wind Iong2 Seis_Left Seis-Right -MIN-SNOW--EIPAT_SL_1- 4. Building reactions are based on the following building data. Line Line Harz Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Width (ft) 60 1 D 3.6 0.0 -3.6 0.0 -2.1 0.0 0.0 0.0 0.0 0.0 2.3 0.0 1.6 Length (ft) 210 1 E 6.2 0.0 -9.3 0.0 -5.4 0.0 -0.1 0.0 0.1 0.0 5.9 0.0 2.1 Eave Height (ft) 27 / 22 1 F 5.8 2.1 -11.7 1.2 -6.8 3.1 -3.7 0.0 3.4 0.0 6.0 0.0 -0.3 Roof Slope (rise/12) -1.0:12 / 1 G 2.9 0.0 -0.9 0.0 -0.5 0.0 3.8 3.1 -3.5 0.1 2.2 0.0 0.0 Design Code IBC 15 Enclosure Closed Frm Col E1PAT_SL_2- E1PAT-SL_3- E1PAT-SL_4- Dead Load (psf 3.000 Line Line Harz Vert Harz Vert Harz Vert Collateral Load O sf) 5.000 1 D 0.0 0.1 0.0 1.4 0.0 -0.1 Ultimate Design Wnd Speed 115.00 mph ' 1 E 0.0 -0.3 0.0 4.0 0.0 1.6 Nominal Design Wind Speed 89.08 mph 1 F 0.0 2.1 0.0 1.6 0.0 4.0 Wind Importance Factor 1.00 1 G 0.0 1.5 0.0 -0.2 0.0 1.3 Wind Exposure : C Live Load (psf) 20.00 Floor Wind Wind Frame Live Load (psf) 20.00 Frm Col Dead Coilot Live Press Suet Ground Snow Load (psf) 25.000 Line Line Vert Vert Vert Harz Harz Roof Snow Load (psf) 25.000 13 F 14.4 0.3 26.9 -4.6 5.1 Snow Exposure 1.000 13 E 14.5 0.3 26.9 -5.0 5.5 Snow Importance Factor 1.000 RiviloT Thermal Factor 1.000 PE Seismic Importance Factor 1.00 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Spectral Response Accei. Ss=1.047 :St=0.406 S�eismicctral Coeff.(Fa"Ss)nse ff. Sd 132 755 :Fa=i 081 1 Column Reactions (mi Seismic Design Category D Frm Co! Load Hmax V Load Hmin V Anc. Bait Base-Plate (in) Grout Line Line ID H Vmox ID H Vmin Oty Dia Width Length Thick (in) 5. Looding conditions are: 1 Deod+Collateral+Snow+Slide-Snow 1 D 15 2.2 -1.8 16 -1.9 -1.8 4 0.750 8.000 8.500 0.500 0.0 2 Dead+0.6Wind_Leftl 1 0.0 4.1 15 2.2 -1.8 3 0.6Deod+0.6Wind_.eft1 1 E 17 3.7 -4.7 16 -3.4 -4.7 4 0.750 8.000 &500 0.500 0.0 4 0.6Deod+0.6Wind_2ight1 1 0.0 10.3 17 3.7 -4.7 5 0.6Deod+0.6Wind_Long2 i F 15 3. 2 18 6 0.6Dead-0.6Wind_Long2 -6.2 4 0.750 8.000 8.500 0.500 0.0 7 1.11Deod+1.11Coliatera1+0.7Seismic I eft 1 0.00 10.10.2 18 3.5 3.5 -6.2 8 1.11Dead+l.11Coilaterol+0.7Seismic-Rigght 1 G 17 1.8 -3.7 16 -1.5 -0.2 4 0.750 8.000 8.500 0.500 0.0 9 1.08Dead+1.OBColiateral+0.75Live-0.53Seismic_Long 19 1.3 5.3 17 1.8 -3.7 10 0.49Deod+0.7Seismic_Left 13 F 17 3.0 8.6 20 -2.8 8.6 4 0.750 8.000 9.000 0.500 0.0 11 0.49Dead+0.7Seismic-Right 13 0.0 41.5 12 0.49Dead+0.7Seismic_Long 13 E 17 3.3 8.7 20 -3.0 8.7 4 0.750 8.000 9.000 0.500 0.0 13 Dead+Coll ateral+Floor-Live 13 0.0 41.6 14 Dead+Collateral+0.75Snow+0.75SI ide_Sn ow+0.75FIoor_Live 15 0.6Dead+0.6Wind_Suction+0.6Vind-Long1 16 0.6Dead+0.6Wind-Pressure+0.6Wind-Long1 17 0.6Dead+0.6Wind-Right2+0.6Wind-Suction Components & Cladding Factored 18 0.6Dead+0.6Wind_Left2+0.6Wind-Suction P g (Factored) 19 Dead+Collateral+0.75Snow+0.45Wind-Left2+0.45Wind_Suction+0.75SIide-Snow Width Len th Pressure(psf ) Suction(psf ) 20 0.6Dead+0.6Wind_Pressure+0.6Wind_.Long2 Zone (ft) Ift) Member Panel Member Panel 1 7.20 7.20 -21.12 -21.12 BUILDING BRACING REACTIONS 2 12.00 7.20 7.20 -27.67 -29.36 3 12.00 7.20 7.20 -27.67 -29.36 + Reactions (k ) Panel-Shear 4 6.00 7.20 7.20 -22.81 -24.29 -Wall -Col -Wind - -Seismic - (lb/ft) 5 12.00 24.00 7.20 7.20 -29.36 -45.83 Loc Line Line Harz Vert Harz Vert Wind Seis Note 6 12.00 12.00 7.20 7.20 -22.81 -32.52 -- - -- -- - - 7 15.24 17.82 -16.68 -19.32 L-EW 1 F,G 5.5 6.3 2.4 2.8 8 6.00 15.24 17.82 -17.85 -23.76 f� F_SW G 3,5 4.0 3.1 8.0 6.2 11,12 4.0 3.1 20.5 11.3 R-EW 13 (h) B_SW D 12.11 4.4 4.2 20.7 13.0 5,3 4.4 4.2 8.2 7.9 8 7 8 (h)Rigid frame at endwali 5 3 5 Z C) t 7 2 is r 2 7 SEAUNC OF THIS DRAVANO DOES NOT IMPLY OR CONSTITUTE THAT Na STEEL BLDG'S ENG01" IS THE ENGINEER OF RECORD OR THE DESIGN PROFESSIONAL FOR THIS PROJECT.ONLY THE DESIGN OF THE METAL BUILDING SYSTEM AS 6 6 FURNISHED BY No IS INCLUDED.FOUNDATION ANALYSIS.ELECTRICAL.AND MECHANICALSYSTEMS PARTS SUPPLIED B ANYONEOTIffR THAN No ARE SPECIFICALLYY EXCLWED.NO INSPECTION OR SUPERVISION ISIMPLIED. �i,7''{-r� F U�1 ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT REACTIONS 1 8 7 8 A APPROVAL/PERMIT /27/18 RAP JCR AC Nns - CUSTOMER HCI Steel Buildings, C _ B RE4TSE0 APPROYALJPERMI /07/18 JCR KBG ACNEND USER HCl-Steel Buildings, Inc.END USE HCI Office Warehouse BUILDING A STREET 1783359th Ave. NE Ste. C CITY ST ZIP Arlin ton, WA 98223 De I n Calculation Wind61986 132426 .T.S. F005 B FRAME LINES: B C D RIGID FRAME: BASIC COLUMN REACTIONS (k ) 10 4 Frame Column -----Dead-----Collateral- -----Live---------Snow-----Snow-Drift- --Wind-Leftt- _f OLUMN LINE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 1.0 3.1 1.3 3.0 5.0 12.0 6.2 15.0 0.1 0.2 -8.3 -14.5 B* 4 -1.0 3.1 -1.3 3.0 -5.0 12.0 -6.2 15.0 -0.1 0.2 -0.4 -8.4 Frame Column -Wind-Rightt- --VJind_Left2- -Wind-Right2- --Wind-Long1- --Wind-Long2- -Seismic-Left Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 0.4 -8.4 -8.2 -8.7 0.5 -2.6 -0.5 -22.4 -0.9 -20.1 -2.0 -1.5 B* 4 8.3 -14.5 -0.5 -2.6 8.2 -8.7 0.9 -20.1 0.5 -22.4 -2.0 1.5 Frame Column Seismic-Right -Seismic-Long -MIN-SNOW-- F1UNB_SL_L- F1UNB_SL_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert B* 10 2.0 1.5 0.0 -7.2 5.0 12.0 3.6 10.5 3.7 6.0 B* 4 2.0 -1.5 0.0 -7.2 -5.0 12.0 -3.7 6.0 -3.6 10.5 Frame Column -----Dead-----Collateral- -----Live---------Snow-----Snow-Drift- --Wind-Left1- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert D 10 0.6 2.1 0.6 1.6 2.6 6.3 3.2 7.9 0.9 2.1 -6.2 -10.3 D 4 -0.6 2.1 -0.6 1.6 -2.6 6.3 -3.2 7.9 -0.9 2.1 -0.3 -5.6 H H Frame Column -Wind-Rightt- --Wind_Left2- -Wnd_2ight2- --Wnd_Long1- --Wind_Long2- -Seismic Left` h" IV �IV Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Veit D 10 0.3 -5.6 -6.1 -7.2 0.4 -2.5 -0.2 -6.6 -0.5 -5.4 -1.3 A-1.0 D 4 6.2 -10.3 -0.4 -2.5 6.1 -7.2 0.5 -5.4 0.2 -6.6 -1.3 1.0 Frame Column Seismic-Right -MIN-SNOW-- F2UNB_SL_L- F2UNB_SL_R- RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert D 10 1.3 1.0 2.6 6.3 1.9 5.5 1.9 3.1 ` � FOR Column Reactions k } D 4 1.3 -1.0 -2.6 6.3 -1.9 3.1 -1.9 5.5 Frm Col Load Hmax V Load In V Anc. Solt Base late (in} Grout Line Line ID H Vmox ID H Vmin Qty Dia Width Length Thick (in) B* Frame lines: B C B* 10 1 8.6 21.3 3 -4.4 -6.9 4 0.750 8.000 21.00 0.500 0.0 RMIT 5 0.3 -11.6 Pf B* 4 4 4.4 -6.9 1 -8.6 21.3 4 0.750 8.000 21.GO 0.500 0.0 1 -8.6 21.3 6 -0.3 -11.6 Components&padding (Factored) B* Frame lines: B C width Lenqth Pr essure{psf ) Suction(psf ) Zone 00 tft) Member Panel Member Panel 8 s e 1 7.20 7.20 -17.46 -19.08 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES 2 6.00 7.20 7.20 -20.60 -32.05 3 6.00 7.20 7.20 -20.60 -3205 4 6.00 6.00 7.20 7.20 -20.60 -4&27 Column Reactions k } 6 6.00 148888 17.4466 -17.46 -2325 Frm Col Load Hmax V Load min V Anc._Boit Base late (in) Grout Line Line ID H Vmox ID H Vmin Qty Diu Width Length `thick (in) D 10 1 5.3 13.6 3 -3.3 -4.9 4 0.750 8.000 14.56 0.500 0.0 8 4 3 4 8 D 4 4 3.3 -4.9 1 -5.3 13.6 4 0.750 8.000 14.56 0.5G0 0.0 1 -5.3 13.6 4 3.3 -4.9 1 2 2 s s 2 2 i 8 4 3 4 6 'Imp, 8 5 8 Design Calculation Wind SEALING OF TINS DRAWING DOES 140T x t� OR CONSTITUTE THAT Hd SiEEi.BLDG'S NEER - IS THE ENGINEER OF RECORD OR THE DE PROFESSIONAL FOR TINS PROJECT.ONLY DESIGN OF THE METAL SUILWNG SYSTEM '+ FURNL9 D BY Hal IS INCLUDED.FOUIBSAM { ANALYSIS ELECTRICAL AND MECIIANICAI SYSTEMS.,WO/OR OTHER PARTS SUPPt1ED - ANYONE OTHER THAN Hd ARE SPECIFICALLY EK LLLUD D.NO INSPECTION OR SUPERMSiON IS �1 ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT REACTIONS A APPROVAL/PERMIT 7/27/18 RAP JCR RMMnu� CUSTOMER HCI Steel Buildings, Inc. B REVISED APPROVAL/PERMI /07/18 JCR KBG ACNEND USER HCI Steel Buildin Inc. END USE Warehouse BUILDING B STREET' 17833 59th Ave. NE Ste. C CITY ST ZIP Arlin ton, WA 98223 1986 132427 T.S. F006 B ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) NOTES FOR REACTIONS Wind 1. All loading conditions are examined and onl maximum minimum Frm Col Dead Collot Live Snow Wnd_Left1 Wind_Rightl Wind_Left2 Wind-Right2 Press H or V and the corresponding H or V are re /Line Line Vert Vert Vert Vert Harz Vert Harz Vert Horz Vert Harz Vert Harz P 9 ported. A 10 0.5 0.3 1.3 1.6 0.0 -2.0 0.0 -1.2 0.0 -2.0 0.0 -1.2 -11.1 A 9 1.3 1.2 4.8 6.0 3.0 -10.4 0.0 -1.7 3.0 -10.4 0.0 -1.7 -6.0 2. Positive reactions are as shown in the sketch. Foundation loads A 6 1.3 1.2 4.8 6.0 0.0 -1.7 3.0 -10.4 0.0 -1.7 3.0 -10.4 -6.0 are in opposite directions. A 4 0.5 0.3 1.3 1.6 0.0 -1.2 0.0 -2.0 0.0 -1.2 0.0 -2.0 -2.5 3. Bracing reactions are in the plane of the brace with the H pointing Wind away from the braced bay. The vertical reaction is downward. Frm Col Suct Wind_Long1 Wind-Long2 Seis-Left Seis-Right Seis-Long -MIN-SNOW-- 4. Building reactions are based on the following building data. Line Line Harz Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Vert Width (ft) 60 A 10 2.8 0.0 -2.1 0.0 -1.1 0.0 0.1 0.0 0.0 -6.3 -7.2 0.0 1.3 Length (ft) 60 A 9 6.6 0.0 -7.0 0.3 -5.1 2.5 -2.5 0.0 2.4 0.0 0.0 0.0 4.8 Eave Height (ft) 24.5 / 24.5 A 6 6.6 0.3 -5.1 0.0 -7.0 0.0 2.4 2.5 -2.5 0.0 0.0 0.0 4.8 Roof Slope (rise/12) 1.0:12 / 1.0:12 A 4 2.8 0.0 -1.1 0.0 -2.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 1.3 Design Code IBC 15 Enclosure Closed Frm Col E1UNB_SL_L- E1UNB_SL_R- Dead Load (psfa 3.00 Line Line Harz Vert Harz Vert Collateral Load t Sf) 5.00 A 10 0.0 1.1 0.0 0.2 Ultimate Design Wind Speed 115 mph A 9 0.0 5.2 0.0 1.9 Nominal Design Wind Speed 89.08 mph A 6 0.0 1.9 0.0 5.2 Wind Importance Factor 1.00 A 4 0.0 0.2 0.0 1.1 WinLive d Load(psf) : 20.00 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frame Live Load (psf) 20.00 Ground Snow Load ( sf) 25.00 Roof Snow Load (ps6 25.00 Column Reactions ((k ) Snow Exposure 1.00 Frm Col Load Hmax V Load Hmin V Anc. Bolt Base-Plate (in) Grout Snow Importance Factor 1.00 Line Line ID H Vmox ID H Vmin Qty Dia Width Length `thick (in) Thermal Factor 1.00 a Seismic Importance Factor 1.00 A 10 8 1.7 5.9 9 -6.6 -6.8 4 0.750 BLOOD 8.500 0.375 0.0 Spectral Response Accei. Ss=1.047 :S1=0.406 Spectral Response Coeff. Sds=0.755 :Sdt=0.431 7 0.0 .9 Seismic Coeff. (Fa'Ss) 1.132 :Fa=1.081 Ak A 9 10 4.0 -5.5 9 -3.6 -3.5 4 0.750 8.000 10.50 0.375 0.0 Seismic Design Category D � FOR 2 0.0 8.5 10 4.0 -5.5 A 6 11 4.0 -5.5 12 -3.6 -3.5 4 0.750 8.000 10.50 0.375 0.0 5. Loading conditions are: 2 0.0 8.5 11 4.0 -5.5 1 Dead+Collateral+Snow+Snow-Drift A 4 13 1.7 -1.0 12 -1.5 -1.0 4 0.750 8.000 8.500 0.375 0.0 2 Deod+Collateral+Snow+Slide_Snow 3 0.6Deod+0.6wnd_Left1 2 0.0 2.4 13 1.7 -1.0 4 0.6Deod+0.6Wind_2ight1 5 O.6Dead+0.6Wnd-Langi F:IERMI "T 6 0.6Dead+0.6Wind_Long2 BUILDING BRACING REACTIONS 7 1.11Dead+1.11Coilaterai-0.7Seismic-Long 8 0.6Dead+0.6Wind-Suction+O.6Wind-Longl t Reactions (k ) Panel Shear 9 0.6Deod+0.6Wind_Pressure+0.61ind-Long1 -Wall - Col -Wind --Seismic - (Ib7ft) 10 O.6Deod+0.6Wind I eft2+0.6Wind-Suction Loc Line Line Harz Vert Harz Vert Wind Seis Note 11 0.6Deod+0.6Wind-Right2+0.6Wind-Suction - -- - - - - 12 0.6Dead+0.6Wind-Pressure+0.6Wind-Long2 L-EW A 9,6 3.0 2.9 1.9 1.8 13 0.6Dead+0.6Wind-Suction+0.6Wind-Long2 F-SW 4 B,C 8.6 9.7 4.9 5.5 R-EW D (h) B-SW 10 B,A 8.6 9.7 4.9 5.5 (h)Rigid frame at endwall f, � 7f 'Q e � Y SEALING OF THIS DRAWING DOES NOT IMPLY OR CONSTITUTE THAT Ha STEEL BLDGS.IN }s IS THE ENGINEER OF RECORD OR THE DESICN�+ PROFESSIONAL FOR THIS PROJECT.ONLY THE DESIGN OF THE METAL BUILDING SYSTEM AS FURNISHED BY Ho IS INCLUDED.FOUNDATLON ANALYSIS.ELECTRICAL.AND MECHANICAL ,.1iyy SYSTEMS.AND/OR OTHER PARTS SUPPLIED BY r ANYONE OTHER THAN HC ARE SPECIFICALLY f f EXCLUDED.NO INSPECTION OR SUPERVISION IS IMPLIED. J ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ANCHOR BOLT REACTIONS t A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER HCI Steel Buildings, v- B REIASED APPROVAL/PERMI /07/18 JCR K8G ACN ;! END USER HCI Steel Buildings. Inc. ENO USE Warehouse BUILDING 8 STREET 17833 59th Ave. HE Ste. C STEELS BIJUI-DENGS uc CITY ST ZIP Arlin ion, WA 98223 61986 132427 .T.S. F007 8 SPECIAL BOLTS ROOF PLAN 0 ID IQUAN TYPE DIA LENGTH WASH 1 1 4 A307 1/2" 1 174-0 MEMBER TABLE 210'-O"OUT-TO-OUT OF STEEL ROOF PLAN MARK PART P-1 1 Ox25Z1 2 P-2 1Ox25Z14 27'-011 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 27'-0" P-3 1 Ox25Z1 4 P-4 1Ox25Z14 4" P-5 1Ox25Z12 E-1 L1Ox5x3ES12 E-2 L1Ox5x3ES12 E-3 L1Ox5x3ES12 E-4 H1Ox5x3ES12 TYP. @ EVERY BUILDING B E-5 H10x5x3ES12 SAG STRAP LOC. E-6 H1Ox5x3ES12 1-13-4 CB0375 <D\ ci CB-5 CB0250 RF1_1 E-5 /iRF2-1RF4-1 E-6 RF1-1 E-5 RF1-1 E-5E-5 R171-1 E-5 RF1-1 E-5 'D\ RF3-1 E-4 CB-6 CB0375D I I I I , I — --I ri X > v x -T� x x x X\ x x X x > /x V, A K T—T T e. -R e— z \I.z FO I P42(T P4 ,4 -1jTyp ATI - Ty i P,-r3(T,4Z) i ,Pj3j�p) i P43(T Typ I QUEEN'S 1 G2 3(Typ yp) i P; P I TRuss EO 1 1 1 RF1 t-2 1 1 RF1T'-2,'l A. RF1T-2 I I RF? RF1T-2 RF1 RF$-2, 1 1 -ml c"I F-91 M IT, uj- ui 0 1 1 1 1 1 1 1 17i < -----7---T— I u- r--IT 0 < x . f I I I y (o u- 0 S6 0 1 1 1 1 1 Ur) 1171 1tI1 1 F, I I �40-2 1 1 lq,o 4-- 0 1/ ! i i w Ld 7- 1 RF1 1-3 1 1 1 R'Flt3 RF14-3 I I I R172-3 RF11' 3 RFi-31 1 1 I RF4-3 f I Q& Q& LLJ 1�-4 1 1 1 UG I I I I I t- tll : I I E-1 R171-4 E-2 <D/ RF1-4 E-2 <1:)/ R171-4 E-2 RF2-4 E-2 RF1-4 E-2 <D/ RF1-4 E-2 <D/ RF3-4 e-3 RF4-4 PURLIN LTOP & BOT SAG250 31=-1— _ -+F .LAP (TYP.) V_J -1 A ROOF FRAMING PLAN NOTES: 1. WITH 4" THICK 'OS" TYPE ROOF INSULATION (BY OTHERS) CUSTOMER TO CONFIRM 2. ROOF PANELS ARE BY OTHERS ADEQUACY FOR WIND NEGATIVE PRESSURE/SUCTION OF PANELS (2) MEMBER SCREWS MD.) 2 Aw EMBER SAG STRAP CREWS Top&BoTi� L2x2z1 a. -------------------- PLIRUN (SD-1) (2 ME BER-\ X ,4.�-v I S ------------ (SLOT Err flNiD) rS�M24)GA SAQ STRAP EAVE,STRUT w Iq�- " � N��AS I 6EMW TOP&BOTTOM) - -----11-40A T ------ I z PURU SEALING OF THIS DRAVANG DOES NOT R—�* I SAG MAP. RRM I BOTTOM �1 OR CONSTITUTE THAT HC1 STEEL BLOM (2) 9 1 Y�(3250) IS THE ENGINEER OF RECORD OR (3) PROFESSIONAL FOR TWS PROLECT W OM Cot ZM EASE STRUT DESIGN OF THE METAL BUILDING! FURNISHED BY IS INCLUDED.I- xAfATExs mm k106"=VM"'*"`w'9W L2x2xl4(jo. NOT DXEM THAT SIMM N TYPE CONTRACT DXUMWM SECTIONX ANALYSIS.ELECHMCICAL AND MECHANICAL SUGGESTED DETAIS ARE AS SHOO ASM (SD-1 SYSTEM.%AND/OR PARTS=CJar OnIM ANYONE OTHER THAN HO ME SPECIn• No SION ✓ 27 x 24 GA.X-STRAPS 0 EVaY S(CLUDED. INSPECTION OR SUPERVISION 91,7S9 5 RM SPA=ONLY. IMPLIED. DON usEl Do usET STRAP 7LACIN VP(Ic-s"EACH LOCATION ON TOP OF PURUNS ISSUE DESCRIPTION DATE DRN CHK RES. DESCRIPTION ROOF FRAMING PLAN ONLY A APPROVAL/PERMIT 07/27/18 RAP JCR ACN CUSTOMER HCI Steel BuIldings. Ina 9SLJ'(AA1 PLAN 8 REVISED APPROVAL/PERMIT08/07/18 JCR�—B(;-Z—N END USER HCI Steel B Ildine. Inc. DO MIT USE M ANY OTIER HUNGER ATTACHED M M TYPICAL SAG STRAP DETAIL U �M��IT MUM TIM WA=M TW PUfW END USE Ha Office /wdi"-i.A BUILDING A AM PROMM SEMMAW SIRM� (BRACED AT TOP & BOTTOM) QUEEN'S TRUSS DETAIL TYP.COLLATERAL LOAD CONNECTION DETAIL STREET 17833 59fh Ave. NE Ste. C _q-Erl E U M 1)t f,5 w CITY ST ZIP Arlinton, WA 98223 neg1986 2-426 rN.T.S. r'- EODI r- SPECIAL BOLTS ROOF PLAN ® 10 0 ID IQUAN TYPE DIA LENGTH WASH 30'-0" 30'-0" 1 4 A307 1 2 1 1 4 0 ROOF SURFACE 3 ROOF SURFACE 2 (R (SD-1) RIDTEPTIES (tOx25C16) MEMBER TABLE 10x25C16 RIDGE TIES ROOF PLAN TYP. 0 EVERY SAG STRAP LOG.) PER SAG STRAP LOC. (SEE PLAN FOR LOCATIONS) MARK PART P-100 1Ox25Z16 QUEEN'S TRUSS QUEEN'S TRUSS o P-100 1Ox25Z16 �- P-1101X 1Ox25Z16 Q EC-102 EC-101 EC-101 EC-100 io .1 P-102 10x25Z16 ----- ---- -----r---- ----- ---- --- - ---------- E -100X ER-1 DO P-102X 10x25Z16 1 P-103 1Ox25Z16 // A TO & BOT 3/16 BENT CLIP L 3/16" BENT CLIP P-104 1 Ox25Z16 CL-iR E-100 L10x5x3ES12 -- \ (TYP ) ( ) (CL-1L) E-101 L1Ox5x3ES12 2; \\ - \\ Z TYPICAL ROOF BRACE DE. TAIL= E-102 L10x5x3ES12 \z \x All.BOLTS ARE 1/2'6 x 1'MACHINE BOLTS U.N. E-103 L1Ox5x3ES12 `X X/ \\ E-104 L1Ox5x3E512 U) o --- ---- ----- ---- ----- ---- / \ ---- ----- ---- -- ----- o E2 CB-106 CB0313 ---- p 00� © o \\\ //� \\ // w CB-107 C80250-_ � d' Lil I /XV /XV PAN FEED U EIISn S ON�TEX 3) I O- A\ \\ (�0-16 z 1' ----- ---- ----- ---- ----- ---- ----- PURUN 0 R 2'PCS EACH LOCATKN h h EAVE STRUT I I —2'x 24 GA SAG STREP 'l (LOOP 4 EVERY 5 PURI.X !!A SPA i O --- - -` a W ,. M W P} w w6m TER 3)U- ` 3 PM EAOi LOCATION \�O / ` Ud `\ j t� / �O Z'x 24 GA SAG S1Ft4R O ---� —1�-- --� ----- ---- --- \ /--�\ J ----J ---- ----- ��-- --4 ---- �\ 1 o p I c0 F— \ / v \/O O\J v \ PUIM/EAVE STRUT /A\ J/X\ I I JJx w I I �� \� // \ J \ / \ / \\ \\d TYPICAL SAG STRAP CONNECTION DETAIL F- w ---� E}r--- ---; ----- ---� ---- J \ O� ---- ---- ----- --- ---i ---- (PLACE AT TOP AND BOTTOM OF PURUNS j SIDE BY SIDE) O - / �i i J v kbi \ Jh\ Gn\ \\ ��/ \`\\ ZEE (NOT BY w ANGLE COt1NEcriON accTs O �y % \\ / / t r \ \\ % `\ {NOT BY RIGID) OR MEME.IO SCREWS e _ _ HANGERS O p \ / O Op (NOT BY R4Gt0 N I 1(Max) r{Max) ---� ---- ----- ---- -�--- ---- — ---- ----- �-- ————— ——— HANGERS ON CEE OR ZEE PURUNS MUST ATTACH TO THE WEB ONLY. Z HANGERS MUST BE LOCATED SO THAT THE SUPPORTED LOAD DOES NOT EXCEED THAT SPECIFIED IN THE CONTRACT DOCUMENTS. e, LT > E O O ON �QQ / %\�X X X\\\ Q SUGGESTED DETAILS ARE AS SHOWN ABOVE '4i, ' Inr --- T ---- ----- ---- ----- ---- — ---- ----- — T O_ 0 © Lr.l 't \\\ //4 r I)\\ O x Xui DON USEI DON USE! ----- ---- ----- ---- ----- ---- - ---- ----- ---- ----- O \/ \/ DO NOT USE C-CLAMPS OR ANY OTHER HAN A T FLANGE OF THE PURUN.IT REDUCES THE C TY P N AND PRODUCE SECONDARY STRESSES. c .: D I TYP.COLLATERAL LOAD CO E FAIL ll, it UJ O RF2-102 RF2-101 RF2-101 RF2-100 SEALM OF THIS DRAWAO DOES NOT IMPI Lli OR CONSTITUTE THAT NCI STEEL BLDG'S f IS THE OF RECORD OR THE 0E51' f Q C-) BUILDING A ENIMMUM R PROFESSIONAL FOR THS PROJECT.ONLY 0 FURNISHED BY NN OF THE O Its i BUILDING FO4NiDAn ANALYSIS.ELECTRICAL AND lJECHSYSTEMS.AND/OR AHCAL �,. ANYONE OTHER THAN NHq kRE SPECIFlCALLY `}}78� EXCLUDED.NO INSPECTION OR SIX+ERNSION IS �' "� ROOF FRAMING PLAN WUED. ��� NOTES: 1. USE (4)-1/2"0 A307 AT PURLIN TO RAFTER CONNECTION ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION ROOF FRAMING PLAN ALONG FRAME LINE B TO C. A APPROVAL/PERMIT 7/27118 RAP JCR RMM CUSTOMER HCI Steel Buiidin s,, nc CUSTOMER TO CONFIRM: B REVISED APPROVAL/PERM! /07/18 JCR KBG ACN END USER HCl Sfeel Buildingit ADEQUACY FOR WIND NEGATIVE 2. WITH 4" THICK "OS" TYPE ROOF INSULATION (BY OTHERS) ` PRESSURE/SUCTION OF PANELS 3. ROOF PANELS ARE BY OTHERS. E; h STREET 783 END USE 17833GGse BUILDING e r� � 3 59th Ave. NE Ste. C sTTetBtTLolcsuc CITY ST ZIP Arlln ton. WA 98223 61986 132427 T.S. E002 B SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty Web Depth Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Width Thick Length Mark Start End Thick Length W x Thk x Len th W x Thk xLen th RF1-1 13.029.0 0.188 240.0 6x1 4 x312.3 6x38 x20.5 SP-1 4 4 2 A325 0.750 2.00 6" 1/2" S-5 7/8" 29.0/35.0 0.188 30.7 6 x 1/4" x 46.9 6 x 3/8" x 31.3 SP-2 2 4 0 A325 0.750 2.00 6" 1/2" 2'-2 3/16 35.0/38.2 0.250 41.6 SP-3 4 4 2 A325 0.625 2.00 6" 1/2" 3'-6 7/8' RF1-2 35.0/15.0 0.250 81.4 6 x 1/4" x 81.4 6 x 1/4" x 83.8 15.0/22.0 0.188 240.0 6 x 5/16" x 240.0 6 x 1/4" x 240.1 STIFFENER TABLE FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY RF1-3 22.0/16.0 0.188 238.0 6 x 5/16" x 238.0 6 x 1/4" x 238.0 Stiff Plate Size FBXXA((2)=FLANGE BRACE AT BOTH SIDES 16.0/36.0 0.250 71.9 6 x 1/4" x 71.9 6 x 1/4" x 74.6 Mark Mark Width Thick Length A - L2x2x14 RF1-4 32.7/36.0 0.250 39.4 6 x 1/4" x 41.3 6 x 1/4" x 97.9 36.0/23.0 0.188 97.0 6 x 1/4" x 253.7 6 x 1/4" x 120.4 RF1-1 St- 1 2.500 0.250 34.77 23.0 13.0 0.188 120.0 RF1-4 St- 1 2.500 0.250 35.23 BASE PLATE TABLE Col Plate Size 60'-2 1 2„ Mark Width Thick Length BP-1 8" 1/2" V-3" 13 ® 4'-7 9 16" BP-2 8" 1/2 1 -2 1/2" _ FB20A 2}o FB71} 12 k _ --'' ----- --- F85 } F811} -- - --- - F69�j} '��jj'' F64A 1} , F011 j ------ - ----- -------- - FB19A 2 , I RF1-2 "----- ---- - ------ - IT �g w rt i a QUEEN'S TRUSS P rd �I RF1-3 as Q i �- � Lo m 0 U- i � i O f in '_ I L0 O Q h Co Q N tc I M� (0 O j O� �� U- p U RI to Uk N(J h.Q f Q to N NU d f O ti ' W CJ LL- 00 O ' I � I OQ 00 i I � i 8.1/4" P-1 2'-11 5/8" 52'-7 3/8" 3'-0 1/2" BP �8 1/4' CLEARANCE 0 'T, 60'-0" OUT-TO-OUT OF STEEL �, .,. '�'CO NS TU THIS IN7Ari1NG DOES NOT Y OR CONS71TUtE THAT NCI STEEL BLOCS... G IS 7NE ENGINEER OF RECORD OR THE RIGID FRAME ELEVATION: FRAME LINE 2 3 5 10 11 PR D�9�Sl �«� DESIGN OF 7H£METAL BUHDLNO S75TDl FDRNLSHFD BY tfCl IS INCLUDED.FOUlRSA ANALYSIS.ELECMCAL.AM MECHAIBCAL 8 '7++" MSM4%AND/OR OTHER PARTS SUPPLIED 33( ANYONE O1NER IMAM NC ARE SPEWICALL* E%CI.UDED.NO INSPEC71ON OR SUPERNSION ISSUE DESCRIPTION DATE DRN CNK DES. DESCRIPTION RIGID FRAME ELEVATION 'A A APPROVAL/PERMIT 7/27/16 RAP JCR ACN CUSTOMER HCI Steel Buildings, Inc B REVISED APPROVAL/PEWIT /07/18 JCR KBG ACN END USER H_CI Steel Bulldlndf;'166 END USE HCI Office Warehouse I BUILDING A STREET 17833 S9th Ave. NE Ste. C 51ELTBU1LOL%'G5uuc CITY ST 21P Arlington, WA 98223 1986 132426 .T.S. E003 B SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty Web De th Web Plate Outside Flange Inside Flange Mark op 9 Bot Int Type Dia Length Width Thick Length Mark Start End Thick Len th W x Thk x Len th W x Thk xLen Length RF2-1 13.0 25.0 0.188 240.0 10 x 3 8 x 312.1 10 x 3 8 x 240.3 SP-1 4 4 2 A325 0.750 2.00 10" 1/2;: 3;-2 15 16" 25.0/32.0 0.188 33.8 10 x 3/8" x 43.7 10 x 3/8" x 34.5 SP-2 2 4 0 A325 0.750 2.00 6" 1/2 2,-2 1 4" 32.0/34.9 0.313 38.3 SP-3 4 4 2 A325 0.625 2.00 6" 1/2 3-8 7/16" RF2-2 32.0/14.0 0.250 84.7 6 x 1/4" x 84.7 6 x 5/16" x 86.5 STIFFENER TABLE 14.0/22.0 0.188 240.0 6 x 5/16" x 240.0 6 x 5/16" x 240.1 FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY RF2-3 22.0/15.0 0.188 237.9 6 x 5/16" x 237.9 6 x 1/4" x 237.9 Stiff Plate Size FBXXA(2)=FLANGE BRACE AT BOTH SIDES 15.0/37.5 0.250 70.5 6 x 1/4" x 70.5 6 x 1/4" x 74.0 Mark Mark Width Thick Length A - L2x2x14 RF2-4 34.1/37.5 0.250 40.9 6 x 1/4" x 42.7 6 x 1/4" x 96.4 RF2-1 St- 1 4.880 0.313 31.77 37.5/24.0 0.188 95.5 6 x 1/4" x 253.5 6 x 1/4" x 120.5 RF2-4 St- 1 2.500 0.250 36.73 24.0 13.0 0.188 120.0 BASE PLATE TABLE Col Plate Size 60'-2 1 2„ Mark Width Thick Length BP-1 8" 1/2" V-3" 13 @ 4'-7 9 1$" BP-2 8" 1/2" 1 -2 1/2" FBi8A 2) F86A 1) 12 - FO I --- _ F83A(1) ------ ------ F811A 1) ry - ----- ------- ----- - - F88A { t --- F82IT" 00 ---- j) ---- ---F821A 2 P E "� �_ j RF2-2 - -------- a- QUEEN'S TRUSS U' -00 �t RF2-3 to M C O I 0 � i N Lfl W 1< r Ofw m 0 N i Q ��U ^ N LIJ n-j Q Q N Q EO J I m - .- Co i I � N I O 00 i - ;ti YS 1 I � I P-1 BP- 8 1 4" '-8 3 4" 52'-8 3 4" 3'-2" 8 1/4" CLEARANCE 60'-0" OUT-TO-OUT OF STEEL G =�� RIGID FRAME ELEVATION: FRAME LINE 8 R CONSTITUTE THAT OF ATHaIG STEEL IS HEENGINEER THAT HMI RD O Ma SHE ENGINEER OF REWRD OR DESI y DESIGN PROFESSIONAL FOR AL PRD.£CT: Y > FURNISHED ED THE METAL CL DEM FLRNIL�tiED BY Hq I$INq.im@.P A71 ANALYSIS,ELECTRICAL.AND ME SYSTEMS.AND/OR OTHER PARTS �? 2 ..,i ANYONE 07HM THAN HCI ARE SPECI EXCLUDED.NC INSPECTION OR SUPERYTPLIED. r`} Y ,':. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVA_ -.3: 1 A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER NCI Steel Buildings In B REVSED APPROVAL/PERMI /07/18 JCR KBG ACNr..L.., *fig[ END USER H_CI Steel BuildTRs-Inc - J ETD USE IC: OffTca raY refiouse BUILDING# A S REET 17833 59th Ave. NE Ste. C ctc CITY ST ZIP ArI1n ton, WA 98223 1986 132426: .T.S. E004 B SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty FBXXA )=FLANGE BRACE AT ONE SIDE ONLY Mark Web Deoth I Web Plate Outside Flange Inside Flange (1 Start End Thick Lein h W x Thk x Length W x Thk x Length Mark Top Bat Int Type Dia Length Width Thick Length FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF3-1 20.0/20.0 0.500 71 it 8 x 1" x 311.4 8 x 1- x 281.4 SP-1 8 8 0 A325 1.250 4.00 loll ill 3'-0 5/8"— A L2x2xl 4 20.0/.20.0 0.500 240.0 8 x 1" x 29.3 SP-2 4 4 0 A325 0.875 2.50 8" 5/8- 2'-3 1/8" RF3-2 20.0/20.0 0.375 96.2 8 x 5/8" x 336.2 8 x 5/8" x 334.5 STIFFENER TABLE SUPPORT COLUMN BOLT TABLE RF3-3 20.0/20.0 0.375 20.0/20.0 0.375 84240.0 .0 8 x 5/8" x 322.3 8 x 5/8" x 324.0 Stiff I Plate Size DID Qty Type Dia Length 20.0/20.0 0,375 240.0 Mark Mark Width Thick Length Cl 4 GR36 0,750 1 5Q RF3-4 20.0/20.0 0.500 240.0 8 x 1" x 29.3 8 x 1" x 226.4 RF3-1 I St— 1 13.880 0.313 19.50 20.0/20.0 0.500 14.6 8 x 1" x 252.9 RF3-4 St— 1 3.750 0.250 19.50 BEAM TABLE Mark Part BASE PLATE TABLE 60'-2 1 2- MC-1 D662xl25 Col Plate Size MB-1 W16x26 13 @ 4'-7 9 16" MB-2 W16x31 Mark Width Thick Length MB-3 W16x31 BP-1 8" 1/2" 1'-11" SUP PORT BEAM BOLT TABLE FBIOA I FBIA 1) 1 2DID v ype Dia Lenqt FBIO Sl 3 A325 0.625 1.50 ��Al) --- -------- S2 3 A325 0.625 1.50 ---------------- -- FBIGA(l) FBioA T RF3 ------- --- FBio N a- —2 QUEEN'S TRUSS 3 2 1/4 1 3 3/4' 10 rL 1 3/4' 5/8" THK. r-Z Z ffo I < r-< 2" STIFF. (TYP.) Of NS/FS 0 < < 000 3 3/4" T T 1z: Z 0 LIJ L[j I -I i --t-i -j < LO< L0 C\j 0 0 Of of LO Co 0 < < I I co COILIJ U0 0 rn C14 0 0 "'711,-o TOP OF CONCRETE 0 2 3/16" 3 31e — —C 2 19 FS71 1821 si 3 3/4- < co Ld UJ m LIJ 'AB )A 2 1/4j + �AB B + Q:f LO I, Of < + w 1 1/4"0 Ll- t < 1 0 0-1 00 < CIO w U- 1 *1, Lu 0 of loll A325 BOLT. 0 CL U�) -j 0 SPLICE (SP-1) DETAIL (TYP.) Co 0 < V) 00 0) U.] m FCl 7P '7--- ------------- -------- 7-7,7/ ---------- ——",U —1 P-1 1'-2 7hr 5/8"THK STIFFENER 1B 0 7 8 1/4: �1'—loll54'—ll 1/2" j. CLEARANCE 30 20'-0" 20'-0" 20'-0" j 0 60'-0" OUT—TO—OUT OF STEEL W A S 11 6G 30* RIGID FRAME ELEVATION: FRAME LINE 12 SEAUNO OF1NIS DRAWNG D OR CONSTnUTE'MAT NO WOMT r'-2 5/8'THK STIFFENER DESIGN OF THE METAL BUILDING SYSTEM ASS FURNISHED BY NO IS INMUDED,FOUNDATION ANALYSIS,ELECTRICAL,AND MECHANICAL SYSTEMS.ANO/OR OTHER PARTS SUPPLIED BY ANYONE OTHER THAN Ha ME CUICALLY EXCLUDED.NO INSPECTION OR==..Y. CJP GROOVE WELDS SHALL BE USED FOR IMPLU. THE STIFFENER-TO- ISSUE DESCRIPTION DATE DRN.CHK,DES. DESCRIPTION RIGID FRAME ELEVATION END PLATE WELD. A APPROVAL/PERMIT 07/27/18 RAP JCR ACN CUSTOMER NCI Steel Buildings, Inc. B REVISED APPROVAL/PERM17 08/07/18 JCR KBG ACN END USER HC1 Steel Bulldlngs -fnc. HAUNCH DETAIL END USE HC1 Offic® / Wcre�.usel BUILDING I A STREET 17833 59th Ave. NE Ste. C STEEL BUILDINGS to CITY ST ZIP Arlin ton, 98223 �1986 r—N.T.S. r-- E005 SPLICE PLATE & BOLT TABLE MEMBER TABLE Web De th Web Plate Outside Flange Inside Flange Mark op Bot Int T e Dia Length Width Thick Length Mark Start End Thick Len th W x Thk x Length W x Thk xgLength RF4-1 20.0/20.0 0.500 71.4 8 x 1 x 311.4 8 x 1 x 281.4 SP-1 8 8 0 A325 1.250 4.00 loll 1" 3'-0 5/8" 20.0/20.0 0.500 240.0 8 x 1" x 29.3 SP-2 2 4 0 A325 0.625 2.00 8" 1/2" 2'-0 11/16 RF4-2 20.0/20.0 0.375 96.3 8 x 5/8" x 336.3 8 x 5/8" x 334.6 SUPPORT BEAM BOLT TABLE BASE PLATE TABLE FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY 20.0/20.0 0.375 240.0 ❑ID Qt Type Dia Len th FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF4-3 20.0/20.0 0.375 84.1 8 x 5/8" x 322.4 8 x 5/8" x 324.1 S1 3 A325 0.625 1.50 Col Plate Size A - L2x2x14 20.0/20.0 0.375 240.0 S2 3 A325 0.625 1.50 Mark Width Thick Length RF4-4 20.0/20.0 0.500 240.0 8 x 1" x 29.3 8 x 1" x 226.4 BP-1 8" 1/2" 1'-11" 20.0/20.0 0.500 14.6 8 x 1" x 252.9 BEAM TABLE STIFFENER TABLE Mark Part Stiff Plate Size 60'-2 1 2" - MB 5 x31 Mark Mark Width Thick Length 13 0 4'- RF4-1 St- 1 3.750 0.250 19.50 d 7 9 16' RF4-4 St- 1 3.750 0.250 19.50 ` ---_ FB1oA 1)- FBilo 1 _ FB10A 1 f --- ------ ---� ) FBi" 1)_ F611) _ FBiOA 1 " a1 n 'TT - --- - --� ) FB1 1) FE310A O,,,JJ V A ¢ I --- - - --- _ ; F810A w N I,---�N�� � � � RF4-2 n ---- - ----- ------- -------- 2 1 4 I QUEEN'S TRUSS ii [ 3 3/4" O E a n RF4-3 �i I � I 11 LIJ 1 3/4� 5/8" THK. i z 2" STIFF. (TYP.) h'¢ Q° 4 NS/FS - ; �� ;c Iw � 3 3/4" V �Z� I Do coI Ii EIE i cv C> ii ii cu w i Ln Ln i I iL 1 li J 3 3 4" ll'-O" TOP OF CONCRETE i� b -0 2 3/16" 11nl , - i� inE N' 1 9/16" � i S2 S2 i[52 -•- :-= `-"I1 a v ww �`.w wti wvJ v� w`wti ti ti w�11� w�we ti w� `. Iw ` C 3 3/4" 2 1 4" t A' 00 1 w4 ii A i z ) w I rr I �t-�-�--1 1/4"4� i w '-U- f ¢ In+ i a 10" A325 BOLT. I iT o i i o � I � SPLICE SP-1, DETAIL ,TYP.) - I o a- i i i v I O Cn rn Cn Do i I 0 I- -- -------------- -----------u------------------- LI r -------------L--717U-i1-27/1S'41 5/8,THK STIFFENER T BP-1 (nP. 8 1 4" BP-l1'-10" 54'-11 1/2" 1'-10", 8 1 4" i CLEARANCES ` 9 60'-0" OUT-TO-OUT OF STEEL (} RIGID FRAME ELEVATION: FRAME LINE 13 RCONG�THIS ETATHC1GDOE4NCTIMPELY 1+ IS HE EUNTE THAT EC STEEL BLED E!N t�2 7 . IS THE SIONAEER tx RECORD C THE DESIGN r . fI PROFESSIaiAL FOR THIS PRO.ECT.Ct11Y TktE 1. 5/8-71iK.STIFFENER (I}p� DESIGN OF THE METAL BUILDING SYSTEM AS FURNISHED BY Ha IS INCLUDED.FOUNDATION ANALYSIS.ELECTRICAL.AND MECHANICAL SYSTaM AND/OR Otter PARTS SUPPLIED BY ANYONE OTHER THAN Ha ARE SPECIFICALLY - CJP GROOVE WELDS EXCLUDED.NO INSPECTION OR SUPERVISION IS SHALL BE USED FOR IMPLIED. THE STIFFENER-TO- ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEVATION END PLATE WELD. A APPROVAL/PERMIT 7/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings, In B REVISED APPROVAL/PERM] /07/18 JCR KBG ACN �zEND USER HCi Steel Buildings, Inc. HAUNCH DETAIL E END USE HCI Office Warehouse BUILDING A -? STREET 17833 59th Ave. NE Ste. C TEELBUITDI]NC.SL�m: CITY ST ZIP Arlin ton, WA 98223 61986 132426 .T.S. E006 B SPLICE PLATE & BOLT TABLE MEMBER TABLE Web Death Web Plate Outside Flange Inside Flange Qty FBXXA(1)=FLANGE BRACE AT ONE SIDE ONLY Mark Start/End Thick Le[ W x 12 j%th W x Thk x Len Thk x Lenath Mark Top Bat Int Type Dia Length Width Thick Length FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF1-100 20.0/20.0 0.135 0 0 6 x 1 /4" x 120.0 6 x 5/16" x 120.0 SP-1 4 4 2 A325 0.750 2.00 6 1/2" 2'-11 9/167;- A - L2x2x1 4 20.0/20.0 0.188 132.4 6 x 1/2" x 162.7 6 x 1/2" x 132.4 SP-2 4 4 0 A325 0.750 2.00 6 1/2" 1 -8 13/16" 20.0/20.0 0.250 32.0 6 x 1/2" x 20.5 RF1-101 28.5/17.0 0.188 101.5 6 x 1/4" x 99.2 6 x 5/16" x 102.2 STIFFENER TABLE 17.0/14.0 0.188 240.0 6 x 5/16" x 240.0 6 x 1 Z4" x 238.8 Stiff Plate Size Mark Mark Width Thick Length RF1-100 St- 1 12.500 0.250 19.50 BASE PLATE TABLE Cal Plate Size Mark Width Thick Length 30,_1 1 /4- v-70, j, 0,, 0-1 1 4" BP-1 8" 1/2" V-9" 7 ® 4'-1 7 1 8 7 @ d-'-1 7/8" 12 f 12 FB103A I FE3103A(l) F61�O�4A 1) 0 FS1o4A(1) FB106A 1) ... FBI06A 1) _ -___ I m FB109A(1) ------ ------- -- --- ------- ------ FBJQ�9�Al) ------ ------ ------- ------- ------- -- UIZI, V-10" 1,-1G74 -101 0 RFl-101 RFI E- FA2-, aT- QUEEN'S TRUSS QUEEN'S TRUSS 0- In I'A 0 b .1 — 1 to <CO CaL 0 , z m r to LL- 0 2 LIJ < Lj 0 00 C) 0 00(-) 0 cr- -Z 0 < T< I to ILO < X -i X 10 < < Z E- CN 0 00 Co 00 co LJ L 3P-1[ BP-1 ,-9,, 56'-6" CLEARANCE M. N f-, 60'-0" OUT-TO-OUT OF STEEL SEALING OF THIS DRAVING DOES NOT I MPL OR CONSTITUTE THAT HC1 STEEL BLDWS. 10 (A IS THE ENGINEER OF RECORD OR THE DES PROFESSIONAL FOR THIS PRO ECT.ONLY DESIGN OF Mir. IETAL BUILDING SYSTEM AS' DAI-t� � AL C CAL RIGID FRAME ELEVATION: FRAME LINE B C FURNISHED BY HU 15 INCLUDED.FOUNDATI S ANALYSIS. C AND ME ED 9 7.4 0 PARTS SUPPLIED SPt...LLY ANYONE 0 THAN ECIFS1 01 HCI OR M EXCLUDED.N ON SLPER SION IS IST IMPLIED, ISSUE DESCRIPTION DATE DRN CHK DES DESCRIPTION RIGID FRAME ELEVATION A APPROVAL/PERMIT 07/27/18 RAP JCR RMM CUSTOMER HCI Steel Buildings, Inc. 8 REMSED APPROVALPMITOB/07/18 JCR KBG ACN END USER HCI Steel BuIldings,,inc. END USE Warehouse BUILDING B STREET 17833 59ih Ave. NE Ste. C SHEL gUILDENGS uc CITY ST ZIP In WA jk.3 98W T.S. E007 r'8 SPLICE PLATE & BOLT TABLE MEMBER TABLE Web De th Web Plate Outside Flange Inside Flange Qty FBXXA 1)=FLANGE BRACE AT ONE SIDE ONLY Mark Start End Thick Len th W x Thk x Len th W x Thk x9Len th Mark Top Bot Int Type Dia Length Width Thick Length FBXXA(2)=FLANGE BRACE AT BOTH SIDES RF2-100 14.0 14.0 0.135 120.0 8 x 1 4 x 120.0 8 x 1 4 x 120.0 SP-1 4 4 2 A325 0.625 2.00 8" 1/2" 2,'-6 7/8" A — L2x2x14 14.0/14.0 0.188 136.7 8 x 5/16" x 162.9 8 x 1/2" x 136.7 SP-2 4 4 0 A325 0.625 2.00 6" 1/2 1 —7 13/16 14.0/14.0 0.250 27.4 8 x 5/16 x 14.3 STIFFENER TABLE RF2-101 24.0/19.0 0.188 107.4 5 x 1/4" x 345.4 5 x 1/4" x 107.5 19.0/13.0 0.135 240.0 5 x 1/4' x 239.0 Stiff Plate Size RF2-102 14.0/14.0 0.250 27.4 8 x 5/16" x 14.3 8 x 1/2" x 136.7 Mark Mark Width Thick Length 14.0/14.0 0.188 136.7 8 x 5/16" x 162.9 8 x 1/4' x 120.0 RF2-1 OC St— 1 3.750 0.250 13.50 14.014.0 0.135 120.0 1 8 x 1 4" x120.0 RF2-10 St— 1 3.750 0.250 13.50 BASE PLATE TABLE Col Plate Size Mark Width Thick Length BP-1 8" 1/2" 1'-2 9/16" 30-1 1 4» 11-0' 1'-0" 30-1 1 4» 7 g 4'-1 7 8" 7 ® 4'—1 7 8» 121» 12 FB105A(1) FB102A 1 FB102A(1) F8105A 1 Bi07A 1) o _ �_ cl _,( ) FB107 FB108A(1) -F - ;__� -=_.=_ -j --- _----- ----- 1) FBi0BA 1} RF2-101 RF2—i01 - ---- 1'-1U" �r QUEEN'S TRUSS QUEEN'S TRUSS O O (D \U I o io w Iz r A _ o I 1 U)Q iw z 'n'Q I i N J w J (V UDO tVI,U 00 I I 0 0 0 I DO U,P— p- 1'-2-2 13 16" 57'-6 3 8" 1'-2 13 16" CLEARANCE 60'-0" OUT—TO—OUT OF STEEL s of""S°tA""N6 D0 N0 OR CONSTITUTE THAT NO STEEL EN { , IS THE ENGINEER OF RECORD OR GN PROFESSIONAL FOR THIS PRMCT. THE 10 4 DESIGN OF THE METAL BUILDING AS FURNISHED BY Ha IS INCLUDED. TON RIGID FRAME ELEVATION: FRAME LINE D ANALYST AND/OR OTHER MECPARTS -j SNYONE AND/OR THAN PARTS BY ANYONE OTHER THAN HO ARE SPEa Y Amu EXCLUDED.No INSPECTION OR SUM y `) m. ISSUE DESCRIPTION DATE DRN CHK DES. DESCRIPTION RIGID FRAME ELEY ' ti A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER HCI Steel Buildings, 8 REVISED APPROVAL/PERMI /07/18 JCR KBG ACN I END USER HCI Steel Buildings, Inc. s END USE Warehouse I BUIL-610 Ise B STREET 17833 59th Av®'NE Ste. C 52F.EL UUMMNGS I.LC CITY ST ZIP ATiin ton, WA 982.23 686 132 19 427 T.S. E008 B BOLT TABLE FRAME LINE A LOCATION QUAN TYPE DIA LENGTH ER-100/ER-100 8 A325 5 8 1 3 Columns/Raf 6 A325 1//2" 1 1 4" FLANGE BRACE TABLE FRAME LINE A 171D I MARK I LENGTH 1/1AI FBE11L/R 11--5 lZl6'- MEMBER TABLE FRAME LINE A MARK PART EC-100 W8x10 EC-101 W10x12 EC-102 W8x10 ER-100 W8x10 G-100 8x25Z16 G-101 8x25Z14 10 (A G-102 8x25Zl 2 60'-0" OUT—TO—OUT OF STEEL NG-102 8x25Z16 RB-1001 RD500 0. 16'-6" 25'-0" 16'-6" —,-'I STIFFENER I—SHAPED (IF READ.) 12 12 2 ENDWALL RAFTER RAFTER —1 ER00 IA 3 I ER100 � T---- --- 1'-10" G-102 \-SEE ENDWALL FRAMING G-101 G-102 TG-101 FOR BOLT SCHEDULE I—SHAPED ENDWALL COLUMN---' 1 G-101 G-102 G-101 0 / Li I 0 04 G-1 01 G-102` G-101 B3 ENDWALL RAFTER L MN ALL BOLTS AS NOTED 00 ova vp G-100 G-102 G-100 00 T4 BC-8 (8x CQ 6) --- ------------------- -------- -I---------------q----- I I _j I AT 6 0 EC-100 EC-101 EC-101 EC-1 02 ENDWALL FRAMING: FRAME LINE A NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) 2. WALL PANELS ARE BY OTHERS o —y, SEALING OF THIS DRAVANG DOES NOT _y OR CONSTITUTE THAT HCl SM M DGIA �s IS THE ENWEER OF RECORD OR THE ON PROFESSIONAL FOR THIS PROJECT. DESIGN OF THE METAL BUILDING s FURNISHED BY Ha IS INCLUDED.FOUND ANALYSIS,ELECTRICAL,AND MIC"AM SYSTE14 AND/OR OTHER PARTS ANYONE OTHER THAN HCI ARE SPECIS 41 9 7 Is 9 EXCWOED.NO INSPECTION OR SUPERVISION IMPLIED. ISSUE DESCRIPTION DATE ORR CHK DES. DESCRIPTION ENDWALL FRAMING A APPROVAL/PERMIT 07/27/18 RAP JCR RMM CUSTOMER NCI Steel Buildings, qr Ina- B REVISED APPROVAL/PERMIl 08/07/18 JCR'RBG ACN END USER NCI Steel BulldI2 Inc. 11 W_ w BUILDING B END USE Warehouse - STREET 17833 591h Ave. NE Ste. C STEFLEUILDINGSuc CITY ST ZIP Arlln ton, R.3 61986 " T.S. r__ E012 rB SPECIAL BOLTS o ID IQUAN TYPE DIA LENGTH WASH 2 1 8 A307 1 2 1 1 2 0 ® D� S 4 A O 1 2 1 1/4" MEMBE1 60'-0"OUT-TO-OUT OF STEEL B �C FRAMELINE B4E FLANGE BRACE a 0 MARK PART 20'-0" 20'-0" 20'-0" O (IF REQ'D.) 1'-0",, MEMBER NESTED �/ FLANGE BRACE DJ-100 8x25C14 GIRT ) DJ-101 8x35C14 SCREWS " WELDED RC3 / WELDED RC3 GIRT CLIP ] GIRT CLIP DH-100 8x25C16 E-100 L10x5x3ES12 8 E-100 z E-101 \ E-102 I 8" ZEE STRUT — E-101 L10x5x3ES12 DIAPHRAGM AT _ 102 G-105 G_108 G-111 5'-0" ON CENTER Do 0 0 o G-103 L10x5x 4S12 _�s pl_ G-104 8x25Z12 1 _ G-104 - 16 G-110 NGo11_0_ _ " G-105 8x25Z16 o �p2 �107 STRUT CEE G-106 8x25Z14 MEMBER GIRT GIRT G-107 8x25Z12 LO G-107 NG- BUILDING A SCREWS NG-107 8x25Z16 G-104 3G=1 OH-10 -1 O 2'-4" 2'-4" G-1 Q8 8x25Z16 z _ G-109 8x25Z16 --J2)-8x25C12 coil u�1 A STRUT a RF COLUMN BAY SPACE - BAY SPACE G-110 8x25Z12 G-104 G-107 G 109 -1 NG-110 8x25Z16 0 0— G-111 8x25Z16 o I SECTION-A FLUSH WALL GIRT TO RF COLUMN C 2 i ATTACHED WITH (4) MEMBER SCREWS G-112 8x25Z16 a l G-103 p� G-106 fig. F ALL BOLTS ARE 1 j2'o x 1` A3D7 U.N. RB-101 RD750 G 1os ^� -1 RB-102 RD750 j — MI -8 8x 16 -- a ----- --------- --} SPECIAL BOLTS H-------------------I ----------- J I ] C I 0 ID IQUAN TYPE DIA LENGTH WASH EC-102 RF1-100 RF1-100 RF2-102 (1)-AS STANDARD 1/41 j4 2 8 A307 1 2 1 1 2 0 2)-IF DESIGN REQD. II 3 4 A307 1 2" 1 1 4" 1 '-01 14'-0" '-0 MEMBER�SCREW/5 4" EAVE STRUT ' MEMBER TABLE FRAME LINE 10 SIDEWALL FRAMING: FRAME LIFE 4 MARK PART (RA-1) DJ-100 8x25C14 NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) RAKE ANGLE 2. WALL PANELS ARE BY OTHERS z - �) 10 3/4. STRUT ZEE DJ-101 8x35C14 / (IF REQ'D.) DJ-102 8x25C16 zI Ij 10 3/4" (IF EQDUT E) EAVE STRUTE+, I / (4) 1/2'� x 1" DH-100 8x25C16 60'-0"OUT-TO-OUT OF STEEL ® I DH-101 L10x5x3ES12 6 il�`�,_. 1 � Rc12a /-A3°7 BOLTS E-101 L10x5x3ES12 EAVE STRUT E-103 L10x5x3ES12 �- EAVE STRUT STIFFENER E-lO4 L10x5x3ES12 20'-0" I 20'-0" 20'-0" G-107 8x25Z12 (RC67) SHIM PLATE G-111 8x25Z16 SHIM PLATE (4) 1/2"0 x 1" G-111 8x25Z16 a307 BOLTS (8) 1/2`0 x 1 i/ MAIN FRAME G-112 8x25Z16 z z 16 G-113 8x25Z12 E-103 E-101 E-104 (4) 1/2"4 x 1 1/2- A307 BOLTS NG-113 8x25Z16 G-111 G-1108 G-118 1'-10" A307 BOLTS MAIN FRAME LOW SAVE DETAIL FLUSH CONDITION) G-114 8x25Z16 LOW EAVE DETAIL(FLUSH CONDITION) �INER STRUT STIFFENER PLATE G-115 8x25Z12 ¢ J23 AT END FRAME JSAME NG-115 8x25Z16 6 G-113 NG-113 �- G-116 8x25Z14 G-107 pA RQ`7 G-117 8x25Z12 NG-117 8x25Z16 BUILDING A 1 os `; G-118 8x25Z16 =1 DH_100 =11 G-107 s G-117 NG-117 3 RB-103 RD750 s - ----2-8----------- _ 1 " ' RB-104 RD750 C5 STRUT I N RB-105 RD750 -12 G-11 _ 0-115 NG-115 A G-117 " . .:. 2 8 DH-101 +1� .,. -1 2 G11 G-108 0 o N G-116 O / _ BC-8 4 M --------- ---- — — -------- -- ---+----- --------------------- ,„ �. SFALMIG Of 1Ni5 DRApANO DOES NOT I 3 C IL3- I ,J H OR CONsn7m THAT HCi SRXLL BLDWS '. OF RECORD OR niE RF2-100 RF1-100 RF1-100 EC-100 IS THE ENGTMr DESIGN OF Field ANALYSIS. LE FICIM IS INCLUDED.FOtRCAL I- ANALY5tS.ELECiimCAf,AND NECHAWCAf. 14'-0" 3'-0� SYST01 ,AND/OR onEN PARTS Locate ANYONE OTHER THAN NCI ARE SPEpFlCALLY EX DED.NO INSPECTiai OR 9JP62NSOH IS 's T SIDEWALL FRAMING: FRAME LINE 10 ISSUE DESCRIPTION DATE DI CI DES. DESCRIPTION SIDEWALL FRAMING ELEVAT NOTES: 1. WITH 4" THICK "OS" TYPE WALL INSULATION (BY OTHERS) A APPROVAL/PERMIT 7/27/18 RAP JCR RMM CUSTOMER NCI Steel Bu11d1n ,j,tnc, 2. WALL PANELS ARE BY OTHERS B REVISED APPROVAL/PERMI /07/18 JCR KBG ACM —': END USER _HCI Steel Bu_Ildf_n s, Inc. I( €I END USE Warehouse — I BUILDING B STREET 17833 59th Ave. NE Ste. C STEEL BUILDINGS tic CITY ST ZIP ArlI ton, WA 98223 61986 132427 N.T.S. E013 B 36" METAL DECKING PANEL 12 @ 12 13 12" 12' 12" 27'-0" 2 7'-0' f f-DETAIL-A 17'-10" 8'-10" 17'-10" 8'-10" MEMBER SCREW LOCATION o E01�>D EA-1 (FM20) RE i--i RF4-1 MB--O----4----, 1 D --n SIDE LAP FASTENERS BETWEEN SUPPORT !NJ-I(T'y0)UN) I AT MAX. 36" D.C. DETAIL"A" TYP.SIDE LAP DETARi 7 E015 —7- E II1.0FD" DECK PANEL SCREW LAYOUT B T--- mc-I I NJ-2 I E015 g:i 1 ru W-2 1 1 Nat" L 12 �E015 7- MC-2 1 WJ 1 C FRW EA-1 A MD -2 m cmw mJ-2 NJ-2 mJ-_2 MJ-2 o MJ-2 i 7 MJ-2 (EA-1) MJ--2 (EA�I) Arm ME AN EDGE ANGLE L J-2 -L RF 4 EA-. -W--9-,3,T A4E0i5 U L RD= 1 DEOGNG PANEL START (TYP.) (10)NOS.OF PANEL (REID CUT LAST PANEL TO SUIT) TYP. DETAIL OF COLUMN TO DECKING PANEL CONN, 27'-0- 27'-0' 612 13 @ 13 MEZZ. FLOOR FRAMING PLAN CUSTOMER TO VERIFY ` MEZZ. DECKING LAYOUT PLAN AUG OT n i F DECKING PANEL: 24GA. 1.OFD-GALVANIZED(G60) 8�-�10- W6`Ex F8-11 374 LONG CLEAR OPENING FOR STAIRS BY OTHERS (��-- -—--—-—-— NOTES: 1. DEAD LOAD = 50,0 psf (INCLUDES 4" THK. NORMAL WT. CONCRETE) 4. REQUIRED CLEAR HEIGHT = ±9'-O" 2. COLLATERAL LOAD = 1.0 psf 5. ACTUAL CLEAR HEIGHT = ±9'-O" 3. LIVE LOAD = 100.0 psf 6. DECKING PANEL = 24 go. 1.OFD (COLOR: G60) 0i 4. TOP OF CONCRETE = 11'-0" 7. JOIST SPACING = 2'-0 O.C. 8. DENOTES BOLT LOCATIONS Ap, N, Asjil SEALING OF WS DRAVANG DOES NOT IMP OR CONSTIME THAT NCI STEEL MOW&04 C', MEMBER TABLE IS THE ENGINEER OF RECORD OR'ME DESI BEAMS PROFESSIONAL FOR THIS PROIJECT.ONLY DESIGN OF WTAL SULDING Fin Mark Part Connection W/ Sin le Plate FURNV-q4M BY No 15 INCLUDED.FOLINVATI ANALYSIS ELECTRICAL.AND WECWHANICAL SYSTUM AND/OR OTRM PARTS SIV�PPUEDD MB 1 W16x26 31-3 4::0 A325 W/ 3/8"THK. PL. sr z 4 _3�.4 0 A3 ANYONE DINER MAN MCI ARE SPECIFICALLY MB-2 W16x31 25 W/ 3/8"THK. PL. JOISTS EXCLUDED.NO INSPECTION OR VISION 9 6, 7,J PL,I ly- INIPLIED. MB-3 W16x31 41-3 40 A-325 W, 3/8"THK. PL. Mark I Part -4 4 _3�4 0 A, ISSUE DESCRIPTION DATE DRN.CHK,RES. DESCRIPTION MEZZ. FLOOR FRAMING {j ' MB W16x3l 325 W/ 3/8"THK. PL. mi-1 1121<3 MB-5 W16x31 41-3�40 A325 W/ 3/.8"THK. PL. mi-2 20K4 A APPROVAL/PERMIT 07/27/18 RAP JCR ACN CUSTOMER HCI Steel ButIdIngs, Inc. 91%�JQNAI-V- MB-6 W16x26 3 _3 4 0 A325 W/ 3/8"THK. PL. B REVISED APPROVAL/PERMITOB/07/18 JCR KBG ACN i END USER HC1 Steel II�Lln Inc. I — ,11� - . E� _ COLUMNS END USE c. GI MB-7 W16x3l 4J-3/4"O A325 W/ 3/8"THK. PL. HC1 Off BUIE61N MB-8 W14x22 2 -3/4"0 A325 W/ 3/8"THK. PL. Mark Part------- Base Plate STREET 17833 59th Ave. NE Ste. C MB-9 W12x14 2 -3/4"0 A325 W/ 3/8"THK. PL. MC-1 D662x125 1O-x1O-x1/2" THK. PL. W/ �4�-3/4-0 A BOLTS HE-,L uup mcs itc 'CITY ST ZIP ArIf WA 98223 MB-10 W16x26 3 -3/4"0 A325 W1 3/8"THK. PL. MC-2 D662x125 10"x10"x1/2" THK. -3/4"0 A BOLTS slsss I32426 N.T.S. r-- EOI (1)-AS STANDARD (1)-AS STANDARD (2}-IF DESIGN READ. (2)-IF DESIGN READ. i-SHAPED ENDWALL RAFTER SEE PLAN HAND TIGHTEN NUTS THEN TACX waD 1/4"STIFF. 'my SCREW/S MEMBER SCREW/S (NS&FS) CUTER HUT TO BOLT THEN TIGHTEN INNER ENDWALL COLUMN AINST4" , 1'-0" SEE PLAN 2'-4" HuLow uoE°UiirTEORFsrRuTO c{uRE�uBER s -k N 1" FLANGE BRACE FLANGE BRACE 1 PURUN ^" CLIP WELDED (IF REQ'D.) (IF REQ'D.) PURU\ TO RAFTER GIRT GIRT USE (2) BOLTS RF RAFTER TACK WELD CLIP WELDED 5/8"0 x 2" ; RAKE ANGLE TO RAFTER A325N BOLTS '® a' (LONG LEG VERT.) io �.- - 4 - -_ --= RA-1 o 0 0 TIFFENE —/�. (4)-1/2"o x 1 1/4' ____'_ ___ _______�_______ RAKE ANGLE I =________ _ ___ ____ U REQD A325N BOLTS (2} NUTS CLIP (RC3) CLIP (RC3) CLIP WELDED (LONG LEG VERT.}� TO RAFTER WELDED CLIP ; RC69* USE (2) BOLTS I I PLATE WASHER 5" 5" I-SHAPED FLANGE BRACE � � COLUMN WEB ZI a (WHERE REVD.) ZI ENDWALL COLUMN „ I -XJ 1-0" 1-0" J� BUILT-UP OR J� 0 0 FLANGE BRACE COLUMN SECTION"XX" wl HOT-ROLLED wl (WHERE REQ'D.) *RC70 (FOR 3/4"0 BOLTS) BAY SPACE BAY SPACE BEARING RAFTER wl *RC71 (FOR 7 8 0 BOLTS) Ini Inl MAIN FRAME " tj RAFTER *RC72 (FOR 1 0 BOLTS) FLUSH GIRT TO ENDWALL COLUMN BEARING FRAME TO FLUSH ENDWALL MAIN FRAME ENDWALL ENDWALL RAFTER TO COLUMN ENDWALL COLUMN TO RF RAFTER WITH WELDED CLIP A7 '10 oc 619 C$ ALL BOLTS ARE 1/2"0 x 1' A307 U.N. ALL BOLTS ARE 1/2"0 x 1" A307 U.N. w ALL BOLTS AS NOTED ALL BOLTS ARE 1/2"0 x 1 1/2' A325 U.N. ALL BOLTS ARE 1/R x 1" A307 U.N. ENDWALL GIRT y Y WELDED RC121 WELDED CLIP FR/W COLUMN SIDEWALL GIRT GIRT CLIP HOT-ROLLED �___�s " (4)-1/2"Ox1" CORNER COLUMN F.O. JAMB BUTTON HEAD - �� \ BOLTS WELDED -� — WELGIRT CUP ED GIRT CUP RF COLUMN r �\ RC17 WELDED t LEYBT.lS2Ci BASE CLIP - - - �SIDEWALL GIRT ENDWALL COLUMN na to m� ANGLENG BASE PLATE 5/8"0 WAIL GIRT r oANCHOR BOLT 5" — OOR EXP. ANCHOR _.- —" RC17 SHEETING 5" ENDWALL GIRT CUP(RCS) G C rt l ---BASE CUP BAY SPACE BAY SPACE CUP (RC5) _WELDED SEE PLAN_`_ .o" BAY SPACE GIRT CUP PLAN 1 3 4 F.O. WIDTH SEE PLAN BAY SPACE I „ BUILT-UP CORNER COLUMN OR '�' f r,T� GIRT/HEADER BEAM TO R(W COLUMN �� HOT-ROLLED CORNER COLUMN SA RF CORNER COLUMN TO WALL GIRT BASE PLATE FOR ENDWALL COLUMN f�� "FO"JAMB BASE DETAIL ALLBOLTSARE 1f2"0x1" A307 U.N. ALL BOLTS ARE 1/2"0 x 1" A3d7 U.N. LL BOLTS ARE t/2"0 x 1" A307 U.N. SEE ANCHOR BOLT PLAN & DETAILS WITH BOLTED BASE CLIP CRAFTER 'C/RAFTER 3 . 2'-4" 2'-4" $A HOT-ROLLED OR BUILT-UP LAP LAP LAP LAP FLANGE BRACE %,/ FLANGE BRACE ENDWALL RAFTER (IF REQ'D.) END PLATE (SEE RO F PLAN) (SEE RO F PLAN) ® PURLIN-1 PURUN PURLIN I PURUN O o 1 1'� 'o 0 0 0 0 0: 0 0 0 0 0� �©', o ;o o, oo ,o, p a o'. o 0 0 o p. a o 0 0 o - o; o ------------------ orool GIRTJI G FLANGE BRACE FLANGE BRACE FLANGE BRACE FLANGE BRACE sEux+G of nus DRAxsNG ooEs NOT IMPL < ` L REQ'D.)EBR o> o' (IF REQ'D.) C v IS HE ENGUTE THAT HCI sIm �Dca / BAY SPACE BAY SPACE s THE ENaNEm RECOR?OR THE DEsa PROFESSIONAL FOR THIS PROX=ONLY W RAFTER SPLICE ALONG SURFACE +OF THE tea-BUILDING SYSTEM as FURNISHED BY NO IS INCLUDED.FOUNDATI r u-• F9 HOT-ROLLED OR BUILT-UP RAFTER G2 BY-PASS PURLIN TO RAFTER DETAIL G2X BY-PASS PURLIN TO RAFTER DETAIL H2 WALL GIRT TO RF COLUMN SYSIE�°�/O A"B t1EC"^"WCAi . ' SYSTEM&ANDCTR OTHER PARTS SUPPLIED B }71 IS` ANYONE OTHER THAN HCI ARE SPEClnCALLY „fir `r SEE ENDWALL FRAMING ELEV. ALL BOLTS ARE 1 j2"0 x 1" A307 U.N. ALL BOLTS ARE 1 f2"0 x 1" A307 U.N. ALL BOLTS ARE t/2"0 x t" A307 U.N. EY.CLUDED.NOINSPECTON OR SUPERVISION IS1 FOR BOLT DIA AND TYPE. IMPLKD. ISSUE DESCRIPTION _ DATE DRN CHK DES. DESCRIPTION DETAIL DRAWINGS A APPROVAL/PERMIT 07/27/18 RAP JCR ACN CUSTOMER HCI Steel Buildings, "'o B REMSED APPROVAL/PERMI 08/07/18 JCR KBG ACN - i END USER HCI Steal Buildings e ..' - 4 END USE HCI Office Warehausa BUILDING Al 8 L STREET 17833 59th Ave. NE Ste. C STEELB'FLOitiGSuc CITY ST ZIP Nln ton, WA 98223 1986 32426-27 .T.S. E016 B 4 4- 1/4 (1)-AS STANDARD 1/4- 1/4- 1/4- (2)-IF DESIGN READ. 4-L-4- 1/4' TO 1 4" MEMBER SCREW/IS EAVE STRUT ------------ - ----------- /4' -------- I STANDARD ujRA 1 - ----------- z (2)-IF DESIGN READ. (1)-AS STANDARD RAKE ANGLE I zi---- ----------- uj MEMBER SCREW/S (2)-IF DESIGN READ. 3/4" z (RA-1) MEMBER SCREW/S STRUT ZEE _j z 0 3/4" RAKE ANGLE (RA-1) z //-(IF REQ'D.) 10 STRUT ZEE 0 10 3/4 (IF REO'D.) z RAKE ANGLE ji EAVE STRUT (4) 1/2"0 x 1" STRUT ZEE---_ m EAVE STRUT (R z /RA A RAKE A 4_1 j- 3� A307 BOLTS (I ED RC12A F REDD. EAVE STRUT RC12A m EAVE STRUT 1) EAVE STRUT SnFFNER PL (4) 1/2"0 x 1" EAVE STRUT EAVE STRUT lu ANGLE RUT STRUT RC67 PL A307 BOLTS STIFFENER PL �T HOT-ROLLED SHIM PLATE RC67 (RC68) RAFTER (RC68) SHIM PLATE (RC67) LOOSE SHIM PL LOOSE SHIM PL SHIM PLATE (4) 1/2"0 x 1 3 BOLTS (8) 1/2*0 x 1 1/2' \�MAIN FRAME A307 BOLTS '(4) 1/2"0.x1 1/4 A307 BOLTS (8) 1/2"0 x 1 1/2" J/ (4)-1/2"0 x 1 1/14 BU/HR RAFTER N FRAME A307 BOLTS (4) 1/2'0 x 1 1/4' A307 BOLTS A307 BOLTS LOW EAVE DETAIL(BY-PASS CONDITION) MAIN HIGH EAVE DETAIL(BY-PASS CONDITION) A307 BOLTS MAIN FRAME WITH EAVE STRUT TO ENDWALL RAFTER E STRUT TO ENDWALL RAFTER WITH STIFFENER PLATE LOW EAVE DETAIL(BY-PASS CONDITION) 188 __ S t17 _E�V 1-1_�_�"TJ10 : J24 LT EAVE STRUT TO ENDWALL RAFTER I WITH EAVE STRUT STIFFENER PLATE OR D HEDS AT INTERIOR FRAME �AT INTERIOR FRAME AT END FRAME AS STANDARD F-CONTINUOUS GIRT EAVE STRUT jZ4 �'2�-IF DESIGN READ. CUP RC1 8 F.D. HEADER MEMBER SCREW/S t (RA-1) _,l CLIP (RC7)-----�\ r RAKE ANGLE w JAMB CLIP (RC7 JAMB 0 F.O. CUP RC18 4FOR 10 CUT GIRT-i - I HEADER w-mm, a BUTTON HEAD BOLTS ---------- 311 ET p VE 4- STRUT ZEE 5 ED 1/2"0 x 1" 1/2"0 x I' --------------- (IF REQD.) BUTTON HEAD EAVE STRUT (4) 1/2"0 x 1" -fl 1/2"0 x 1 A307 BOLTS GIRT 5" OPENING F.D. JAMB BUTTON HEAD (RC67) WIDTH > F.O. JAMB BOLTS \_SHIM PLATE (4) 1/2"0 x 1 1/4" MAIN FRAME A307 BOLTS OFFSET DIM. F.D. VADlt___> OFFSET DIM. F.D. WIDTH _> FLOBDI�EADER TO F.O.JAMB 0 M HIGH EAVE DETAIL(BY-PASS CONDITION) GIRT TO FRAMED OPENING JAMB F.O.JAMB TO GIRT rj2 FRAMEAT END ALL BOLTS ARE 1/2"0 x 1" A307 U.N. (��ALL BOLTS ARE 1/K0 A,307 U.N. A ARE T1/2_0 1_ A307 U.N. OUTSIDE OUTSIDE FLANGE FLANGE .STEEL LINE CONIC. LINE 0.177" DIA. HILn "DS* TYPE WALL PANEL DOME HEAD NAIL OR EQUAL W/ (BY OTHERS) 1 7/16- EMBEDMENT LENGTH 0 2'-6" MAX. SPACING (BY OTHERS) CABLE BASE CHANNEL OPI._,cl F.O.F.O_ HE �2 m(Ea BRACER X(MAX.) BRACER 47- (MAX.)47 FLAT WASHER FLAT WASHER ---------- P HEX NUT AElEYE BOLT--- HEX NUT ROD BRACE ----WEB OF BRACED -f�WEB OF BRACED SEALING OF THIS DRAWNG DOES NOT IMPLY THAT MCI MEMBER MEMBER OR CONSITTUTE STEEL RDWS ENMEIER IS THE ENGINEER OF RECORD OR THE DESIGN PROFESSIONAL THIS PRO.ECT.ONLY THE FOR DESIGN OF THE METAL 13UADM SYSTEM AS SECTION THRU WALL PANEL FURMWED BY HO IS INCLLKIM FOLINDATION CABLE BRACE CONNECTION DETAIL ROD INNECTION DETAIL ANALYSIS ELECTRICAL.AM MECRANICAL SYSTEMS.AND/OR OTHER PAR SUPPLIED BY CQ2)- nQ3 (T4 TS ANYONE OTAER THAN Ha ARE SPECIFICALLY EXCLWED.NO INSPECTION OR SUPERVISON IS IMPLIED. ISSUE DESCRIPTION DATE DRN.CHK DES. DESCRIPTION DETAIL DRAWINGS A APPROVAL/PERMIT D7/27/18 RAP KBG ACN CUSTOMER HCI Steel Buildings, Inc. El REVISED APPROVAL/PERMIT08/07/18 JCR K_BG ACN L END USER HCI Steel Inc END USE MCI Offic e . BUILDING A& B STREET 17833 59th Ave. NE Ste. C Fau Emoms uc CITY ST ZIP Aril WA 98223 1986 ..1 i7 r—N.T.S. r__ E017 Drainage Report 18811 St Project for Owner: HCI Steel Buildings, LLC Ted Wheeler 17833 59th Ave NE, Suite C Arlington, WA 98223 SITE LOCATION: XXXX 188th St NE Arlington, WA 98223 Tax Account Number: 31052200100400 f $ �i•7 Prepared by: Rachel A. Weinberg, P.E. Checked by: Joseph M. Smeby, P.E. Job No: 17-0618 October 2017 REVISED: January 2018 July 2018 TABLE OF CONTENTS ITEM PAGE TABLEOF CONTENTS .................................................................................................... 1 LISTOF FIGURES............................................................................................................ 2 1. PROJECT OVERVIEW........................................................................................... 3 A. DRAINAGE INFORMATION SUMMARY TABLE................................................... 4 2. EXISTING SITE CONDITIONS............................................................................... 4 3. OFF-SITE ANALYSIS AND MITIGATION............................................................... 5 A. UPSTREAM ANALYSIS ........................................................................................ 5 B. DOWNSTREAM ANALYSIS.................................................................................. 5 4. SWPPP NARRATIVE ............................................................................................. 6 A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT............................... 6 B. SWPPP MINIMUM ELEMENTS............................................................................. 6 5. SOURCE CONTROL.............................................................................................. 8 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM ......................................... 8 7. ON-SITE STORMWATER MANAGEMENT............................................................ 9 8. RUN-OFF TREATMENT........................................................................................10 9. FLOW CONTROL..................................................................................................10 10. WETLAND PROTECTION.....................................................................................10 11. OPERATIONS AND MAINTENANCE MANUAL ....................................................10 APPENDIXA.....................................................................................................................A WWHM12CALCS.........................................................................................................................A APPENDIXB.....................................................................................................................B GEOTECHNICAL REPORT.........................................................................................................B 1 LIST OF FIGURES ITEM PAGE FIGURE 1 VICINITY MAP............................................................................................11 FIGURE 2 EXISTING DRAINAGE BASIN MAP ...........................................................12 FIGURE 3 DEVELOPED DRAINAGE BASIN MAP ......................................................13 2 1. PROJECT OVERVIEW This document is intended to provide the engineering information necessary to support the construction plan submittal to the City of Arlington for the new industrial building and parking proposed on this lot. The site covers 0.92 acres. The existing site currently contains some trees and ground cover consists of grass. The total on-site disturbance area will be the entire site along with the area within the right-of-way along the north property line. The proposed driveway will take access from 188th St NE to the north. City improvements will include a new 22 foot wide road along the west property line and a 3 foot wide ditch alongside the new road, however to avoid grading on adjacent properties, only a 20 foot wide road will be constructed at this time. The parcel is currently undeveloped and is surrounded by developed parcels in all directions. The slope of the site in the area of the proposed improvements is generally flat and averages less than 5 percent. This development proposes to construct a new industrial building and parking area. The project proposes to construct approximately 30,499 sf (0.70 ac) impervious surfaces for the new roof and driveway, with an additional 5,130 sf of impervious surfaces being added for the construction of the new roadway along the west side of the property line, per City requirements. Due to the size of the project Minimum Requirements 1-9 apply to the proposed drainage design. The runoff from the roof and parking area will be infiltrated on-site. Drainage calculations indicate the increase in the 100-year peak flow rates for the existing and developed conditions are below the 0.15 cfs limit (15-minute time steps) in the threshold discharge area, therefore additional flow control is not required. This project proposes to construct approximately 12,963 sf of pollution generating impervious surfaces (PGHS) and water quality will be met using catch basin storm filters before infiltrating. All on-site drainage improvements have been designed to meet or exceed the 2012 DOE Stormwater Management Manual. The project location is XXXX 188th St NE, Arlington, WA 98223, and in Section 22, Township 31 N, Range 5E, Willamette Meridian. See Figure 1 -Vicinity Map. 188th St 17-0618 July 2018 Page 3 A. DRAINAGE INFORMATION SUMMARY TABLE Project: 18811 St Building TPN: 31052200100400 Engineer: Omega Engineering, Inc. 2707 Wetmore Avenue Total site area: 0.92 acres Everett, WA 98201 Disturbed area: 0.92 acres Attention: Joseph Smeby, P.E. New buildings: 1 Applicant: HCI Steel Buildings, LLC 17833 5911 Ave NE, Suite C Arlington, WA 98223 Attention: Ted Wheeler 2. EXISTING SITE CONDITIONS The project location is XXXX 188th St NE, Arlington, WA 98223, and in Section 22, Township 31 N, Range 5E, Willamette Meridian. See Figure 1 - Vicinity Map. The entire property consists of 0.92 acres. Access to the site is from the existing roadway to the north (188th St NE). The existing site is currently undeveloped, however it is surrounded by developed sites. Vegetation on-site consists of some trees and grass. The disturbance area consists of the entire site. The existing developable site is rectangular in shape. The parcel dimensions of the rectangular shape in back are approximately 165-feet east-west and 244-feet north-south. The grades on the site, in the area of disturbance, are flat and average less than 5 percent on-site. The site generally drains in the southwesterly direction toward the south and west property lines. This project will not affect any off-site flows from passing through the site as in the existing condition. The soil conditions for this project were provided by Nelson Geotechnical Associates, Inc. The soils were found to be fine to coarse sand with gravel and relatively low silt content. Groundwater was not encountered during the explorations. A stormwater infiltration investigation was performed by Nelson Geotechnical Associates, Inc., which included an on-site Pilot Infiltration Test (PIT). Results from the PIT test found a short-term infiltration rate ranging from 32.28 to 135.10 inches per hour. Based on the observed short-term infiltration rate, in conjunction with the reduction factors in accordance with the SWMMWW, a long-term infiltration rate of 10 inches per hour was recommended for subsurface soils at the project site, Nelson Geotechnical Associates, Inc. Refer to Appendix B for the geotechnical report. 188th St 17-0618 July 2018 Page 4 3. OFF-SITE ANALYSIS AND MITIGATION This site proposes to construct approximately 30,499 sf (0.70 ac) impervious surfaces for the new roof and parking area, with an additional 5,130 sf of impervious surfaces being added off-site for the construction of the new roadway along the west side of the property line within the dedicated property to the City. The following table summarizes the new PGHS and NPGHS proposed on-site. PGIS NPGIS Total sf sf sf Existing 1 ,724 0 1 ,724 Removed 0 0 0 Replaced 1,724 0 1,724 New 11,239 17,536 28,775 New + Replaced 12,963 17,536 30,499 Total Impervious 12,963 17,536 30,499 The new impervious surfaces will be mitigated using on-site stormwater management BMPs including infiltration trenches and soil management. A. UPSTREAM ANALYSIS During the site visit it was observed that there was little off-site area that drained toward the proposed project area. It was clear that all off-site flows will pass through or around this site and remain that way after construction. Based on the location of the proposed improvements the existing runoff from the upstream area will continue to flow unaffected around this site after the project has been constructed. B. DOWNSTREAM ANALYSIS The project site is very flat and runoff appears to naturally infiltrate on-site. However, if runoff from the site did not infiltrate then it appears to drain in the southwesterly direction toward the south and west property lines. Runoff appears to continue in the southwesterly direction across private properties. 188th St 17-0618 July 2018 Page 5 4. SWPPP NARRATIVE A SWPPP plan has been prepared for this project and is shown on sheet 2 of the engineering plan set. The plan has been designed to protect the downstream system during the construction of the on-site improvements. This section is a summary of the proposed measures to reduce the impacts to the downstream system. The intent of this section is to provide the information necessary to support the engineering plans in order to implement a design that will; reduce, eliminate or prevent the discharge of stormwater pollutants, meet or exceed the water quality and sediment management standards for the City and State, and prevent adverse impacts to the receiving waters for this project. A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT Area proposed to be cleared/worked: 0.92 acres Average slope for the site: < 5% (Area of Disturbance Only) Erosion Hazard of Soil Low Critical Areas downslope No Site is upstream of an ESA Stream No Based on the above information and the fact that the area of the site to be disturbed is flat and construction site runoff will pass through silt fencing or other perimeter filtration features prior to leaving the site, and that if site conditions warrant, additional BMP's can be implemented as corrective measures the Risk Category for this site is Low Risk. B. SWPPP MINIMUM ELEMENTS 1: Preserve Vegetation and Mark Clearing Limits The first step in the construction process is for the contractor to flag or fence the limits of clearing/disturbance prior to any other construction activity. The engineering plans locate and provide the square footages for the areas of grading, clearing, impervious surfaces and un-disturbed areas on the proposed site. Approximately 100% of the project parcel will be cleared or disturbed for this project. 2: Establish Construction Access The SWPPP calls for the proposed construction entrance to be installed as the second step after the staking of clearing limits. At this time winter work is expected during the wet season. 3: Control Flow Rates This project is below the thresholds requiring flow control for the project. 1881h St 17-0618 July 2018 Page 6 4: Install Sediment Controls This site SWPPP proposes to construct/maintain a gravel entrance, vegetative buffer, silt fencing or a brush barrier if necessary and retention of the existing vegetation that will provide a vegetated strip between the cleared areas and any property line. The construction of these features should be completed before the clearing and grading of the site. Mulch will also be used on the exposed soil as necessary to limit erosion. 5: Stabilize Soils The "Construction Sequence" calls for the stabilization of soils that remain unworked for certain lengths of time based on the time of year. Stabilization techniques may include but not limited to mulching, plastic sheeting or hydroseeding, notes have been added to the plan regarding protection for the stock pile area if necessary. A stockpile area has been identified on the SWPPP and is setback a minimum of 10-feet from any down slope property line or critical area. 6: Protect Slopes All disturbed slopes on site during construction are required to be protected with mulch or other means as specified in the construction sequence. No concentrated runoff or significant amounts of sheet flow will be directed to new cut or fill slopes during construction. 7: Protect Drain Inlets All new catch basins will be installed with silt socks/inlet protection during construction. 8: Stabilize Channels and Outlets No new channels or outlets are proposed for this site. 9: Control Pollutants No outside chemicals are expected to be necessary for the construction of this project. Concrete truck chutes, pumps, internals and hand tools shall be washed out only into formed areas awaiting installation of concrete or asphalt. Unused concrete remaining in the truck and pump shall be returned to the originating batch plant for recycling. When no formed areas are available, washwater and leftover product shall be contained in a lined container and disposed of in a manner that does not violate water quality standards. All vehicles working on and around the site would need to meet the State requirements for emissions. A drip pan or other appropriate temporary containment device shall be placed at locations where leaks or spills may occur during the fueling or maintenance of machinery. 10: Control DeWatering DeWatering is not expected for this project. 11: Maintain BMPs The construction supervisor will be responsible for maintaining all BMPs during construction and working with the County to relocate or add BMPs as necessary as site conditions change. 12: Manage the Project It will be the responsibility of the Contractor and Developer to manage this project and coordinate with the County Inspector and Engineer. 188th St 17-0618 July 2018 Page 7 Inspection and Monitoring: Site inspections shall be done by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have skills to first assess the site conditions and construction activities that could impact the quality of stormwater, and second assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP: The construction SWPPP shall be retained on-site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven days following inspection. 13: Protect On-Site Stormwater Management BMPs for Runoff from Impervious Surfaces The use of infiltration BMPs for this project will allow for the installation of these features at the end of the project during final stabilization. That will protect those areas from disturbance or compaction. In addition, the organic content of the amended soils will be tested and verified prior to final project acceptance. 5. SOURCE CONTROL Water quality treatment is proposed for this project. Refer to Section 8 of this report. 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM Runoff in the developed conditions will be 100% infiltrated on-site up to the 100-year storm event. 188th St 17-0618 July 2018 Page 8 7. ON-SITE STORMWATER MANAGEMENT Current City code requires this site be analyzed using the 2014 DOE manual. The WWHM2012 has been selected to size the appropriate drainage mitigation system for this project. The 2014 drainage manual calls for the use of an approved continuous runoff hydrology model and the WWHM2012 stormwater software meets this requirement. As previously mentioned, the on-site soils were found to be fine to coarse sand with gravel and relatively low silt content, per Nelson Geotechnical Associates, Inc. Groundwater was not encountered. Since these soils have an acceptable hydraulic conductivity, infiltration, an LID technique, is the preferred stormwater BMP for roof and driveway surfaces. As previously mentioned, a stormwater infiltration investigation was performed by Nelson Geotechnical Associates, Inc., which included an on-site Pilot Infiltration Test (PIT). Results from the PIT test found a short-term infiltration rate ranging from 32.28 to 135.10 inches per hour. Based on the observed short-term infiltration rate, in conjunction with the reduction factors in accordance with the SWMMWW, a long-term infiltration rate of 10 inches per hour was recommended for subsurface soils at the project site, Nelson Geotechnical Associates, Inc. Refer to Appendix B for the geotechnical report. This project proposes two roof infiltration trenches and two PGIS infiltration trenches to fully infiltrate the runoff from the proposed roof and driveway surfaces from the developed site and therefore has been sized to accommodate the developed tributary conditions for this project to the 100-year condition. Refer to Appendix A for WWHM12 calculations. The proposed roof area totals approximately 17,536 sf and will be infiltrated on-site via two infiltration trenches. The size of the infiltration trench was determined using WWHM12 and an infiltration rate of 10 inches per hour (provided by Nelson Geotechnical Associates, Inc.). The bottom area of the trench shall be 110 linear feet long and 6 feet wide. Due to the site layout, the trench shall be divided, allowing half of the roof area to be directed to one trench and the other half directed to another trench. Therefore, each trench shall be 55 linear feet long and 6 feet wide. The trench depth shall be 4 feet deep of washed rock. The proposed driveway/parking area totals approximately 12,816 sf and will be infiltrated on-site via two infiltration trenches. The size of the infiltration trench was determined using WWHM12 and an infiltration rate of 10 inches per hour (provided by Nelson Geotechnical Associates, Inc.). The bottom area of the trench shall be 80 linear feet long and 6 feet wide. Due to the site layout, the trench shall be divided, collecting half of the driveway surfaces in one trench and the other half in another trench. Therefore, each trench shall be 40 linear feet long and 6 feet wide. The trench depth shall be 4 feet deep of washed rock. Refer to the stormwater site plan details and location of trenches. Finally, any area of the site not proposed to be covered with impervious surfaces but graded or compacted will be treated to meet the criteria for BMP T.5.13. As previously mentioned, the new road along the west side of the project site will sheet flow to the east and will be collected by a ditch proposed along the east side of the new roadway. Based on the soils found on-site, it is assumed this runoff will infiltrate into the ditch. No stormwater calculations were performed for mitigation of the road surfaces or sizing of the ditch. 188th St 17-0618 July 2018 Page 9 8. RUN-OFF TREATMENT Water quality for this project will be provided using catch basin stormfilters. All runoff from the proposed paved parking area on-site will be treated with the use of filters by Contech Engineered Solutions, LLC prior to entering the infiltration trenches. These filters should be sized by analyzing the tributary sub-basin to the individual filters. 9. FLOW CONTROL The design and analysis for this project requires the construction of infiltration systems that have been sized using the WWHM12 software. This site will fully infiltrate the 100- year storm event from the developed site. Since this project proposes to infiltrate the new and replaced impervious surfaces the developed flow conditions for the 100-year peak runoff rate is expected to be less than in the existing conditions. This project is shown to construct less than 10,000 sf of effective impervious surfaces (EIS) since the roof and parking area will be infiltrated on-site. Finally the site has been analyzed for the existing conditions and developed conditions to determine the increase for the 100-year peak runoff rate is below the 0.15 cfs threshold (15-minute time steps). This result was expected when the use of the flow reduction credits was applied to the model. Therefore, no further flow control is required. 10. WETLAND PROTECTION By designing the on-site improvements to increase the peak flow rates from the site by less than 0.15 cfs and by maintaining the sheet flow condition, this will provide the necessary protection to any downstream NGPA. 11. OPERATIONS AND MAINTENANCE MANUAL The Property Owner will be responsible for maintaining the stormwater and landscaping facilities within this project. Specific problems can be recorded along with the appropriate action taken. Routine inspections and maintenance will improve the long-term performance of the stormwater facilities. If at any time you are unsure if a problem exists or how to address a specific problem contact a Professional Engineer. 188th St 17-0618 July 2018 Page 10 I I ND j H 192ND 9TH 51ST 2ND 3RD 7TH 89TH 7TH A R L I GTON NE MUNICIPAL 4TH 9TH SITE �aP G ANDS R cf0ARepU�H D 7TH 9TH I I III 9TH r----- 3RD 7TH L--_ ——————— 7TH DTH 2ND N VICINITY MAP SCALE: 1" = 2,000' n FIG. 1 OMEGA VICINITY MAP ENGINEERING, INC. 188TH ST 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett, WA 98201 „ (o)425.387.3820 (f) 425.259.1958 1/24/18 17-0618 1 = 2000 1 OF 1 SIN I � I 1 \ W W W APPR*. LOC. of xWE SEPL� f (W) 12" cn 188TH ST. NE �— N 88'07'46" W 2589.90'(M) 2590.07'(R1) \ I o 1295.03'(R1) O o SEWER MANHOLE IS N 8'07'46" W 165.05'(C)(R2) — r RIM EL=142.95' B'mW I) 12" PVC I.E.=137.00' 12" PVC I.E.=137.05' Z \ 3m» 3. r Q I^ U Q � Q W N \ H O w N O O w I Lj z 0 u O N p ( / I \ cli c Zo wM z� r N w o I / TAX PARCEL w n / #31052200100400 z w � 3.7' Lj \ I I J / 1 N -- N 88`07'46" W 165.05'(C)(R2) (SOUTH LINE OF THE NORTH 264.00 FEET) FUTURE DEDICATION TO CITY - � FIG. 2 OMEGA EXISTING BASIN MAP ENGINEERING, INC. 188TH ST 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett, WA 98201 „ (o)425.387.3820 (f) 425.259.1958 1/24/18 17-0618 1 = 40' 1 OF 1 SIN 1 \ W W W APPR roc. of EWE f (W) 12" cn 188TH ST. NE �— N 88'07'46" W 2589.90'(M) 2590.07'(R1) 1295.04'(R1) — _ 0 1295.03'(R1) o SEWER MANHOLE N� "07'46 W 155:05(C)(R2) — RIM EL=142.95' B'mw 1) 12" PVC I.E.=137.00' g 12" PVC I.E.=137.05' .z ' .d,... " � Qa ~°Q� Q T e. . o ems- uj w I' W °\ o Z^ Z O Ln W M \Z J N o w o / TAX PARCEL W un #31 0 5 2 2 001 0040 0 z - u) O 3.7' W PROPOSED \ INDUSTRIAL a BUILDING Q 'e : FFE=143.6 Q A ° ,z� ° Q. N -- 07 46" W 165.05'(C)(R2) -z R UT s' (SOUTH LINE OF THE NORTH 264.00 FEET) UE DEDICATION TO CITY - � FIG. 3 neOMEGA DEVELOPED BASIN MAP ENGINEERING, INC. 188TH ST 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett, WA 98201 , (o)425.387.3820 (f) 425.259.1958 1/24/18 17-0618 1 = 100 1 0 1 =•3 .v �a, �� �� t�' �.���.��Ham`.� k `� ����Y s"� ��/ll fi r ".5tg�k�d5 Y' n �j. 1 �n n ft � ; F AD U21- s ? g z� 4� a APPENDIX A WWHM12 CALCS A-1 WWHM2012 PROJECT REPORT v General Model Information Project Name: 17-0618 -infil trench-new building-parking Site Name: HCI OFFICE Site Address: 188TH ST City: ARLINGTON Report Date: 1/30/2018 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.69 Pervious Total 0.69 Impervious Land Use acre Impervious Total 0 Basin Total 0.69 Element Flows To: Groundwater Surface Interflow 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 3 Mitigated Land Use Driveway Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.3 Impervious Total 0.3 Basin Total 0.3 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2 Gravel Trench Bed 2 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 4 Roof Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.4 Impervious Total 0.4 Basin Total 0.4 Element Flows To: Groundwater Surface Interflow Gravel Trench Bed 1 Gravel Trench Bed 1 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 5 Routing Elements Predeveloped Routing 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 6 Mitigated Routing Channel 1 Bottom Length: 100.00 ft. Bottom Width: 1.00 ft. Manning's n: 0.03 Channel bottom slope 1: 0.0001 To 1 Channel Left side slope 0: 0.0001 To 1 Channel right side slope 2: 0.0001 To 1 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 Channel Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0222 0.002 0.000 0.000 0.000 0.0444 0.002 0.000 0.002 0.000 0.0667 0.002 0.000 0.005 0.000 0.0889 0.002 0.000 0.007 0.000 0.1111 0.002 0.000 0.011 0.000 0.1333 0.002 0.000 0.014 0.000 0.1556 0.002 0.000 0.018 0.000 0.1778 0.002 0.000 0.022 0.000 0.2000 0.002 0.000 0.027 0.000 0.2222 0.002 0.000 0.031 0.000 444 0.002 0.000 0.036 0.000 667 0.2 0.2444 0.002 0.000 0.041 0.000 0.2889 0.002 0.000 0.046 0.000 0.3111 0.002 0.000 0.051 0.000 0.3333 0.002 0.000 0.056 0.000 0.3556 0.002 0.000 0.062 0.000 3778 0.002 0.000 0.067 0.000 0.3778 0.002 0.000 0.072 0.000 000 0.002 0.001 0.078 0.000 0.4 222 0.002 0.001 0.084 0.000 0.4 444 0.002 0.001 0.089 0.000 0.4 0.4667 0.002 0.001 0.095 0.000 0.5111 0.002 0.001 0.101 0.000 0.5333 0.002 0.001 0.107 0.000 0.5556 0.002 0.001 0.113 0.000 0.5778 0.002 0.001 0.119 0.000 0.6000 0.002 0.001 0.125 0.000 0.6222 0.002 0.001 0.131 0.000 0.6444 0.002 0.001 0.137 0.000 0.6667 0.002 0.001 0.143 0.000 0.6889 0.002 0.001 0.149 0.000 0.7111 0.002 0.001 0.156 0.000 0.7333 0.002 0.001 0.162 0.000 0.7556 0.002 0.001 0.168 0.000 0.7778 0.002 0.001 0.174 0.000 0.8000 0.002 0.001 0.181 0.000 0.8222 0.002 0.001 0.187 0.000 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 7 0.8444 0.002 0.001 0.193 0.000 0.8667 0.002 0.002 0.200 0.000 0.8889 0.002 0.002 0.206 0.000 0.9111 0.002 0.002 0.213 0.000 0.9333 0.002 0.002 0.219 0.000 0.9556 0.002 0.002 0.225 0.000 0.9778 0.002 0.002 0.232 0.000 1.0000 0.002 0.002 0.238 0.000 1.0222 0.002 0.002 0.245 0.000 1.0444 0.002 0.002 0.251 0.000 1.0667 0.002 0.002 0.258 0.000 1.0889 0.002 0.002 0.264 0.000 1.1111 0.002 0.002 0.271 0.000 1.1333 0.002 0.002 0.278 0.000 1.1556 0.002 0.002 0.284 0.000 1.1778 0.002 0.002 0.291 0.000 1.2000 0.002 0.002 0.297 0.000 1.2222 0.002 0.002 0.304 0.000 1.2444 0.002 0.002 0.310 0.000 1.2667 0.002 0.002 0.317 0.000 1.2889 0.002 0.003 0.324 0.000 1.3111 0.002 0.003 0.330 0.000 1.3333 0.002 0.003 0.337 0.000 1.3556 0.002 0.003 0.344 0.000 1.3778 0.002 0.003 0.350 0.000 1.4000 0.002 0.003 0.357 0.000 1.4222 0.002 0.003 0.364 0.000 1.4444 0.002 0.003 0.370 0.000 1.4667 0.002 0.003 0.377 0.000 1.4889 0.002 0.003 0.384 0.000 1.5111 0.002 0.003 0.390 0.000 1.5333 0.002 0.003 0.397 0.000 1.5556 0.002 0.003 0.404 0.000 1.5778 0.002 0.003 0.411 0.000 1.6000 0.002 0.003 0.417 0.000 1.6222 0.002 0.003 0.424 0.000 444 0.002 0.003 0.431 0.000 1.6 0.002 0.003 0.437 0.000 1.6444 667 0.002 0.003 0.444 0.000 1.6889 0.002 0.003 0.451 0.000 1.7333 0.002 0.004 0.458 0.000 .7556 0.002 0.004 0.464 0.000 1 0.002 0.004 0.471 0.000 1.7778 0.002 0.004 0.478 0.000 1.8222 0.002 0.004 0.485 0.000 1.8444 0.002 0.004 0.492 0.000 1.8444 0.002 0.004 0.498 0.000 1.8889 0.002 0.004 0.505 0.000 1.9111 0.002 0.004 0.512 0.000 1.9333 0.002 0.004 0.519 0.000 1.9556 0.002 0.004 0.525 0.000 1.9778 0.002 0.004 0.532 0.000 2.0000 0.002 0.004 0.539 0.000 2.0222 0.002 0.004 0.546 0.000 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 8 Gravel Trench Bed 1 Bottom Length: 6.00 0.110.00 T 1 0 ft. ft. Bottom Width: Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.35 Material thickness of second layer: 0 Pour Space of material for second layer: 00 Material thickness of third layer: Pour Space of material for third layer: 0 Infiltration On 10 Infiltration rate: 1 Infiltration safety factor: 77.149 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 100 5 Percent Infiltrated: 0 Total Precip Applied to Facility: 0 Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 Channel 1 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.015 0.000 0.000 0.000 0.0500 0.015 0.000 0.000 0.152 0.1000 0.015 0.000 0.000 0.152 0.1500 0.015 0.000 0.000 0.152 0.2000 0.015 0.001 0.000 0.152 0.2500 0.015 0.001 0.000 0.152 0.3000 0.015 0.001 0.000 0.152 0.3500 0.015 0.001 0.000 0.152 0.4000 0.015 0.002 0.000 0.152 0.4500 0.015 0.002 0.000 0.152 0.5000 0.015 0.002 0.000 0.152 0.5500 0.015 0.002 0.000 0.152 0.6000 0.015 0.003 0.000 0.152 0.6500 0.015 0.003 0.000 0.152 0.7000 0.015 0.003 0.000 0.152 0.7500 0.015 0.004 0.000 0.152 0.8000 0.015 0.004 0.000 0.152 0.8500 0.015 0.004 0.000 0.152 0.9000 0.015 0.004 0.000 0.152 0.9500 0.015 0.005 0.000 0.152 1.0000 0.015 0.005 0.000 0.152 1.0500 0.015 0.005 0.000 0.152 1.1000 0.015 0.005 0.000 0.152 1.1500 0.015 0.006 0.000 0.152 1.2000 0.015 0.006 0.000 0.152 1.2500 0.015 0.006 0.000 0.152 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 9 1.3000 0.015 0.006 0.000 0.152 1.3500 0.015 0.007 0.000 0.152 1.4000 0.015 0.007 0.000 0.152 1.4500 0.015 0.007 0.000 0.152 1.5000 0.015 0.008 0.000 0.152 1.5500 0.015 0.008 0.000 0.152 1.6000 0.015 0.008 0.000 0.152 1.6500 0.015 0.008 0.000 0.152 1.7000 0.015 0.009 0.000 0.152 1.7500 0.015 0.009 0.000 0.152 1.8000 0.015 0.009 0.000 0.152 1.8500 0.015 0.009 0.000 0.152 1.9000 0.015 0.010 0.000 0.152 1.9500 0.015 0.010 0.000 0.152 2.0000 0.015 0.010 0.000 0.152 2.0500 0.015 0.010 0.000 0.152 2.1000 0.015 0.011 0.000 0.152 2.1500 0.015 0.011 0.000 0.152 2.2000 0.015 0.011 0.000 0.152 2.2500 0.015 0.011 0.000 0.152 2.3000 0.015 0.012 0.000 0.152 2.3500 0.015 0.012 0.000 0.152 2.4000 0.015 0.012 0.000 0.152 2.4500 0.015 0.013 0.000 0.152 2.5000 0.015 0.013 0.000 0.152 2.5500 0.015 0.013 0.000 0.152 2.6000 0.015 0.013 0.000 0.152 2.6500 0.015 0.014 0.000 0.152 2.7000 0.015 0.014 0.000 0.152 2.7500 0.015 0.014 0.000 0.152 2.8000 0.015 0.014 0.000 0.152 2.8500 0.015 0.015 0.000 0.152 2.9000 0.015 0.015 0.000 0.152 2.9500 0.015 0.015 0.000 0.152 3.0000 0.015 0.015 0.000 0.152 3.0500 0.015 0.016 0.000 0.152 3.1000 0.015 0.016 0.000 0.152 3.1500 0.015 0.016 0.000 0.152 3.2000 0.015 0.017 0.000 0.152 3.2500 0.015 0.017 0.000 0.152 3.3000 0.015 0.017 0.000 0.152 3.3500 0.015 0.017 0.000 0.152 3.4000 0.015 0.018 0.000 0.152 3.4500 0.015 0.018 0.000 0.152 3.5000 0.015 0.018 0.000 0.152 3.5500 0.015 0.018 0.000 0.152 3.6000 0.015 0.019 0.000 0.152 3.6500 0.015 0.019 0.000 0.152 3.7000 0.015 0.019 0.000 0.152 3.7500 0.015 0.019 0.000 0.152 3.8000 0.015 0.020 0.000 0.152 3.8500 0.015 0.020 0.000 0.152 3.9000 0.015 0.020 0.000 0.152 3.9500 0.015 0.020 0.000 0.152 4.0000 0.015 0.021 0.000 0.152 4.0500 0.015 0.022 0.059 0.152 4.1000 0.015 0.022 0.160 0.152 4.1500 0.015 0.023 0.266 0.152 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 10 4.2000 0.015 0.024 0.346 0.152 4.2500 0.015 0.025 0.389 0.152 4.3000 0.015 0.025 0.431 0.152 4.3500 0.015 0.026 0.465 0.152 4.4000 0.015 0.027 0.498 0.152 4.4500 0.015 0.028 0.528 0.152 4.5000 0.0.15 0.028 0.556 0.152 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 11 Gravel Trench Bed 2 Bottom Length: 6.000 ft. Bottom Width: To 1 0 ft. Trench bottom slope 1: 0 T Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 4 Pour Space of material for first layer: 0.35 Material thickness of second layer: 0 Pour Space of material for second layer: 00 Material thickness of third layer: Pour Space of material for third layer: 0 Infiltration On 10 Infiltration rate: 1 Infiltration safety factor: 57.786 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 87 100 Percent Infiltrated: 1 Total Precip Applied to Facility: 0 Total Evap From Facility: Discharge Structure Riser Height: 4 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Channel 1 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.011 0.000 0.000 0.000 0.0500 0.011 0.000 0.000 0.111 0.1000 0.011 0.000 0.000 0.111 0.1500 0.011 0.000 0.000 0.111 0.2000 0.011 0.000 0.000 0.111 0.2500 0.011 0.001 0.000 0.111 0.3000 0.011 0.001 0.000 0.111 0.3500 0.011 0.001 0.000 0.111 0.4000 0.011 0.001 0.000 0.111 0.4500 0.011 0.001 0.000 0.111 0.5000 0.011 0.001 0.000 0.111 0.5500 0.011 0.002 0.000 0.111 0.6000 0.011 0.002 0.000 0.111 0.6500 0.011 0.002 0.000 0.111 0.7000 0.011 0.002 0.000 0.111 0.7500 0.011 0.002 0.000 0.111 0.8000 0.011 0.003 0.000 0.111 0.8500 0.011 0.003 0.000 0.111 0.9000 0.011 0.003 0.000 0.111 0.9500 0.011 0.003 0.000 0.111 1.0000 0.011 0.003 0.000 0.111 1.0500 0.011 0.004 0.000 0.111 1.1000 0.011 0.004 0.000 0.111 1.1500 0.011 0.004 0.000 0.111 1.2000 0.011 0.004 0.000 0.111 1.2500 0.011 0.004 0.000 0.111 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 12 1.3000 0.011 0.005 0.000 0.111 1.3500 0.011 0.005 0.000 0.111 1.4000 0.011 0.005 0.000 0.111 1.4500 0.011 0.005 0.000 0.111 1.5000 0.011 0.005 0.000 0.111 1.5500 0.011 0.006 0.000 0.111 1.6000 0.011 0.006 0.000 0.111 1.6500 0.011 0.006 0.000 0.111 1.7000 0.011 0.006 0.000 0.111 1.7500 0.011 0.006 0.000 0.111 1.8000 0.011 0.006 0.000 0.111 1.8500 0.011 0.007 0.000 0.111 1.9000 0.011 0.007 0.000 0.111 1.9500 0.011 0.007 0.000 0.111 2.0000 0.011 0.007 0.000 0.111 2.0500 0.011 0.007 0.000 0.111 2.1000 0.011 0.008 0.000 0.111 2.1500 0.011 0.008 0.000 0.111 2.2000 0.011 0.008 0.000 0.111 2.2500 0.011 0.008 0.000 0.111 2.3000 0.011 0.008 0.000 0.111 2.3500 0.011 0.009 0.000 0.111 2.4000 0.011 0.009 0.000 0.111 2.4500 0.011 0.009 0.000 0.111 2.5000 0.011 0.009 0.000 0.111 2.5500 0.011 0.009 0.000 0.111 2.6000 0.011 0.010 0.000 0.111 2.6500 0.011 0.010 0.000 0.111 2.7000 0.011 0.010 0.000 0.111 2.7500 0.011 0.010 0.000 0.111 2.8000 0.011 0.010 0.000 0.111 2.8500 0.011 0.011 0.000 0.111 2.9000 0.011 0.011 0.000 0.111 2.9500 0.011 0.011 0.000 0.111 3.0000 0.011 0.011 0.000 0.111 3.0500 0.011 0.011 0.000 0.111 3.1000 0.011 0.012 0.000 0.111 3.1500 0.011 0.012 0.000 0.111 3.2000 0.011 0.012 0.000 0.111 3.2500 0.011 0.012 0.000 0.111 3.3000 0.011 0.012 0.000 0.111 3.3500 0.011 0.012 0.000 0.111 3.4000 0.011 0.013 0.000 0.111 3.4500 0.011 0.013 0.000 0.111 3.5000 0.011 0.013 0.000 0.111 5500 0.011 0.013 0.000 0.111 3.55006000 0.011 0.013 0.000 0.111 6500 0.011 0.014 0.000 0.111 3. 3.6500 0.011 0.014 0.000 0.111 7500 0.011 0.014 0.000 0.111 3.7500 0.011 0.014 0.000 0.111 3.8500 0.011 0.014 0.000 0.111 3.9000 0.011 0.015 0.000 0.111 3.9500 0.011 0.015 0.000 0.111 4.0000 0.011 0.015 0.000 0.111 4.0500 0.011 0.016 0.118 0.111 4.1000 0.011 0.016 0.333 0.111 4.1500 0.011 0.017 0.604 0.111 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 13 4.2000 0.011 0.017 0.907 0.111 4.2500 0.011 0.018 1.217 0.111 4.3000 0.011 0.018 1.509 0.111 4.3500 0.011 0.019 1.762 0.111 4.4000 0.011 0.019 1.960 0.111 4.4500 0.011 0.020 2.101 0.111 4.5000 0.011 0.020 2.203 0.111 17-0618-infil trench-new building-parking 1/30/2018 11:53:46 AM Page 14 Analysis Results POC I at ......................... ........................... ......................................................... 0.1 .................................0.01 ... . 0.01 ........................... -........................................ ....... 0 ....................................... .............. .............. ............ IL 0.00 ......................... ..................................... ................................................. + 0.00 10 1 CE-5 1 OE,4 1 DE-3 I0E-2 10E 1 100 Doom F---t Time Exoeading + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.69 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.7 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000792 5 year 0.001718 10 year 0.002755 25 year 0.004812 50 year 0.007111 100 year 0.010315 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.000 1950 0.002 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.004 0.000 1955 0.003 0.000 1956 0.001 0.000 1957 0.001 0.000 1958 0.001 0.000 17-0618-Infil trench-new building-parking 1/30/2018 11:53:46 AM Page 15 1959 0.001 0.000 1960 0.001 0.000 1961 0.003 0.020 1962 0.001 0.000 1963 0.001 0.000 1964 0.002 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.001 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.003 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.001 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.001 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.001 0.000 1986 0.005 0.000 1987 0.003 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.001 0.000 1995 0.001 0.000 1996 0.006 0.000 1997 0.017 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.001 0.000 2003 0.000 0.000 2004 0.001 0.000 2005 0.001 0.000 2006 0.018 0.000 2007 0.001 0.000 2008 0.001 0.000 2009 0.001 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0184 0.0203 2 0.0171 0.0000 3 0.0062 0.0000 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 16 4 0.0049 0.0000 5 0.0038 0.0000 6 0.0032 0.0000 7 0.0029 0.0000 8 0.0027 0.0000 9 0.0026 0.0000 10 0.0018 0.0000 11 0.0016 0.0000 12 0.0015 0.0000 13 0.0013 0.0000 14 0.0012 0.0000 15 0.0011 0.0000 16 0.0011 0.0000 17 0.0011 0.0000 18 0.0010 0.0000 19 0.0010 0.0000 20 0.0009 0.0000 21 0.0008 0.0000 22 0.0008 0.0000 23 0.0007 0.0000 24 0.0006 0.0000 25 0.0006 0.0000 26 0.0006 0.0000 27 0.0006 0.0000 28 0.0006 0.0000 29 0.0006 0.0000 30 0.0006 0.0000 31 0.0006 0.0000 32 0.0006 0.0000 33 0.0006 0.0000 34 0.0006 0.0000 35 0.0006 0.0000 36 0.0006 0.0000 37 0.0006 0.0000 38 0.0006 0.0000 39 0.0006 0.0000 40 0.0006 0.0000 41 0.0005 0.0000 42 0.0005 0.0000 43 0.0005 0.0000 44 0.0005 0.0000 45 0.0005 0.0000 46 0.0005 0.0000 47 0.0005 0.0000 48 0.0005 0.0000 49 0.0005 0.0000 50 0.0005 0.0000 51 0.0005 0.0000 52 0.0005 0.0000 53 0.0005 0.0000 54 0.0005 0.0000 55 0.0005 0.0000 56 0.0005 0.0000 57 0.0005 0.0000 58 0.0005 0.0000 59 0.0005 0.0000 60 0.0005 0.0000 61 0.0004 0.0000 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 17 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 18 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0004 2355 13 0 Pass 0.0005 1338 12 0 Pass 0.0005 440 12 2 Pass 0.0006 112 11 9 Pass 0.0007 103 11 10 Pass 0.0007 89 11 12 Pass 0.0008 77 11 14 Pass 0.0009 66 11 16 Pass 0.0009 61 11 18 Pass 0.0010 58 10 17 Pass 0.0011 54 10 18 Pass 0.0011 50 10 20 Pass 0.0012 49 10 20 Pass 0.0013 47 9 19 Pass 0.0013 43 9 20 Pass 0.0014 40 9 22 Pass 0.0015 36 9 25 Pass 0.0015 36 9 25 Pass 0.0016 32 9 28 Pass 0.0017 31 9 29 Pass 0.0018 31 9 29 Pass 0.0018 29 9 31 Pass 0.0019 29 9 31 Pass 0.0020 27 8 29 Pass 0.0020 26 8 30 Pass 0.0021 26 8 30 Pass 0.0022 26 8 30 Pass 0.0022 25 8 32 Pass 0.0023 23 8 34 Pass 0.0024 23 8 34 Pass 0.0024 23 8 34 Pass 0.0025 23 8 34 Pass 0.0026 23 8 34 Pass 0.0026 21 8 38 Pass 0.0027 19 8 42 Pass 0.0028 18 8 44 Pass 0.0028 17 7 41 Pass 0.0029 16 7 43 Pass 0.0030 16 7 43 Pass 0.0030 15 7 46 Pass 0.0031 15 7 46 Pass 0.0032 14 7 50 Pass 0.0032 13 7 53 Pass 0.0033 13 7 53 Pass 0.0034 13 7 53 Pass 0.0034 13 7 53 Pass 0.0035 13 7 53 Pass 0.0036 13 7 53 Pass 0.0037 13 7 53 Pass 0.0037 13 7 53 Pass 0.0038 13 7 53 Pass 0.0039 11 7 63 Pass 0.0039 11 7 63 Pass 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 19 0.0040 11 7 63 Pass 0.0041 11 7 63 Pass 0.0041 11 7 63 Pass 0.0042 11 7 63 Pass 0.0043 11 6 54 Pass 0.0043 11 6 54 Pass 0.0044 11 6 54 Pass 0.0045 11 6 54 Pass 0.0045 11 6 54 Pass 0.0046 11 6 54 Pass 0.0047 11 6 54 Pass 0.0047 10 6 60 Pass 0.0048 10 6 60 Pass 0.0049 9 6 66 Pass 0.0049 9 6 66 Pass 0.0050 8 6 75 Pass 0.0051 8 6 75 Pass 0.0051 8 6 75 Pass 0.0052 8 6 75 Pass 0.0053 8 6 75 Pass 0.0053 8 6 75 Pass 0.0054 8 6 75 Pass 0.0055 8 6 75 Pass 0.0056 8 6 75 Pass 0.0056 8 6 75 Pass 0.0057 8 6 75 Pass 0.0058 8 5 62 Pass 0.0058 8 5 62 Pass 0.0059 8 5 62 Pass 0.0060 8 5 62 Pass 0.0060 7 5 71 Pass 0.0061 7 5 71 Pass 0.0062 7 5 71 Pass 0.0062 7 5 71 Pass 0.0063 6 5 83 Pass 0.0064 6 5 83 Pass 0.0064 6 5 83 Pass 0.0065 6 5 83 Pass 0.0066 6 5 83 Pass 0.0066 6 5 83 Pass 0.0067 6 5 83 Pass 0.0068 6 5 83 Pass 0.0068 6 5 83 Pass 0.0069 6 5 83 Pass 0.0070 6 5 83 Pass 0.0070 5 5 100 Pass 0.0071 5 5 100 Pass 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0013 acre-feet On-line facility target flow: 0.01 cfs. Adjusted for 15 min: 0.01 cfs. Off-line facility target flow: 0.0078 cfs. Adjusted for 15 min: 0.0078 cfs. 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 21 LID Report LIDTechnis{ue. Usedfor Totalvolume Volume. Infiltration Cumulative Percent N7aterGluality � ent Comment: ateraualiti Treatment 7 bleed$ Through volume volume Volume Treated Treatment Facility (aclt) Infiltration Infiltrated (aa-ft) (ac-A) Credit flDtT ❑ fl.Q4 channel t POC ❑ ❑ S$53 rave'Trench Bed 1 ❑ 74.54 2.89 ❑ 99.4Z Gravel Trench Bed ❑ No Treat. Total Volu€ne infiltrated 0'OQ 59.d8 PAD D4�;Credit Duration 'Analysis Compliando with LID Result= :Standard 8%of 2-yrto 50%of pas"sed 2 Yr 17-0618-infil trench-new building-parking 1/30/2018 11:54:52 AM Page 22 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Page 23 17-0618-infil trench-new building-parking 1/30/2018 11:54:59 AM Appendix Predeveloped Schematic 77777 717777777 17-0618-infil trench-new building-parking 1/30/2018 11:54:59 AM Page 24 Mitigated Schematic 77777777 17-0618-infil trench-new building-parking 1/30/2018 11:54:59 AM Page 25 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business Information, business Interruption, and the like) arising out of the use of, or Inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 17-0618-infil trench-new building 1/24/2018 3:28:02 PM Page 31 APPENDIX B GEOTECHNICAL REPORT B-1 NELSON EOTECHNICA L ASSOCIATES, INC. NG - GEOTECP-LAICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 1731 1—Office Ave �E,A-56Q 55261ndustry Lane,#2 Fast Wenatchee,WA Woodinville,WA 98072 (509) 665-7692 (425)486-1669•FAX(425)481-2510 (509}665-7696 FAX(509} August 15,2017 Mr.Ted Wheeler HCI Steel Buildings 17833 -591 Avenue NE Suite C Arlington,Washington Geotechnical Engineering Evaluation HCI Steel Buildings Manufacturing Facility 63XX—1881h Street NE Arlington,Washington NGA Proj ect No. 1001417 Dear Mr.Wheeler: We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — HCI Steel Buildings Manufacturing Facility — 63XX — 188th Street NE — Arlington, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the site, and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on July 18,2017. The parcel number for the property is 31052200100400. The ground surface within the property is generally level and currently undeveloped. The site is mostly stripped of all vegetation with the exception of several scattered young to mature trees bordering the site. We understand that the site is proposed to be developed with a new manufacturing facility for HCl Steel Buildings along with associated parking areas within the eastern and western portion of the site, respectively. Specific grading and stormwater handling plans were not available at the time this report was prepared. However, we do understand that stormwater generated within the property may be directed to onsite rain garden infiltrations systems within the northwestern portion of the site,if feasible. We monitored the excavation of four test pit explorations within the site on July 19, 2017. Our explorations indicated that the site was underlain by competent, native glacial soils at depth, below a surficial layer of topsoil and/or recently imported structural fill. We have concluded that the site is generally compatible with the planned development. We have recommended that the new structure be founded on the medium dense or better native glacial soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately one to two feet below the existing ground surface, based on our explorations. However, deeper areas of loose soil and/or undocumented fill could also exist within unexplored areas of the site. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCl Steel Buildings Manufacturing Facility Summary-Page 2 Arlington,Washington On-site infiltration testing in accordance with the Washington State Department of Ecology 2014 Stormwater Management Manual for Western Washington was also performed. Our on-site testing consisted of performing a small pilot infiltration test (PIT) within the northwest portion of the property and additional grain size analyses on selected soil samples throughout the site. The subsurface soils generally consisted of gray-brown, fine to coarse sand with gravel and relatively low silt content. During the six-hour pre-soak period of the testing procedure we added water to the pit at an approximate flow rate of 4.0 to 5.0 gallons per minute. We could not maintain any perceivable water level within the pit during this time as the flow rate was not high enough. Based on our on-site testing, and laboratory analyses on the granular native outwash soils encountered throughout the site, it is our opinion that stormwater infiltration is feasible within this site. In the attached report, we have also provided general recommendations for site grading, foundation support, slabs-on-grade, structural fill placement, erosion control, and drainage. We should be retained to review and comment on final development plans and observe the earthwork phase of construction. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. It has been a pleasure to provide .service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish,PE Principal TABLE OF CONTENTS INTRODUCTION................................................................................................................... 1 SCOPE ............................... 1 ...................................................................................................... SITECONDITIONS...............................................................................................................2 SurfaceConditions............................................................................................................. 2 SubsurfaceConditions.......................................................................................................2 Hydrogeologic Conditions................................................................................................. 3 SENSITIVE AREA EVALUATION.....................................................................................3 SeismicHazard.................................................................................................................. 3 ErosionHazard...................................................................................................................4 LABORATORYANALYSIS............................................................................. CONCLUSIONS AND RECOMMENDATIONS................................................................4 General............................................................................................................................... 4 ErosionControl.................................................................................................................. 6 Site Preparation and Grading............................................................................................. 6 Temporary and Permanent Slopes...................................................................... Foundations........................................................................................................................ 8 StructuralFill..................................................................................................................... 8 Slab-on-Grade....................................................................................................................9 Pavements..........................................................................................................................9 Utilities.............................................................................................................................. 9 InfiltrationTesting........................................................................................................... 10 SiteDrainage.................................................................................................................... 11 CONSTRUCTION MONITORING................................................................................... 11 USEOF THIS REPORT...................................................................................................... 11 LIST OF FIGURES Figure 1 —Vicinity Map Figure 2—Site Plan Figure 3 —Soil Classification Chart Figures 4 and 5—Test Pit Logs Figures 6 and 7—Grain Size Analyses NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation HCI Steel Buildings Manufacturing Facility 63XX — 188th Street NE Arlington, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the planned HCI Steel Buildings Manufacturing Facility project. The project site is located at 63XX— 18V, Street NE in the Arlington area of Snohomish County, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the planned site development. The subject property consists of rectangular-shaped lot covering approximately 0.92 acres. The ground surface within the property is generally level and is currently undeveloped. We understand that the site is proposed to be developed with a steel-framed manufacturing facility and paved parking areas within the eastern and western portions of the site, respectively. Specific grading and stormwater handling plans were not available at the time this report was prepared. However, we do understand that stormwater generated within the property may be directed to onsite infiltration systems within the northwestern portion of the site, if feasible. The existing site layout and proposed building location are shown on the Site Plan in Figure 2. For our use in preparing this report, we were provided with several documents, including a site plan by HCI steel Buildings, LLC, dated June 6, 2017, a topographic survey by informed land survey, dated March 20, 2017, and a preliminary design package by Nucor Building Systems titled "Wheeler — Arlington,WA,"dated June 19, 2017. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services included the following: 1. Review available soil and geologic maps of the area. 2. Explored the subsurface soil and groundwater conditions within the site with several track-hoe excavated test pits. The excavation equipment and operator was provided by the client. 3. Determine feasibility of on-site stormwater infiltration. 4. Provide long-term design infiltration rates based on on-site testing per the 2014 DOE Stormwater Manual. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1001417 HCI Steel Buildings Manufacturing Facility August 15,2017 Arlington,Washington Page 2 5. Provide recommendations for infiltration system installation. 6. Conduct laboratory analyses on selected samples,as needed. 7. Provide recommendations for foundation support, and slab on grade subgrades. 8. Provide recommendations for pavement subgrade preparation and pavement design. 9. Provide general recommendations for site drainage and erosion control. 10. Review development plans,as available. 11. Document the results of our findings, conclusions, and recommendations in a written geotechnical report. SITE CONDITIONS Surface Conditions The site consists of a relatively level and rectangular-shaped parcel covering approximately 0.92 acres. The property is currently vacant and mostly stripped of brush and grass vegetation. The site is bounded to the north by 1881' Street NE,to the south and east by an existing commercial property, and to the west by a mobile home park. The site is accessed via a gravel driveway that extends south into the site from 188t' Street Northeast. The proposed development areas within the site have been brought up in elevation with imported fill soils. We did not observe surface water throughout the site during our site visit on July 19, 2017. Subsurface Conditions Geology: The geologic units for this area are shown in the Geologic map of the Arlington West 7.5 minute Quadrangle Snohomish County,Washington,by James P.Minard(1985). The site is mapped as Marysville Sand Member(Qvrm). The Marysville sand is described as a mostly well-drained, stratified to massive outwash sand. Our explorations generally encountered a surficial layer of topsoil and/or fill underlain by medium dense to dense, fine to medium sand with gravel, cobbles, and relatively low silt content,consistent with the description of Marysville sand soils at depth. Explorations: The subsurface conditions within the site were explored on July 19, 2017 by excavating three test pits and one infiltration pit to depths ranging from 6.0 to 8.0 feet below the existing ground surface using a mini-trackhoe. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. NELSON GEOTECHNICAL ASSOCIATES, INC. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCl Steel Buildings Manufacturing Facility Page 3 Arlington,Washington The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The logs of our test pits are attached to this report and are presented as Figures 4 and 5. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions,the test pit logs should be reviewed. At the surface of each exploration,we generally encountered 0.4 to 2.0 feet of light brown to gray-brown, fine to coarse sand with varying amounts of gravel, silt, and roots,which we interpreted as topsoil and/or imported fill. Underlying the topsoil and fill soils, we encountered gray-brown to orange-brown, weathered silty sand layer, which we interpreted as native glacial soils. Below the weathered silty sand soils, we encountered gray, fine to coarse sand with varying amounts of gravel, cobbles, and low silt content, which we interpreted as unweathered Marysville sand deposits. Infiltration Pit 1 and Test Pits 1 through 3,were terminated at depths in the range of 6.0 to 8.0 feet below the existing ground surface. Hydrogeologic Conditions We did not encounter groundwater seepage within our explorations. If groundwater is encountered during construction we would interpret this water as perched groundwater. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard The 2015 International Building Code (IBC) seismic design section provides a basis for seismic design of structures. Since medium dense or better glacial outwash soils were generally encountered underlying the site at depth,the site conditions best fit the IBC description for Site Class D. Table 1 below provides seismic design parameters for the site that are in conformance with the 2015 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1 —2015 IBC Seismic Desi n Parameters Site Class Spectral Acceleration Spectral Acceleration Site Coefficients Design pSpectral at 0.2 see. (g) at 1.0 sec. (g) onse Ss S 1 Parameters Fa F, SDs SD1 D 1.068 0.4t6 1.073 1.584 0.764 1 0.439 NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1001417August 15,2017 14CI Steel Buildings Manufacturing Facility Page 4 Arlington,Washington The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website(2008 data)for the project latitude and longitude. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the competent glacial outwash material interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types,which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area Washington by the Soil Conservation Service(SCS)classifies the site as Everett very gravelly sandy loam, 0 to 8 percent slopes. Based on our experience in the area and our observations in the field, it is our opinion that the site would have a slight to moderate erosion hazard for areas where the soils are exposed. It is our opinion that the erosion hazard for site soils should be low in areas where vegetation is not disturbed. LABORATORY ANALYSIS We performed two grain-size analyses on a selected soil samples obtained from the site. The laboratory test was performed on samples taken from Infiltration Pit 1 at 3.0 feet and Test Pit 3 at 4.0 feet. In general,the soils tested are classified as fine to medium sand with gravel and trace silt. The results of the sieve analysis are presented as Figures 6 and 7. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site was underlain by a surficial topsoil and undocumented fill soils with competent glacial outwash soils at relatively shallow depths. The native glacial soils should provide adequate support for foundation, slab, and pavement loads. We recommend that the new structures be designed utilizing shallow foundations. Footings should extend through any loose soil, and be founded on the underlying medium dense or better native soil, or structural fill extending to these soils. The competent soil should typically be encountered approximately one to two feet below the existing surface. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. This condition, if encountered, would require deeper excavations in foundation, slab,and pavement areas to remove the unsuitable soils. NELSON GEOTECHNICAL ASSOCIATES, INC. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCl Steel Buildings Manufacturing Facility page 5 Arlington,Washington It is our opinion that the native granular alluvial soils encountered at depth within our explorations are suitable for stormwater infiltration. The City of Arlington utilizes the 2014 Washington State Department of Ecology Stormwater Management Manual for Western Washington to determine long-term design infiltration rates for the site. We attempted on-site testing consisting of a small pilot infiltration test(PIT) within the northwest portion of the property. The flow rate of water into the PIT was 4.0 to 5.0 gallons per minute throughout the six hour pre-soak period. During the pre-soak period of the test, we were unable to generate any standing water within the PIT. In accordance with the manual, laboratory analysis of soil samples collected in the field can be used to determine the infiltration system design along with long-term design infiltration rates due to the site being located within outwash type soils that have not been glacially overridden. We performed two grain-size analyses in accordance with the manual to determine the infiltration capabilities of the site soils. A long term design infiltration rate of 10.46 inches/hour should be used in the design of the stormwater handling systems within this site. We have included details of our on-site infiltration testing in the Infiltration Testing subsection of this report. The surficial soils encountered on this site are considered moisture-sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather,the soils may disturb and additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. Some of the native on- site soils may be suitable for use as structural fill depending on the moisture content of the soil during construction. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on-site soils can be used as structural fill material during construction. Erosion Control The erosion hazard for the on-site soils is interpreted to be slight to moderate for exposed soils,but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. The erosion potential of areas not stripped of vegetation should be low. NELSON GEOTECHNICAL ASSOCIATES, INC. NGA File No. 1001417 Geotechnical Engineering Evaluation August 15,2017 HCI Steel Buildings Manufacturing Facility Page 6 Arlington,Washington Site Preparation and Grading plemented, site preparation should consist of removing loose soils, After erosion control measures are im m foundations, slab, and pavement areas, to expose medium dense topsoil, and any undocumented fill fro or better native glacial soils at depth. The stripped soil should be removed from the site or stockpiled for later use as a landscaping fill. Based on our observations, we anticipate native, medium dense or better soil to be encountered at approximately one to two feet across the site. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. This condition, if encountered,would require deeper excavations in foundation, slab, and pavement areas to remove the unsuitable soils. After site preparation, if the exposed subgrade is deemed loose, it should be compacted to a non-yielding condition and then proof-rolled with a heavy rubber-tired piece of equipment. Areas observed to pump or weave during the proof-roll test should be reworked to structural fill specifications or over-excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the foundation areas, the loose soils should be removed and replaced with rock spalls. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi-dry condition. If wet conditions are encountered, alternative site grading techniques might be necessary. These techniques could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading, and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted, as this could cause further subgrade disturbance. In wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1001417 HCI Steel Buildings Manufacturing Facility August 15,2017 Arlington,Washington Page 7 The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the on-site soils be no steeper than 2 Horizontal to 1 Vertical (2H:1V). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Permanent cut and fill slopes should be no steeper than 3H:1V. However, flatter inclinations may be required in areas where loose soils are encountered. Permanent slopes should be vegetated and the vegetative cover maintained until established. Foundations Conventional shallow spread foundations should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately one to two feet below ground surface based on our explorations. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over-excavated to expose suitable bearing soil. The over- excavation may be filled with structural fill,or the footing may be extended down to the competent native soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one half of the depth of the over-excavation below the bottom of the footing. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2015 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,500 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native soils or rock spalls extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if NELSON GEOTECHNICAL ASSOCIATES, INC. NGA File No. 1001417 Geotechnical Engineering Evaluation August 15,2017 HCI Steel Buildings Manufacturing Facility Page 8 Arlington,Washington higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and '/z-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured"neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Structural Fill ent, or other settlement-sensitive structures should be General: Fill placed beneath foundations, pavem placed as structural fill. Structural fill,by definition, is placed in accordance with prescribed methods and experienced geotechnical professional or soils technician. Field standards, and is monitored by an monitoring procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Sloping areas to receive fill should be benched using a minimum 8-foot wide horizontal benches into competent soils. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five-percent fines (soil finer than U.S.No. 200 sieve,based on that fraction passing the U.S. 3/4-inch sieve). Some of the more granular on-site soils may be suitable for use as structural fill depending on the moisture content of the soil during construction. We should be retained to evaluate all proposed structural fill material prior to placement. NELSON GEOTECHNICAL ASSOCIATES, INC. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCI Steel Buildings Manufacturing Facility Page 9 Arlington,Washington Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over- excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab-on-Grade Slabs-on-grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free-draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting(6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional, and is intended to be used to protect the vapor barrier membrane and to aid in curing the concrete. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof-rolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section should be underlain by a minimum of six inches of clean granular pit run or crushed rock. We should be retained to observe the proof-rolling and recommend subgrade repairs prior to placement of the asphalt or hard surfaces. Utilities We recommend that underground utilities be bedded with a minimum 12 inches of pea gravel prior to backfilling the trench with on-site or imported material. Trenches within settlement sensitive areas should be compacted to 95% of the modified proctor as described in the Structural Fill subsection of this report. Trenches located in non-structural areas should be compacted to a minimum 90% of the maximum dry density. NELSON GEOTECHNICAL ASSOCIATES, INC. NGA File No. 1001417 Geotechnical Engineering Evaluation August 15,2017 HCI Steel Buildings Manufacturing Facility Page 10 Arlington,Washington Infiltration Testing On-site infiltration testing in accordance with the 2014 Washington State Department of Ecology (WSDOE) Stormwater Management Manual for Western Washington was attempted. Our on-site testing consisted of performing a small pilot infiltration test (PIT) within the northwest portion of the property. The subsurface soils generally consisted of granular soils with relatively low silt content. Infiltration Pit 1 measured 4.5 feet long by 3.3 feet wide by 3.0 feet deep. After maintaining a flow rate of approximately 4.0 to 5.0 gallons per minute for 6-hours into the pit for the pre-soak period of the test,we were unable to generate any standing water within the pit. Due to this,we were unable to perform the remaining portion of the test. We also performed two grain-size analyses on selected soil samples obtained within the site in accordance with the 2014 Washington State Department of Ecology WSDOE) Stormwater Manage t Manual for Western Washington. Laboratory tests were performed on samples taken from Infiltration Pit 1 at 3.0 feet and Test Pit 3 at 4.0 feet. The results of the sieve analyses are presented as Figures 6 and 7. Based on the laboratory analysis, the soils encountered in our explorations within the proposed infiltration area meet the classification of sand in the USDA Textural Triangle. An equation provided in Section 3.3.6.3 of the 2014 WSDOE Stormwater Management Manual for Western Washington was used to determine the infiltration capabilities of the site soil utilizing data from the grain-size analyses. Based on this equation and information obtained from the grain-size analyses, initial short-term infiltration rates in the range of 32.28 to 135.10 inches/hour were calculated. We also referenced Table 3.3.1 of the manual to provide an adequate correction factor to infiltration rates obtained from the above equation to calculate a long term design rate. Correction factors of 0.90, 0.40, and 0.90 were utilized in this equation for CF,,, CFt, CF., respectively. We applied the correction factors to the most conservative rate obtained from the grain-size analysis calculations which is 32.28 and concluded that a long-term design infiltration rate of 10 inches per hour could be utilized to design on-site infiltration systems founded within the native granular outwash soils encountered at shallow depths throughout the property. We recommend that any infiltration system be extended down through the unsuitable undocumented fill soils and founded within the native granular outwash soils. Based on our explorations,the native granular outwash soils should be.encountered at depths in the range of 1.5 to 3.3 feet below the existing ground surface. We should be retained during construction to evaluate the soils exposed in the infiltration systems to verify that the soils are appropriate for infiltration. The stormwater manual recommends a five-foot separation between the base of an infiltration system and any underlying bedrock, impermeable horizon, or groundwater. We did not encounter groundwater or impermeable horizons to the depths explored within our explorations. NELSON GEOTECHNICAL ASSOCIATES, INC. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCl Steel Buildings Manufacturing Facility Page 11 Arlington,Washington Site Drainage Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an appropriate stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the residences. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the residences. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around the structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch- diameter, rigid, slotted or perforated, PVC pipe surrounded by free-draining material wrapped in a filter fabric. We recommend that the free-draining material consist of an 18-inch-wide zone of clean(less than three-percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The free-draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CONSTRUCTION MONITORING We should be retained to provide construction monitoring services during the earthwork phase of the project to evaluate subgrade conditions, temporary cut conditions, fill compaction, and drainage system installation. USE OF THIS REPORT NGA has prepared this report for Mr. Ted Wheeler and his agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1001417 HCI Steel Buildings Manufacturing Facility August 15,2017 Arlington,Washington Page 12 We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre-construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations,findings, and opinions are a means to identify and reduce the inherent risks to the owner. o-o-o NELSON GEOTECHNICAL ASSOCIATES, INC. 17 Geotechnical Engineering Evaluation August 15,NGA File No. 100 14 1417 HCl Steel Buildings Manufacturing Facility Page 13 Arlington,Washington It has been a pleasure to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. /ter a, Alex B. Rinaldi,GIT Staff Geologist ok ash/ m~� *9f o mot+ 2883 `y QhTAd Geo��� LEE S. BELLAH Lee S.Bellah,LG Project Geologist WA AI Ac, _ JJr 3'jQ�AL ti� Khaled M. Shawish,PE Principal ABR:LSB:KMS:dy Seven Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. VICINITY MAP N Not to Scale 197til S ray. North Couniy.Recycling Z ! Trpllser Stat(arI 1 ;A 4 _ tx up CUSlorner Cent ro PIP rt n in . 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AVtL 17° PVC i 137.t3 ' f "—TCQti'�i3 R R 77A fib" 4L ND MAR W/SR;6KEN I SI s E cr 1�1 r R. t.1ES 0.Q8' S17V OF � P,90P CM ' a�4 EL,-14102 X � -,� XEL.142.34 r TPY1 1 # INl+-1 EL:14377 �> I TAX.FIA icri. 1 I t i � TP-3 ; X X>L.1a3.41 ;t .3,2 { t 1,4 Airio,1"46" W.. .—OV(\ox, LS ##19631 LIES 0AV LEGEND Approximate,Location of Proposed Building Property line INS'-ti 0 40 8Q Number and approximate l location of infiltration test pit Scale: 1 inch =40 feet TP-1 Number and approximate location of test pit Reference: Site Plan based on a plan dated March 30,2017Ttitled„1-1CI Steel Buildings"prepared by Informed Land Survey. Project Number NELSON GEOTECHNIGAL No. Bate Revision By GK HCl Steal Buildings AssociA,rr s, INC. 1001417 Manufacturing lY} l+ �' .A "\.._ 1 CS 7f24J17 Original F'N KM5 i�nlafi �llri�� Facility GEOTECHNICAG, ENGINEERS & GEOLOGISTS .Site Plan w0winvllw M. Safi wenaah"oEf7ca 1=IgUr$ 7JN•fJ7mRVU.N&.ASW 5.5N1,A.c YL*w.M$ 4Yflp(IeixV lb '✓<." 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UNIFIED SOIL CLASSIFICATION SYSTEM GROUP GROUP NAME MAJOR DIVISIONS SYMBOL CLEAN GW WELL-GRADED, FINE TO COARSE GRAVEL COARSE - GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50% GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON WITH FINES SOILS NO.4 SIEVE GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND,FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50% MORE THAN 50% RETAINED ON OF COARSE FRACTION SAND SM SILTY SAND NO.200 SIEVE PASSES NO.4 SIEVE WITH FINES SC CLAYEY SAND SILT AND CLAY ML SILT FINE - INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 ORGANIC OL ORGANIC SILT,ORGANIC CLAY SOILS SILT AND CLAY MH SILT OF HIGH PLASTICITY,ELASTIC SILT INORGANIC a MORE THAN 50% CH CLAY OF HIGH PLASTICITY,FAT CLAY N PASSES LIQUID LIMIT NO.200 SIEVE 50%OR MORE ORGANIC OH ORGANIC CLAY,ORGANIC SILT a HIGHLY ORGANIC SOILS PT PEAT LL a c NOTES: SOIL MOISTURE MODIFIERS: 1) Field classification is based on visual examination of soil in general Dry-Absence of moisture,dusty,dry to accordance with ASTM D 2488-93. the touch z 0 2) Soil classification using laboratory tests Moist-Damp,but no visible water. is based on ASTM D 2488-93. ` Wet-Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, visual appearance of soils,and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK HCl Steel Buildings NCA ASSOCIATES, INC. 1 7/24/17 Original DPN KMS 1001417 Manufacturing Facility GEOTECHNICAL ENGINEERS a GEOLOGISTS Woo din vllle once East Wenatchee OtAce 92 Soil Classification Chart 17 311-1 3 5th Ave.NE,A-500 5tW-1.h526 Lane,88 Figure 3 Wcodlnville,WA 98072 Eest Wenatchee,WA 96602 (425)466-1669/F-461-2510 www.nelson9eotech.cam (509)665-7696/Fez:665-7692 LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION INFILTRATION PIT ONE 0.0-0.4 LIGHT BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO MEDIUM DENSE,DRY) TO( PSOIL) 0.4-1.3 SM ORANGE-BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE ROOTS (MEDIUM DENSE,DRY TO MOIST) 1.3-8.0 GP RA(MEDIUM DENY,FINE TSE TO DENSE,MEDIUM SAND WITH MOIST)GRAVEL,COBBLES,AND TRACE SILT SAMPLES WERE COLLECTED AT 3.0 AND 8.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT COMPLETED AT 8.0 FEET ON 7/19//2017 TEST PIT ONE 0.0-1.0 GRAY,GRAVELLY FINE TO COARSE SAND WITH SILT AND COBBLES (MEDIUM DENSE TO DENSE,MOIST)(IMPORTED FILL) 1.0-2.0 SM SILTY DENSO OE MEDIUM SAND TO DENSE,MOIST) GRAVEL, IRON-OXIDE WEATHERING, AND TRACE ROOTS( 2.0-6.0 GP-GM GRAY, GRVELLY FINE TO COARSE AI D MI H SILT, COBBLES, TRACE ROOTS, AND IRON- OXIDE STNING(MEDIUM DENSE TO DENSE, WERE COLLECTED AT 2.5 AND 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS ENCOUNTERED FROM 2.5 TO 6.0 FEET TEST PIT MET REFUSAL AT 6.0 FEET ON 7/19/2017 TEST PIT TWO 0.0-1.3 GRAY,GRAVELLY FINE TO COARSE SAND WITH SILT,COBBLES,AND TRACE ROOTS (MEDIUM DENSE TO DENSE,MOIST)(IMPORTED FILL) 1.3-2.5 SM ORANGE-BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL, COBBLES, AND IRON-OXIDE WEATHERING(MEDIUM DENSE TO DENSE,MOIST) 2.5-7.0 GP-GM GRAY, GRAVELLY FINE TO COARSE SAND WITH COBBLES, SILT, AND TRACE IRON-OXIDE STAINING SAMPLES WERE COLLECTED AT 4.5 AND 6.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED SLIGHT TO MODERATE TEST PIT CAVING WAS ENCOUNTERED FROM 2.0 TO 7.0 FEET TEST PIT COMPLETED AT 7.0 FEET ON 7/19/2017 NELSON GEOTECHNICAL ASSOCIATES, INC. ABR:KMS FILE NO 1001417 FIGURE 4 LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION TEST PIT THREE 0.0-2.0 GRAY,GRAVELLY FINE TO COARSE SAND WITH COBBLES AND TRACE ROOTS (MEDIUM DENSE TO DENSE,MOIST)(IMPORTED FILL) 2.0-3.3 SM ORANGE-BROWN, SILTY FINE TO MEDIUM SAND WITH GRAVEL, IRON-OXIDE STAINING, AND TRACE ROOTS(MEDIUM DENSE TO DENSE,MOIST) 3.3-6.5 SIP GRAY, FINE TO COARSE SAND WITH GRAVEL, COBBLES, IRON-OXIDE STAINING, AND TRACE SILT(MEDIUM DENSE TO DENSE,MOIST) SAMPLES WERE COLLECTED AT 4.0 AND 6.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS ENCOUNTERED FROM 4.0 TO 6.5 FEET TEST PIT COMPLETED AT 6.5 FEET ON 7/19/2017 ABR:KMS NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1001417 FIGURE 5 r 0 0 0 Z 0 O o 00 I Ln II O m II a II of g U) In ' � v U In c0 _ U) O 0 O O F J CU 00 Z N O E OIL F- Z3 00, r 0. a O °ti w U E 09 Z w ° 'in O� LL C U N 0d W � U) 04, W � W O� Z O zi O'1' o —I o a) r W (Q (4 Q0/ z (D 0) O1p N w ui (n H Q�. Z O W = (� 02 U `N (' W O 4// Q 0 M 19-0 O Z;��----:-- (n r LL J W Z 3 U a W cn _ > Q UJ O mCL r o U O o d Z ° o x r W Q _a U IO m J J m U m U CD (n 0 o c 0 O � O m O O r g° O 0) 00 1` (O OO It coN r O in r U 1H0IDM AO �EINH 1N30b3d s 0 a 0 tL Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1001417 HCl Steel Buildings A ASSOCIATES, INC. 7/24/ 7 Original DPN KMS 2 Manufacturing Facility GEOTECHNICAL ENGINEERS & GEOLOGISTS z Weaainvme 0mee East Wenatchee OMce ti Figure 6 Sieve Analysis 17311-135th Ave.NE,A-500 5526 ln&,try Lane,#2 0 Woodinville,WA 98072 East Wenatchee,WA 98802 (425)486-1669/Fax:481-2510 wwwnelsongeotechmm (509)665-7696/Fax:655-7692 Z T 0 O 0 z O_ o a i— N o N J Co CD II Q m I I O >, N II RS > a U U) N OfF3 (D U) U) O 0 O � J "O C OO z tp � O 04, i- � 00, T O O'L w U E _ O'9 =t 9 W N W 0z O� 4C-- v U) 0� O C � Oc' Q T N > Q 0, z C7 0 04, w z N cn z Q O� Q OU J = a) v� a a � w O 4'-1 C� Q 8�0 z 4 O T LL J Qm LLl z 30 O V Cm 1G f- nO LL J C z O O v m T W a` _T U U LL J J Co U O m U Ida, i � m o 0 o °' o O o 0 0 0 o O o 0 0 O O C0 I` CD 0 V M N T u) T 1HSIDM A9 �:IINIJ 1N90N3d s 0 N N O LL Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1001417 HCl Steel Buildings N A ASSOCIATES, INC. 1 7/24/17 Original DPN KMS a Manufacturing Facility GEOTECHNICAL ENGINEERS & GEOLOGISTS C Woodlnvlite 011ce East Wenatchee Office t` Figure 7 Sieve Analysis 17311-135th Ave.NE,A-500 5526 lndustry Lane,#2 Woodinville,WA 98072 East Wenatchee,WA 9B802 cy (425)486-1669/Fax:481-2510 wx -Isangeelech— (509)6657696!Fax:665-7692 Z FOUNDATION NOTES 1. Design Information and Loads material,frozen soil,and other deleterious materials.Structural fill should be placed ESR-3187),or Powers Fasteners PE1000+(ICC-ES ESR-2583) to weather D.Slabs and grade beams shall not have joints in a horizontal plane.All reinforcement n A.Foundation design in accordance with 2015 International Building Code using the in maximum 8-inch thick loose lifts at a moisture content within 2 percent of iii.Anchor Rods/Bolts ii.Lap Splice Lengths with 1r minimum clear cover shall be continuous through all construction joints. reactions provided by the metal building manufacturer for the following design optimum and compacted to at least 95 percent of modified proctor density(ASTM E.Floor slab thickness and reinforcing shown in these drawings are adequate to '9 a a.Steel column anchor rods/bolts-ASTM F1554 Grade 36 with ASTM A563 a.fc=2500-3500 p.s.i. 9 g q criteria. D1557)under the building and 90 percent under concrete flatwork. heavy hex nuts and hardened washers.Unless noted otherwise. 1.#6 and smaller-49 bar diameters support typical uniform loads only.Mountain View Engineering has not designed the Lu p x B.Ground Snow Load..................25 psf F.It is the responsibility of the contractor to ensure that the depth of the bottom of b.Wood framing anchors-ASTM A307 with A36 plate washers 2.#7 and larger-76 bar diameters slab for any specific concentrated forces such as those from vehicles,storage V ,� Roof Snow Load...................25 psf the foundation is far enough below the adjacent grade to ensure c.Headed stud anchors(HSA)-ASTM A108 b,f'c=4000 p.s.i.or greater racks,or heavy equipment(unless noted otherwise). o C.Roof Collateral Load.................5 psf adequate frost protection. d.Deformed bar anchors(OBA)-ASTM A496 1.#6 and smaller-38 bar diameters F.Welding of rebar is not allowed unless specifically indicated in the drawings.All D.Wind Speed......................115 mph e.Expansion anchors-Simpson Strong-Bolt 2(ICC-ES ESR-3037),Hilt!Kwik 2.#7 and larger-60 bar diameters embedments,reinforcing,and dowels shall be securely tied to framework or to Exposure....................... C 3. Concrete and Reinforcement adjacent reinforcing prior to placement of the concrete.Tack welding of rebar joints W a Bolt TZ(ICC-ES ESR-1917),or Powers Fasteners Power-Stud+SD2(ICC-ES c.Increase lap splice lengths by 50%where epoxy coated bars are used. la 9 P P 9 1 tJJ E.Sas.......................... 0.755 A.Material Standards ESR-2502) iii.Stagger splices in walls so that no two adjacent bars are spliced in the same in grade beams,walls,or cages is not allowed.Where welding of rebar is shown in F.SDC.......................... D !.Concrete the drawings,all rebar to be welded shall be ASTM A706 Grade 60. f.Screw Anchors-Simpson location,unless shown otherwise. 9 G.Frost Depth......................1'-6° a.Footings: Exposure Classes F0,S0,W0,CO p on Titen HD(ICC-ES ESR-2773),Hilti Kwik HUS-TZ m a 9 P Iv.Make all bars continuous around corners or provide corner bars of equal size Z (� c (]CC-ES ESR-3027),or Powers Fasteners Wedge-Bolt+(ICC-ES ESR-2526) o fc=3000 p.s.i.,max.w/cm ratio=0.55 and spacing. 4. Special Inspections Z � 2. Earthwork b.Exterior Walls: Exposure Classes F1,SO,WO,Clg.Use of hooked anchor rods/bolts is limited under the ACI and the IBC. v.Where 12 inches or less of fresh concrete is laced below horizontal reinforcing Q o xP P 9 A.Concrete n A.Foundation Design Values(assumed) re=3500 p.s.i.,max.w/cm ratio=0.55 Headed anchor rods bolts must be used where indicated in the details. lap splice length may be reduced by 307. R � I.Allowable Soil BearingPressure-15G0 psf c.Interior Walls Exposure Classes FO,SO,WO,Co h.The symbols A.R. fL A.B.as shown in the drawings indicate the center line A.Vertical bars in walls,grade beams,and piers to terminate in footings with ACI I.Spot Footings-Not required(IBC 1705.3 Exception 1) P P / 9 9 P 9 Z ii.Continuous Ftgs.-Not required(IBC 1705.3 Exception 2.3) W s ii.Coefficient of Friction-0.25 fc=3000 p.s.i.,max.w/cm ratio=N.A. of the anchor rod/bolt pattern,not the center line of any individual anchor standard hooks(12 bar diameters)to within 4"of the bottom of the footing iii.Slabs-Not required(IBC 1705.3 Exception 3) = W ill.Passive Earth Pressure-200 psf/ft of depth d.Interior Slabs: Exposure Classes F1,SO,WO,CO rod/bolt. unless noted otherwise. B.The building pad area shall be stripped of all frozen soil,debris,vegetation,and fc=3500 p.s.i.,max.w/cm ratio=0.55 B.Detail reinforcing to comply with ACI 315"Manual of Standard Practice for Detailing vii.Horizontal wall reinforcing shall terminate at the ends of walls with a 90 degree iv.Grade Beams-Not required(IBC 1705.3 Exception 4) Z topsoil.All fill soils and an remaining loose natural soils shall be excavated to hook plus a 6 bar diameter extension,unless shown otherwise. v.Walls-Not required(IBC 1705.3 Exception 4) P Y 9 e.Air content for Exposures F1-F3 must meet the requirements of Table Reinforcing Concrete Structures"and the Concrete Reinforcing Steel Institute(CRSI) P 5 rn E expose suitable natural soils. 19.3.3.1 of ACI 318-14.Air-entraining admixtures shall conform to ASTM recommendations. - vrii.Horizontal wall reinforcing shall be continuous through construction and control vi.Anchor rods/bolts-Required(IBC Table 1705.3)Special inspection may be Z g o C.Proof roll the entire building pad area to locate and remove all soft spots.Replace C260 pints. waived subject to the approval of the building official. d I.Minimum clear concrete cover for reinforcement shall be as follows unless noted d with compacted structural fill. f.The cement type for Exposures S1-S3 must meet the requirements of Table otherwise: ixi.Splices in horizontal reinforcement shall be staggered.Splices in two curtains B.Steel Reinforcement W c m` D.Place all footings and slabs on undisturbed natural soil or on properly compacted 19.3.2.1 of ACI 318-14.Cement shall conform to ASTM C150 (where used)shall not occur in the same location. 1.Placement-Third party special inspection of reinforcing placement need only be d a.Concrete cast directly against and permanently exposed to earth-3" w structural fill. Contractor shall verify that soil under footings is suitable to support Calcium Chloride admixture shall not be used in Exposures S2 and S3 x.Use chairs or other support devices as required for proper clearance. performed where specifically required by the building official. g aggregates 9• P b.Concrete exposed to weather or earth: footings. h.Normal weiht -ASTM C33 xi.RM7ar hairpins shall be centered in slabs and shall be wire tied to the slab ii.Welding-Special inspection of rebar welding is required(if any is used). N E.Structural Fill: Structural fill should consist of well-graded sand ravels with a 1.#5 bars or smaller-I� `\�/\\ 3 .- 9 Y 9 H.Reinforcing reinforcing(if any).Rebar hairpins shall be continuous through walls and piers; maximum article size of 3 inches and 5 to 15 percent fines materials passing the 2.#6 bars or larger-2° ` P P ( P 9 a.Rebar-ASTM A615 Grade 60(Fy=60 ksi) lap splices in hairpins may only occur in the floor slab unless noted otherwise. 5. Miscellaneous rn N No.200 sieve).The liquid limit of fines should not exceed 35 and the plasticity b.Welded wire-ASTM A1064 c.Concrete not exposed to weather or in contact with the ground- C.Control joints in slabs on grade are recommended to control cracking.See plans for A. The contractor shall notify engineer of any variations in dimensions. _ index should be below 15.All fill soils should be free from topsoils,highly organic c.Epoxy-Simpson SET-XP([CC-ES ESR-2508),Hilt!HIT-HY 200(ICC-ES d.Slabs on grade-as shown in details, °min.from top of slabs not exposed control joint spacing and details. B.The engineer is not responsible for any deviations from these plans unless such changes are authorized in writing by the engineer. 4 6 9 10 1 " 1 " 60'-3" 71'-0" 17'-7 ' 25'-0" 17'-7j„ 79'-0„ OF8 F8 O A -- L- J -----��J --� r_J L TYPICAL ANCHOR ROD DIMENSIONS B ( DIA. EMBED TOP of o I F-3 83 +�"* 10" CONCRETE LU 0 J w 12" t— J w 3"x3"PLATE w 0 0 fA 70 14" w w WASHER x Lu Z C9 18" ASTM A36 g 'o< Q FE Z #5 HAIRPIN WITH 8'-0" LEGS 14 1" 18" a a d Q Q \ (TYP. AT ALL F1, F5, F9 & / OPTION A: TACKJ OPTION B: THREADED ROD Z m 0 o F12 FOOTINGS) HEADED BOLT WELD WITH HEAVY HEX NUT 0 W Z W I *AT OPENING JAMBS, �'Ox4" SCREW ANCHORS MAY BE USED IN LIEU Q LL 0LLI 0 o OF CAST-IN-PLACE ANCHORS. OPENING JAMB ANCHORS ARE NOT Z LLLL Z SHOWN ON THIS DRAWING, SEE METAL BUILDING ANCHOR PLAN. =) _J ++PROVIDE ASTM A36 3"x3"x1J" OR 3"x3"xJ" PLATE WASHER AS OLL = Q = REQUIRED IN DETAILS. TACK WELD PLATE WASHER TO ANCHOR ROD W \ / z o I I Q `xr Z 0 0 0 *3'-4" W Q F� 14'-0" 6'-6" 6'-0"1, 14'-0" 6'-0" B I I I = CID 0 0 „ m I-T F-3F9 F5 FS 14 STEEL 14 r F6 F2 F4 N 0 r----- ------ x -T�-- LINE -- -/� -- --i J l� LL-1 0 I� v lJ — 4-=_ -- �j -- --- L^ l ----- L . I N OMIT SHEETING NOTCH 26'-0" 26'-0" 6'-0° 14'-0" 6'-0" I o o AT ALL DOORS (TYP.) I Q w F3 W U 5 8 1000 F11 K k1 #4 HAIRPIN WITH 4'-0" -_ _, LEGS(TYP. AT ALL F3 & 6" CONCRETE SLAB WITH I B o o N I F10 FOOTINGS) I 6x6 W1.4xW1.4 WWM ON CONTROL JOINTS, FIELD 4" GRANULAR BASE ( Q d I LOCATE, SEE DETAIL A s rn M Ftt ON SHEET F-3 AND F TNOTE 3C ON SHEET GN L—J \ #4 HAIRPIN WITH 6'-0" eT f3 DES 0. U� LEGS (TYP. AT ALL F2, F4 F A & F7 FOOTINGS) I i N B L—I 9 21775 Ca I------ -- — -- -----= --- -- rv� r o�FSFONAL�o�'\�F ----- ----- S/ EN F9 FS FS F5 * _ F5 F5 F6 F2 F4 SEP 12 2018 3 4" 27'-1 " 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 27'-1�' SHEET NUMBER: 2 F-1 13 OINDICATES APPLICABLE FOUNDATION PLAN NOTE: COORDINATE THIS DRAWING WITH DRAWN BY. N.HILL F1 FOOTING DETAIL. THE HCI STEEL BUILDINGS LLC. * FIELD LOCATE ALL WALKDOORS ENGINEER: B.cox SCALE: 3/32" = 1'-0" ANCHOR BOLT PLAN. VVE JOB 180747 NUMBER: RID no 1 13 1 2 1 , 10 — 6'-0" „ 1 " 5'-6 t " 3'-2" 2'-4" W ionx 3'-2" 2'-4" V 3'-6" 3'-0" o it W B / I CO — — — — — 0 I � � Z0 as SQ I \ N SIDEWALL c� Q Z `� M i #4 TIES & CROSSTIES 3UJI Z W o o _Z w _ o 0 A.R. ��° A.R. ._ o o i . 3"x3"xj" PLATE I I N 3"x3"xl" PLATE Z A F ------ --i ----- -A WASHERS I I WASHERS / i W STEEL v I LINE 3"x3"4" PLATE I ❑° �° I I ` o WASHERS o Q I I _ _ _ _ _ L ——— — / / 8 #4 HAIRPIN WITH #4 HAIRPIN WITH �. 8" �_ 230T g" # L I — 4 HAIRPIN WITH 1p 6'-0" LEGS 4'-0' LEGS 6'-0" LEGS 1 SQ. \ I ANCHOR RODS #4 TIES & CROSSTIES 0 8" O.C. #3 TIES ®8" O.C. WITH / F1554 GRADE 10.. WITH (3) IN TOP 6" OF PIER ANCHOR RODS (3) IN TOP 5" OF PIER ANCHOR RODS L —— ——— — — —�— — 1 "x1 " SHEETING 6" CONCRETE SLAB WITH #4 6" CONCRETE SLAB WITH #4 1j"xl>' SHEETING 6" CONCRETE SLAB WITH #4 11"xil' SHEET]NG 3p• a L B NOTCH HAIRPIN CENTERED IN SLAB HAIRPIN CENTERED IN SLAB NOTCH HAIRPIN CENTERED IN SLAB NOTCH #5 HAIRPIN WITH ll I t ~I- 1-II II- "11 8'-0" LEGS o (8) #5 VERTICALS I (8) #5 VERTICALS (6) #5 BARS 2'-4" NTF coO J EACH WAY ANCHOR RODS " 1'-10" — I (7) #5 BARS — — — — — — — — — - (6) #5 BARS i-I-f 2'-4" N rn O t9 y [6" CONCRETE SLAB EACH WAY EACH WAY —� LL- - Q W = Z WITH 6x6 CONCRETE SLAB — r — J=t.— — 5'-6" SQ. — — — — - F Q WWM 1�xt�" SHEETING W Q p o NOTCH 6'-0" SQ. M I 5'-6" SQ. O W Z m %----if —% x 1Pi1' SIDEWALL FOOTING DETAIL ENDWALL FOOTING DETAIL (r 4) CORNER FOOTING DETAIL ¢ � w 3/4"=1'-0" z O O Z J O 3'-0" ID GRID a rI Gj z 4'-6" 1 4,-6„ 11 z (8) #5 BARS EACH WAY I 5'-0" o 0 0 "vu 1'-0" 3'-6" 1'-0" 3'-6" 6'-6" SQ. SIDEWALL SECTION A—A - - - - - - - - A #3 TIES 0 8" O.C. WITH- (3) IN TOP 5" OF PIER ANCHOR RODS 6" CONCRETE SLAB " WITH #5 HAIRPIN 1j"x1j" SHEETING N SQ. I N SQ. I 4 I o 3"x3"x�" PLATE CENTERED IN SLAB NOTCH 3"x3"xq S " PLATE 3"x3"xj' PLATE WASHERS o WASHERS (-o o� WASHER I W v n T F till A.R. I o��0 1 I A.R. o I I y o (8) #5 VERTICALS I #4 TIES & M \ \ CROSSTIES I I 3-1" N I N \ I I Q T (8) #5 BARS EACH WAY I, I' Q Q Q Q Q M R" #5 HAIRPIN O LEGS I, 8" I. #5 HAIRPIN O LEGS �f DES 0.M 6'-6" SQ. " I`�C A y2 SECTION B—B ANCHOR RODS #3 TIES 0 8" O.C. WITH ANCHOR RODS #4 TIES & CROSSTIES 0 8" O.C. (3) IN TOP 5" OF PIER F1554 GRADE 105 WITH (3) IN TOP 6" OF PIER #3 TIES 0 8" O.C. WITH 6" CONCRETE SLAB 6" CONCRETE SLAB (3) IN TOP 5" OF PIER a� CORNER FOOTING DETAIL 1j"x1j" SHEETING WITH HAIRPIN 12"x1z" SHEETING WITH 5 HAIRPIN y sms NOTCH CENTERED IN SLAB NOTCH CENTERED IN SLAB 1�"xi2" SHEETING ANCHOR RODS 6" CONCRETE SLAB �'OFSF�11STEREa�j\� NOTCH WITH 6x6 W1.4xW1.4 S/ONAt- — - Z/ WWM SEP 12 2018 II — (8) #5 VERTICALS I (8) #5 VERTICALS —x—x—%—%—%-4EACH 1'-0" I �� (6) #4 BARS t'—O" I—I (6) #4 BARS `v VERTCAS SWAYRSSHEET NUMBER: EACH WAY J � - - EACH WAY 4'-6" SQ. nF=2 5'-0" SQ. I 4—6 SQ. tf �) SIDEWALL FOOTING DETAIL SIDEWALL FOOTING DETAIL CORNER FOOTING DETAIL ENGINEER. B.Cox MVEJO B OB NUMBER, 180747 A Z' 4'-s" 4 2'-6" 1 „ M 1'-8" 2'-10" 1 " 3'-0" 3'-6" N - - 4 6 } 111,-02-0" V-2' 2'-4" LU a SIDEWALL — — — LU LU W I N — 3„x3"xi PLATE / I I Z z a WASHERS y I o I o io I �- Ib-❑° 'I •� N I ;;, A.R. o o N o o I Z W c LU OZ 0 R E A.R. Z CV l LU J -- - J 8" I #4 HAIRPIN WITH � - - - - - - -J wd 4'-0" LEGS w #5 HAIRPIN WITH H I, 8" I. I`= 8'-0" LEGS - z —J 4 TIES ®8" O.C. WITH ANCHOR RODS f— ANCHOR RODS # #4 HAIRPIN WITH ANCHOR RODS (3) IN TOP 6" OF PIER ANCHOR RODS 6" CONCRETE SLAB 6" CONCRETE 8' � 6'-0" LEGS 6" CONCRETE SLAB 6" CONCRETE SLAB 1 xi SHEETING SLAB WITH 6x6 � 1 J"x1 J" SHEETING WITH 6x6 W1.4xW1.4 11%11" SHEETING WITH #5 HAIRPIN " WITH #4 HAIRPIN 1 "x1 " SHEETING ANCHOR RODS NOTCH WWM NOTCH CENTERED IN SLAB NOTCH CENTERED IN SLAB NOTCH W1.4xW1.4 WWM r 11 1 1 6" CONCRETE SLAB _ !ll —■ —x—.—.—.—. =11 "- 1 "xt " SHEETING WITH 6x6 W1.4xW1.4 III Ili Ill1II x NOTCH WWM - 8 - _ �_ —• —xAY —x—X_X—x N VERTICALS o (4 H4 BARS o 1-2" (5) 4 BARS _ I (6) #4 BARS W z U CD - (4) #5 BARS T T o 1'-8" I J. EACH WAY — —•— —•— T —•— = O J LONG WAY (8) #5 BARS EACH WAY—/ N O 0 Cn - - M 3'-0" SQ. M S-6" SQ. M 5 J = Z 0 4'-6" SQ. Q W = Z I 4'-6" r� (1 SHORT WAY 2-6" x 7'-0" 'h Z m 5_/4 W JSIDEWALL FOOTING DETAIL (� y) CORNER FOOTING DETAIL F ENDWALL FOOTING DETAIL ENDWALL FOOTING DETAIL F ENDWALL FOOTING DETAIL ¢ - F_ w"=1,-0, 3/4,.- -o" 3/4"=1'-0" 5/4-4-0' s/4"=1'-0" Z O O N Z J CONTROL JOINT NOTES: o = a = CONCRETE SLAB, SEE 1. Control joints shall be field located b the contractor. %4%6" SPEED 1 y PLAN FOR THICKNESS 2. Control joints shall be located to limit the frequency and width ¢ o PLATES 0 24" O.C. ANCHOR RODS [6" AND REINFORCING of random cracks in the concrete slab. `' z 1= � 6" CONCRETE SLAB WITH ANCHOR RODS CONCRETE SLAB WITH w m z 3. Locate and install control joints in accordance with ACI 360R 6" CONCRETE SLAB WITH x o 0 0 6x6 W1.4xW1.4 WWM 3%Yxi" PLATE #5 HAIRPIN CENTERED IN "Design of Slabs on Ground" and the details shown. 1 j"x1 j" SHEETING 6x6 W1.4xW1.4 WWM WASHERS SLAB 4. Maximum spacing of joints shall be per the table below. NOTCH fl 5. Saw cuts should be made as soon as possible. CONSTRUCTION JOINT _I 11=�— 'I MAXIMUM SPACING OF CONTROL JOINTS z — #4 CONTINUOUS HORIZONTAL Slump 4 in. to 6 in. II BAR AT TOP AND BOTTOM OF SAW CUT, OF THE F THICKENED SLAB EDGE, BARS y CONCRETE SLAB, SEEA Slab Maximum-size Maximum-size SHALL BE CONTINUOUS z — SLAB THICKNESS, FILL WITH o _ PLAN FOR THICKNESS thickness aggregate less aggregate 3/4 THROUGH SPOT FOOTINGS SELF-LEVELING SEALANT ¢o QElf (11) #5 BARS EACH WAY �� (8) #5 BARS EACH WAY AND REINFORCING (T), in. than 3/4 in. in. and larger I, 8" I, W a MIN. #4 VERTICALS 4 8 ft. 10 ft. y W o ®4'-0" O.C. ti o 6'-0" SQ. 4'-6" SQ. �- 5 10 ft. 13 ft. 6 12 ft. 15 ft. _ CONTROL JOINT 7 14 ft. 18 ft. a Co z F� INTERIOR FOOTING DETAIL F� INTERIOR FOOTING DETAIL ( H ) CONTROL JOINTS 8 16 ft. 20 ft. s/4•'-1'-0" a/a°=r-o" N.rs. ( hi ) - o THICKENED SLAB EDGE DETAIL o N 4 T Es o. 'Pay°F w s 0�9F y ims /STEPS° FSS�ONAL SEP 12 2018 SHEET NUMBER. F=3 DRAWN BY., N.HILL ENGINEER. B.COX N MBER 180747 From: Miranda Lewis To: CED Main Line Cc: Ted Wheeler Subject: HCI Steel Buildings Building Permit Ext. Request Date: Thursday,June 10,2021 12:25:43 PM Attachments: imaae001.ioa [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] H i, This email is to ask to please extend our building permit for an additional 6 months to complete construction. Location of building: 6310 188th ST. NE Arlington, WA 98223 Please let me know if you need anything else. Thanks, Miranda Lewis Pre-Eng Project Manager HCl Steel Buildings P: 360-403-4900 E: pre-engsales(@hcisteelbuildings.com HCl Online Resources: W: www.hcisteelbuildings.com FB: https://www.facebook.com/hcisteelbuildings/ YT: https://www.youtube.com/channel/UCdVrCZHpD-_QYbZCRzpJglw Office Location: Mailing Address: 6310 188th St. N E PO Box 912 Arlington, WA 98223 Mukilteo, WA 98275 z Z to O � � • rr X CD 1.0 r�rrlI a ° z � v Ir N ►'A a � a p rn 3 � 0 N P" Z CD z x � � � o Z n 00 CA rrt xz � vz � y �'J �..0 O nCD 0 0 hn on a tz z o �] v o a � otz C=7 cn O 'ti o• �; z O COz] ►� 7b0 0 CD O 3 Z c � y QrQ " 0CD tv 0 � y � 00CD co crq C o = Z NCD �uj CD r z C7 xCD 00 0 x r ,cti y z v N CD c z z n � � uz c o D r-- DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: Number APPLICANTS NAME Fir n me Last name PHONE nLim er Wq EMAIL email PRIMARY First name Last name PHONE number. CONTACT EMAIL email S TAX I.D.NUMBER Number PROJECT NAME Name PROJECT Description DESCRIPTION SITE ADDRESS Address g ITEM:DEFERRED ITEM Date Date c�ABC, ITEM :DEFERRED ITEM Date ate ITEM :DEFERRED ITEM Date Date ITEM :DEFERRED ITEM Date Date ITEM :DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date Date I hereby assume all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record Fli-st name Last emus Date .)site Signature Sirs. Owner First n e Last:iame Date Dme Signa re sign. el 2 2111age -' SPECIAL INSPECTION AND TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME FyW name, _Lj3 name PHONE number.� EMAIL ell i! I,�o '� Ne PRIMARY First.name Last r3aine PHONE nurn er CONTACT Ljkw�5' l EMAIL en. TAX I.D.NUMBER N,!nibs a PROJECT NAME Nai PROJECT Description DESCRIPTION Ire/'& SITE ADDRESS Addr , 3 �.t ell Before a permit can be issued: The owner,Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 11Page b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. Inspector I Click or tap hore to enter text, I Phone I Click or tap [iere to enter text, c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly resorts of tests and inspections directly to the City of Arlington,project Architect/Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance,unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.) shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 21 Page 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. STRUCTURAL STEEL (IBC 1705.2.1 &1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 &1705.12.2) XSOILS CONSTRUCTION (IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 a g e ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) -material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 41 Page Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Fi r Date Date Signature Sin - �'-� I- 7.)g Contractor First ra n L , C,Ai•J L' Date Date Signature Si 4-)7- -`Zu 19 ❑Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector First.name Last name Date Date Signature Sign ❑ Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector name First name Last name Scope of Work Work Inspector name First.name First name Scope of Work Work Inspector name First name First name Scope of Work Work Inspector name First naine First.name Scope of Work Work a Inspector name First ranee First name a Scope of Work Work Inspector name First name First name Scope of Work 'Work k Architect/Engineer of Record first name last name. Date Date. Signature Sign. Structural Observer First name Last name Date Date Signature Sign;. ❑Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. 5 1 rage ==I ra & ASSOCIATES . INC . GE' sF.:fjN''i" _N 1N_ERI;NG o ENVIRC- �v� ENTzAL _N N'EE IN.. C,'D N TR1 ''T4:-N TESTING & :NSrE`TiCN September 10,2019 K,A Proposal No.T197221 V Al., Pao I ofcle l Mr.Ted Wheeler Tel:(360)40',-4900 MCI STF L BUILfDINUS,LLC Cell:(2t)!i)35 3-t?i>65 17833 59"`Avettue NE,Suite C:At•ltngton, WA 4Ii223 .� 1:-1'[ail:tcdrz licisteelbuildin .<rs cott, c RE: PROPOSAL FOR CONSTRUCTION'I°t SI-Itic AND I SPEC.TION sF.tav1(-ES Proposed Project: HC1 Building 63"t Avenue N & 18Rth Street NF—Arlin-xton,Washin0lon Bear Mr. Wheeler: We greatly appreciate and thank you forthe opportunity to submit this Proposal and A-reetnent for Testing and Inspection services for the above referenced project, at the specific rates as stated below. Should you have any questions, please feel free to contact our office. We loot: forward to working with you. The fee charge for pre?jeeri u ride this Agreement are: Scope:Testing and Inspection Services Unit(s) Rate Estimated Total Soil Compaction Testing(I visit) 5 hours �T $80-00 S400.00 Proctor Value - - - I each S223.00 S225.00 Sieve Analysis I each S 125.00 $125.00 Moisture Content I each $25.00 $25.00 Structural Reinforced Concrete Inspection (I visit) 5 hours i S75.00 S 375.00 Compression Samples 5 each S22.00 51 10.00 Sample Pick Up I each $75.00 $75.00 Structural Steel Inspection (I visit) 5 hours $95.00 S475.00 Mileage(58 miles round trip) 232 miles S0.00 $0.00 Report Preparation(0_5 hour per report) 1.5 hours 560.00 S90.00 Project Management 2 hours Sl l().0() S220.00 Estimated Cost for Testing and Inspection Services I $2,120.00 • Prices are subject to change if this Agreement is not executed within thirty(30)calendar days. • Services will be performed on a"tine and materials" basis. Any total estimates provided are merely estimates and are not a guaranteed maximum price.A four(4)hour minimum charge applies to all inspection services and all inspections performed will be billed on a portal to portal basis unless specifically noted otherwise. Twelve (12) hours notice of cancellation required on all,jobs. Additional services requested in addition to the above will be billed at our cuaent rates. Acceptance of Krazan's proposal constitutes your agreement of Krazan commencing all work under our standard General Terms and Conditions, attached,and incorporated in full by this reference. Please review,sign, and forward all related forms to our office within seven (7)business days. All work is subject to credit approval and a retainer may be required prior to commencement of our services. The following items are included as an Attachment: ® Attachment A—Agreement for Engineering Consulting Services.Construction Observation,&Materials'Testing Sen4ces Respectfully subtni KRA CIA- S,INC. Jeffrey S. Opera ' n crer E-Mail: • 'mercera krazan.com With Twelve Offices Serving the Western United States 4303 19911 Street SW.I.s�tnwood.WA 98036•(425) tBS SS 1I1• Fax:(435)485-6837 -�� AGREEMENT FOR ENGINEERING CONSULTING SERVICES, CONSTRUCTION OBSERVATION AND MATERIALS TESTING SERVICES THIS AGREEMENT is mane bq and between KRAZAN X ASSOCIATES INC. hereirafter referred to as`Cons::Iiant and HCI Steel Buildings L.LC 178°3 59 Avenue NE,Suite C.Arlington,WA 98223 hereinafter referred to as"Client' This Agreement between the parties consists of the TERMS AND CONDITIONS(below) the attached PROPOSAL tilted"HCI Building, file number T 19722A'AL dated September 10,2019(-PROPOSAL),and any exhibits o• attachments cited in the PROPOSAL which are incorporated it full by this reference.Ths Agreement,executed in Lynnwood.WA,is effective as of the date this Agreement is countersigned by Krazan 8 Assoc-ales.Inc or the date on which Consultant initiates services as scheduled by Client.whichever occurs earlier The parties agree as follows 1.DEFINITIONS 1.1, Contract Documents- Plans,specifications,and agreements between Client and Contractor,including amendments,supplementary instructions,and change orders. 1.2.Contractor. The contractor or contractors,and including itsitheir subcontractors of every tier;retained to perform construction Work on the Project for which Consultant is providing Services under this Agreement 1.3.Day(s). Calendar day(s)unless otherwise stated 1.4.Hazardous Materials. The term Hazardous Materials means any toxic substances,chemicals radioactivity,pollutants or other materials.in whatever form or state, known or suspected to impair the environment in arty way whatsoever Hazardous Materials include but are not nmded!o.those substances defined,designated or listed in any federal,state or local law regulaton or ordinance concerning huza(dous wastes,toxic substances or pollution. 1.5, Services. The protessioral services provided by Consultant as set forth in this Agreement.as included in Consultant's PROPOSAL and any wntlen Change Order.Task Order or amendment to this Agreement and Consultants professional services as scheduled by Clients contractor through oral or written communication. 1.6.Work. The labor materials,equ pment ano services of the Contractor required to complete the Work described in the Contract Documens 1.7.Fee Schedule. Consultant's standard annual fee schedule unless project specific fee schedule is provided. 1.9 Inspection (or Observation). Visual determination of conformance wiln specdic or on the basis of Consultant's professional judgment, general requirements 1.9 Testing. ,Measurement,examination,performance of tests,and any other activities to determine the characteristics or performance of materials. 2.SCOPE OF SERVICES 2.1.Services Provided,Scheduling. Consultant will provide construction materials testing and inspection services as set forth in the PROPOSAL and any additional services requested by Client by oral or written request(Scope of Services) Client or their designatec agent shall cause all required tests and inspections of the site materials and work performed by their Contractor to be scheduled no less than one full work day prior to the time when Consultant is to perform their scheduled tests or inspections.No claims for loss.damage or injury shall be brought against Consultant by Client or any third party for tests or inspections no: performed due to inadequate scheduling notice provided to the Consultant by Client. 2.2.Changes in Scope. Client may request changes in the scope of services indentified in the PROPOSAL.Such changes,including any additional types of Work to be inspected and;or tested or any change in Consultants compensation or time of performances which may be requested in writing or orally and which are mutually agreed upon by Consultant and Client,will be incorporated in this Agreement All Services performed by Consultant on the Project are subject to the terms and limitations of this Agreement If Services are performed,but the parties do not reach agreement concerning modifications to the PROPOSAL Services or compensation,then the terms and limitations of this Agreement apply to such Services.except for the payment terms The parties agree to resolve disputes concerning modifications to scope or compensation pursuant to Section 15."Disputes. 2.3. Excluded Services. Consultant's Services under this Agreement include only those Services specified in the PROPOSAL. and those services subsequently requested by Client and agreed to by Consultant. Client expressly releases any claim against Consultant relating to any additional Services that Consultant recommended or that the project designer or Building Official required,but that Client either did not authorize or instructed Consultant not to perform 2.4.Authority of Consultant. Consultant will report observations and data to the Client and the General Contractor Consultant will report any observed work to the Client or Client's representatrve.which. in Consultants opinion does not conform with plans.specifications and codes applicable to the Project Consultant has no right or responsibility to approve,accept,reject or stop work of any agent of the Client 2.5. Variation of Material Characteristics and Conditions. Observations and standardized sampling. inspection and testing procedures employed by Consultant will indicate conditions of materials and construction activities only at the precise location and time where and when Services were performed Client recognizes that conditions of materials and construction actvites at other locations may vary from those measured or observed, and that conditions at one location and time do not necessarily indicate the conditions of apparently identical matenalis)at other locations and times Services of Consultant, even rf performed on a continuous basis.should not be interpreted to mean that Consultant is observing,verifying,testing or inspecting all materials on the Project Consultant is responsible only for those data interpretations,and recommendations regarding the actual materials and construction activities observed sampled inspected or tested.and is not responsible far other parties'interpretations or use of the information developed.Consultant may make certain rnferences based upon the information derived from itiese procedures to formulate professional opin ons regarding conditions in other areas. 2.6.Sampling,Inspection& Test Locations.Unless specifically stated otherwise the Services do not include surveying the Site or precisely identifying sampling, inspection or test locations. Sampling, inspection and test locations will be based on field estimates and information furnished by Client and its representatives.Unless stated otherwise in the report,such locations are approximate Consultant will take reasonable precautions to limit damage to the Project Site or Work due to the performance of Services,but Client understands that some damage may necessarily occur in the normal course of Services.and this Agreement does not include repair of such damage unless specifically stated in the PROPOSAL 2.7.independent Contractor.Consultant will perform Services under this Agreement as an independent contractor. 3.PAYMENTS TO CONSULTANT 3.1. Basic Services. Consultant wilt perform its services on a time and materials basis unless alternate payment terms are specifically stated in the PROPOSAL. 3.2.Additional Services.Any Services performed under this Agreement including increased hours or units for those Services expressly identified in the attached PROPOSAL,and any additionally requested inspection and/or testing tasks.will be provided on a time and materials basis at the rates established for the project unless olherwse specificaily agreed to in writing by botn parties. 3.3.Estimate of Fees,Testing and Inspection services are highly dependent on contractors'schedules weather,overlapping of work and many other factors. Client recognizes that changes in scope and schedule,and unforeseen circumstances Contractor performance and production of the Work can all influence the successful completion of Services within the estimated cost The provision of an estimate of fees or a cost estimate is not a guarantee that the Services will be completed for that amount Consultant's Services shalt continue on a time and materials basis to completion of the Services unless directed otherwise by Client Furthermore the provision of a-not to exceed'limitation is not a guarantee that the Services will be completed for that amount,rather,it indicates that Consultant will not incur fees and expenses chargeable to Client in excess of the"not to exceed'limitation amount without notifying Client in wrrtmg that the-not-to-exceed' amount has been reached and that Services will continue on a time and materials basis unless directed by Client to discontinue any further Services. Consultant Project Manager charges are above and beyond unit rates quoted. 3.41.Rates.Client will pay Consultant at the rates set forth in the PROPOSAL and Fee Schedule 3.4.1. Bilhria increments. A four 4 hour minimum,portal to portal charge per call, applies to all Consultants services Services beyond the initial minimum billing increment will be billed in increments of one(I nour(s)for the first 8 hours and at increments of one hour thereater for each day's Services for each assigned technician 3.4.Z Billing Rate Premiums. Services initiated between the hours of 7:04 a.m.and 4:00 p.m.will be performed at the standard rates presented in PROPOSAL and Fee Schedule, Services initiated outside of these hours will be billed at the appropriate rate plus a premium of 50 percent. Addili y. T197COM 201q,2WAL Page 1 of 4 ��`r,r. L ) ,i //,, T19T22V1lAL HCI Building COMT.docx �L�—RL=ttf�ase services rendered on Saturdays or in excess of 8 hours on any.week day will be oiled at time and a-haq the hourly rate Seances rendered on Holidays.Sundays Or in excess Of 8 hours on a Saturday or in excess of 12 hours or.any weekday will be charged at ooub:e the hourly ate _ate cancellation may be subject to reasonable charges if personnel cannot be appropriately reassicnec. 3 4.3 Changes to Rates Clien;and Consultant agree that the rates presented•n the PROPOSAL and the Fee Schedule are applicabie onli Ihrc.:gh Cecember 31 o!the year published,unless stated otherwise in the PROPOSAL and are subject to periodic review and amendment as appropnale to reflect Consultants ihen-current fee structure- Unless otherwise provided for in the PROPOSAL where projects are on-going beyond December 31 of the year the services were initiated,the rates presented in the PROPOSAL and Fee Schedule are subject to an annual cost dl bang adjustment based on Inc consumer price index for the geographic area where our services are being provided Notwithstanding the foregoing.where Prevailing Wage regulations apply Consultants labor rates are subject 10 revision based on determinations made by the governing agency P:here labor rates are increased during the course of the project Consultant s billing rates presented in the PROPOSAL and the Fee Schedule shall be increased proportionally wren respect to any mandated labor andlor benefits rate increases unless otherwise stipulated in the PROPOSAL In the event that the cost of fuel increases 10 percent or more over the course of the project a fuel surcharge may be imposed to recoup the added costs incurred by Consultant Consultant will give Client at least 3C days advance notice of any changes Unless Client objects in writing to the proposed arnended fee structure within 30 days of notification the amended fee structure will he incorporatec into this Agreement and will then supersede any prior fee structure If Client timely objects to the amended fee structure and Consultant and Client cannot agree upon a new fee structure within 30 days after notice.Consultant may terminate this Agreement and be compensated as set forth under Section 14."Termination- 3 4 4 Prevailing Wages Unless Client specifically informs Consultant in writing that prevailing wage regulations cover the Project and Client provides Consultant with the applicable Determination that includes Clients Services and the Scope of Services identifies it as covered by such regulations.Client will reimburse defend, indemnify and hold harmless Consultant from and against any liabraty resulting from a subsequent determination that prevailing wage regulations cover the Project,including all costs fines and attorneys'fees 3.5 Expenses.Miscellaneous out-of-pocket charges.such as parking,e:r fare,car'equipmenl rental,mailing,shipping.subcontractor charges.etc,will be charged on a cost plus overhead oasis On remote jobs or at fabrication facilities subsistence,when not furnished will be an additional charge 3.6.Payment Timing;Late Charge.Consultant will submit invoices to Client periodically,but no more frequently than every two(2)weeps.All invoices are due and payable upon receipt. Upon Consultant's approval of Client for 30-day payment terms Client shall pay undisputed portions of each progress invoice within thirty i30)days of the date of the invoice The invoice amounts shall be presumed to be correct unless Client notifies Consultant in writing If Client objects to all or any portion of any invoice.Client will so notify Consultant in writing within fourteen(14)calendar days of the invoice date,identify the cause of disagreement and promptly pay when due that portion of the invoice not in dispute The parties will immediately make every effort to settle the disputed portion of the invoice In the absence of written nob6cauon described aoove,the balance as stated on the invoice will be paid. Payment thereafter will first be applied to accrued late payment charges interest on unpaid undisputed charges and then to the unpaid principal amount Consultant reserves the right toapply payments to Client's outstanding invoices from oldest to most recent regardless of project or invoice designation on checks received.All amounts unpaid when due will include a late payment charge from the date of the invoice.at the rate of 1.1124:per month or the highest rate permitted by law on the unpaid balance from the invoice date until the invoice is paid Consultant reserves the right to require payment in full on any and all invoices on Ci:ent's account regardless of project prior to releasing field notes,laboratory test data.photographs.analyses andlor reports All undisputed amounts due to Consultant by Client shall be paid in full prior to Consultants release of final reports or other required forms of certified or verified reports If the account becomes delinquent,the Client will reimburse Consultant for all time spent and expenses(including fees of any attorney, coliectior,agency andlor court costs)incurred in connection with collecting any delinquent amount. Consultant shall not be bound by any provision or agreement concittontng Consultant's right to payment upon payment by a third pary in the event of a legal action for invoice amounts not paid,attorneys fees.court costs and other related expenses shall be paid to the prevailing party. Clients failure to pay Consultant when due the failure to pay will constitute a substantial failure of Client to perform under this Agreement and Consultant will have the right to stop all current work and withhold letters,reports,or any verbal consultation until the invoice is paid in full. In the event that Client fails to pay Consultant within sixty(60j days after any invoice is rendered,Client agrees that Consultant will have the right to consider the failure to pay Consultant's invoice as a breach of this Agreement if the Client requests back-up data or changes to the format of the standard inl an administrative fee of S100 per invoice maybe charged plus S 1 per page of back-up data 4.STANDARD OF PERFORMANCE;DISCLAIMER OF WARRANTIES 4.1 Professional Standards.Subject to the limitations inherent in the agreed Scope of Services as to the degree of care the amount of lime and expenses to be incurred,and subject to any other limitations contained in this Agreement.Consultant will perform the Services consistent with that level of care and skill ordinarily exercised by other professionals providing similar services in the same locale and under similar circumstances at the time the Services are performed No other representation and no warranty or guarantee,express or implied,is included or intended by this Agreement or any repor,,opinion,document or other instrument of service. 4.2.Level of Service.Consultant offers different levels of construction observation,inspection and materials testing Services to suit the desires and needs of different clients. Although the possibility of error can rover be eliminated, more detailed and extensive Services yield more information and reduce the probability of error,but at increased cost Client must determine the level of Services adequate for its purposes Client has reviewed the PROPOSAL and has determined trial it does not need or want a greater level of Services than that specifically identified in the PROPOSAL 4.3.No Warranty.Client recognizes the inherent risks connected with site development and construction activities,and understands when signing that those risks are not entirely eliminated through the services of Consultant Consultant's tests and observations of the Work are not a guarantee of the quality of Work and do not relieve other parties from their responsibility to perform their Work in accordance with applicable plans.specifications and requirements Therefore. in signing this Agreement the Client understands that Consultant neither makes nor intends a warranty or guarantee express or implied,of any type nor does it create a fiduciary responsibility to Client by Consultant. S.CONTRACTOR'S PERFORMANCE Consultant is not responsible for Contractor's means methods,techniques or sequences during the performance of rs Work Consultant will not supervise or direct Contractor's Work,or be liable for any failure of Contractor to complete its Work in accordance with the Projects plans.specifications and applicable codes,laws and regulations Client understands and agrees that Contractor not Consultant,has sole responsibility for the safety of persons and property at the Project Site Consultant shall not be responsible for job site safety or the evaluating and reporting of job conditions concerning health,safely or welfare 6.CLIENT'S RESPONSIBILITIES In addition to payment for the Services performed under this Agreement,Client agrees to 6.1.Access. Grant or obtain free access to the Project Site for all equipment and personnel necessary for Consultant to perform its Services under this Agreement 6.2.Relevant Information.Supply Consultant with all Information and documents relevant to Consultant's Services. Consultant is entitled to rely upon such information without verifying its accuracy-Client will notify Consultant of any known potential or possible health or safety hazard regarding the materials to be tested.including its intended use,chemical composition.relevant MSDS manufacturers specifications 3no Irteralure.and any previous test results. 6.3.Project Information.Client agrees to provide Consultant within 5 days after written request,a correct statement of the recorded legal title to the property on which the Project is located and the Client andlor Owner's interest therein and the identity and address of any construction lender 7.CHANGED CONDITIONS If Consultant discovers conditions or circumstances that it had not contemplated at the Commeticement of this Agreement(-Changed Conditions),Consultant will notify Client in writing of the Changed Conditions Client and Consultant agree that they wil then renegotiate in good faith the terms ane conditions of this Agreement If Consultant and Client cannot agree upon amended terms and conditions within 30 days after notice.Consultant may terminate this Agreement and be compensated as set forth in Section 14,'Termination-' ALLOCATION OF RISK 8.1. Limitation of Liability. The total cumulative liability of Consultant. its subconsultants and subcontractors,and all of their respective shareholders, directors, officers, employees and agents (collectively"Consultant Entities') to Client and its successors and all parties included as additional insured on Consultant's insurance policies and all of their respective shareholders,directors,officers,employees and agents(collectively"Client Entities')arising fro or relating to Services under this Agreement,including attorney's fees due under this Agreement,will not exceed the gross compens;7, by Co Rant COMT20f9.2 Page 2 of 4 T19722WAL HCI Building COMT.docx —Please irliba!' under tnis Agreement or five Thousand dcliaLs(55.000 00)whichever is g-eater,provided.however that such liability is further limited as described below.This limn it.an aggregate limit wth respect to all services on the project whe!her provided under this.prior or subsequent agreements, unless modified in wrtirg agreed to and signed by authorized representatives of the parties This limitation applies 10 ail lawsuits claims or actions that allege errors or omissions it tonsultant s Services,wliether alleged to arise in tort.contract.warran!y.or other'egal theory.Upcn Clients wntler request Consultant and Client may agree Ic increase the limitation to a greater amount it exchange for a negoliated increase in Consultant's fee provided that they amend this Agfeement in wm ing as provided in Section 16 Consultant Entities and Client Entities also agree ttiat the Client Entities wit, not seek damages in excess of the limitations indirectly through suits with other parties who may join Consultant as a third-party defenoant 8.2. Indemnification. Client will indemndq defend and hold harmless Consultant, its subconsultants and subcontractors and all of their respective shareholders, directors, officers employees and agents icollectivety "Consultant Entities') frorr and against any and all claims suds. liabilities. damages expenses(including without limitation reasonable aVorney's fees and costs of delersei or other losses tcollectively"Losses';except to the extent caused Jy the sole negligence of Consultant. In aidditron, except to the extent caused by Consultant's negligence. C!ienl expressly agrees to defend indemnify and hc!o harmless Consultant Entities from and against any ana all Losses arising from or related to the existence.disposal release,discharge,treatment or transportation of Hazardous hilatenals,or the exposure of any person to Hazardous Materials,or the degradation of the environment due to Pie presence discharge disposal, release of or exposure to Hazardous Material 8.3.Consequential Damages.Neither Client nor Consultant will be liable to the other for any special.consequential incidental or penal losses or damages of whatever nature includine but not limited to losses.damages or claims related to the unavailability of property or facilities.shutdowns or service mterrupl ors loss of use.loss of profits.toss of revenue or loss of inventory.or for use chatoes.cost o1 capital,o•.claims of the other party andlor Its customers which may arse directly or indirectly as a result of the Services provided by Consultant un-der this Agreement 8.4. Continuing Agreement. The provisions of this Section S.'Allocation of Risk'will survive the expiration or lcrnimation of this Agreement. If Company provides Services to Client that the parties do not confirm through execution of an amendment to this Agreement,the provisions of lh,s Section 8 will apply to such Services as if the parties had executed an amendment 8.5.No Personal Liability.Client and Consultant intend that Consultants Services•rrirl not subject Consultant's individual employees,officers or directors to any persona;liability,Therefore,and notwithstanding any other provision of this Agreement,Client agrees as its sole antl exclusive remedy to direct or assert any claim demand or suit only against the business entity identified as'Consultant or,the first page of this Agreement. 9.INSURANCE 9.1. Consultant's Insurance. Consultant carries Statutory Workers' Compensation and Employer's Liability Insurance Commercial General Liability Insurance for bodily injury and properly damage Automobile Liability Insurance,including liability for all owned hired and non-owned vehicles,and Professional Liability Insurance Certificates of insurance can be furnished upon wntlen request but may not be processed unless accompanied by a signed Agreement Client agrees not to withhold payment to Consultant for Client's failure to make such a timely request and such requests may not be honored if made after final completion of authorized Services.Additional charges may apply for Waiver of Subrogation and Additional Insured Endorsements Consultant assumes the risk of damage caused by Consultant's personnel to Consultant's supplies and equipment. 9.2.Contractor's Insurance.Client shall require that all Contractors and subcontractors for the Project name Consultant as an additional insured under their General Liability and Automobile Liability insurance policies. It Client is not the Project owner.Client will require the Project owner to require the owners Contractor to purchase and maintain General Liability.Builder's Risk,Automobile Liability.Workers Compensation and Employers Liability insurance with limits no less than as set forth above,and to name Consultant and its subcontractors and subconsultants as additional insureds on the General Liabdny insurance Upon request,Client will provide Consultant with certificate(s)of insurance evidencing the existence of the policies required herein 10.OWNERSHIP AND USE OF DOCUMENTS 10.1. Use of Documents Documents prepared by Consultant are solely for use by Client and will not be provided by either party to any other person or entity other that,the project Architect,Structural Engineer General Contractor and Building Department,without Consultants prior written consent. 10 1 1 Use by Client Client,has the right to reuse the Documents for purposes reasonably connected with the Project for which the Services are provided,including without limitation design and licensing requirements of the Project. 10 12. Use by Consultant.Consultant retains the right of ownership with respect to any patentable concepts or copyrightable materials arising from its Services and the right to use the Documents for any purpose 10.2.Electronic Media.Consultant may agree at Clients request to provide Documents and information in an electronic format as a courtesy.However,the paper original issued by Consultant will remain the final documentation of the Services 10.3. Unauthorized Reuse. No party other than Client may rely, and Client will not represent to any other party that it may rely on Documents without Consultant's express prior written consent and receipt,of additional compensation-Client will defend indemnify and hold harmless Consultant from and against any claim,action or proceeding brought by any party claiming to rely upon information or opinions contained in Documens provided to such person or entity, published,disclosed or referred to without Consultants prior written consent. 11.SAMPLES Consultant will dispose of all samples coiiected during the construction phase of the project immediately upon completion of testing Upon request received prior to the initiation of testing Consultant will deliver samples to the Client or wll store them for an agreed delivery or storage charge All samples shall remain the property of the Client and,in the absence of evidence of contamination Consultant shall dispose of samples for the Client. Client shall be responsible for and promptly pay for the removal and lawful disposal of all contaminated samples and hazardous materials and other hazardous substances,unless othenise agreed in writing 12.ASSIGNMENT AND SUBCONTRACTS During the term of this Agreement and following its expiration or termination for any reason.neither party may assign this Agreement or any right or claim under it,in whole or in part.without the prior written consent of the other party.except for an assignment of proceeds for financing purposes Any assignment that fails to comply with this paragraph will be void and of no effect Consultant may subcontract for the services of others>+nthoul obtaining Client's consent if Consultant deems it necessary or desirable for others to perform certain Services 13.SUSPENSION AND DELAYS 13.1.Procedures.Client may.at any time by 10 days written notice suspend performance of all or any part of the Services by Consultant Consultant may terminate this Agreement if Client suspends Consultant's Services for mere than 60 days ano Client will Pay Consultant as set forth under Section 14. Termination.` If Client suspends Consultant's Services,of if Client or others delay Consutant's Services.Client and Consullan!agree to equitably adjust:(1) the time for completion of the Services;and(2)Consultant's compensation in accordance with Consultant's then current Fee Schedule for the additional tabor, equipment,and other charges associated with maintaining its workforce for Client's benefit during the delay or suspension,or charges incurred by Consultant for demobilization and subsequent remobilizaticn 13.2.Liability.Consultant is not liable to Client for any failure to perform or delay in performance due to circumstances beyond Consultant's control,including but not limited to pollution, contamination, or release of hazardous substances,strikes, lockouts- nots wars. fires flood explosion. "acts of God,' adverse weather conditions,acts of government.labor disputes,delays in transportation or inability to obtain material and equipment in the open market 14.TERMINATION 14.1. Termination for Convenience.Consultant and Client may terminate this Agreement for convenience upon 30 days written notice delivered or mailed to the other party. 14.2,Termination for Cause.In the event of material breach of this Agreement,the non-breaching party may terminate this Agreement if the breaching party fads to care the breach within S days following delivery of the non-breaching party's written notice of the breach 10 the breaching party The termination notice must state the basis for the termination.The Agreement may not be terminated for cause if the breaching patty cures the breach within the 5-day period. 14.3.Payment on Termination.Following termination other than for Consultant's material breach of this Agreement.Client will pay Consultant for Services performed prior to the termination notice date,and for any necessary Services and expenses incurred in connection with the termination of the Project,including but not limited to.the costs of completing analysis,records and reports necessary to document job status at the line of termination and costs assoaaied w1h termination of subcontractor contracts in accordance with Consultants then current Fee ScheduleCOM / 1 20 Page 3 of 4 T197 mod' �.,el T19722WAf1L HCf Building COMT.daex —s Please initial 15.DISPUTES 15.1. Mediation.All disputes between Consultant and Client except Incise involving Client's failure to pay undisputed invoices as provided herein and excluding Consultants perfection of any mechanic's lien are subrect to medkltrdn. Either party may demand mediation by serving a written notice staling the essential nature of the dispute,amount of time or money claaned,and requiring that the matter be mediated within 45 days of service of notice Tne mediation shall be administered by the American Arbitration Association or by such other person or organization as the parties may agree upon,in accordance with the rules of the American Arbitration Association. 15.2. Precondition to Other Acton.No action or suit,except those involving Clients failure to pay undisputed invoices as provided herein and excluding Consultants perfection of any mechanic's lien,may be commenced unless the mediation did not occur within 45 days after service of nonce:or the mediation occurred but did not resolve the dispute:or a statute of limitation would elapse if suit was not filed prior to 45 days alter service of notice, if the matter is referred to arbitration,the arbitration shall be conducted in Snohomish County,Washington The arbitrator shall be appointed within 60 days of the arbitrators'receipt of a written request to arbitrate the dispute. The arbitrator shall be authorized to provide all recognizable remedies available in law or equity for any cause of action that is the basis of the arbitration(to the extent such remedy is not otherwise precluded under this Agreement),provided that(i)the arbitrator shalt riot have the authority to award punitive damages.and(ii)each party shall bear its own costs and attorney's fees related to the arbitration. 15.3.Choice of Law,Venue.This Agreement will be construed in accordance with and governed by the laws of the state of Washington Except for actions, such as for enforcement of mechanic's liens,which are required by statute to be brought in a specific venue,or unless the parties agree otherwise any mediation or other legal proceeding will occur in Snohomish County.Washington Client waives the right to have the suit brought,or tried in,or removed to any other county or iudicral jurisdiction.The prevailing party will be entitled to recovery of all reasonable costs incurred,including court costs.reasonable attorney's fees. and other claim related direct expenses. 15.4,Statutes of Limftations.Any applicable statute of limitations will be deemed to commence running on the earlier of the date of substantial completion of Consultant's Services under this Agreement or the date on which claimant knew.or should have know(,,of fads giving rise to its claims. 16.MISCELLANEOUS 16.1.Integration and Severabithy.This Agreement reflects the entire agreement of the parties with respect to its terms and conditions.and supersedes all prior agreements.wnether written or oral If any portion of this Agreement is void or voidable.Such portion will be deemed stricken and the Agreement reformed to as closely approximate the stricken portions as the law allows.If any of the provisions contained in this Agreement are held ittegal,invalid,or unenforceable, the enforceability of the remaining provisions will not be impaired. 16.2.MocliTcation of This Agreement.This Agreement may not be modified or altered,except by a written agreement signed by authorized representatives of both parties and referring specifically to this Agreement. 16.3. Notices. Any and all notices,requests, instructions,or other communications given by either party to the other must be in writing and either hand delivered to the recipient or delivered by first-class mail with return receipL(poslage prepaid)or express mail(billed to sender)at the addresses given in this Agreement 16.4.Headings.The headings used in this Agreement are for convenience only and are not a part of this Agreement 16.5.Waiver.The waiver of any term,conditions or breach or this Agreement will not operate as a subsequent waiver of the same term condition or breach. One or more waivers of any term,condition or covenant by either party shall not be construed as a waiver of any other term,condition or covenant 16.6. Survival. These terms and conditions survive the completion of the Services and/or the termination of this Agreement. whether for cause or for convenience. 16.7. Warranty OfAuthodry To Sign,Personal Guarantee The person signing this contract warrants that he/she has authority to sign on the behalf of the Client for whose benefit Consultant's services are rendered. If such person does not have such authority.he/she agrees that he?she is personally liable for obligations under this Agreement and all breaches of this contract and that in any action against him Ter for breach of such warranty,reasonable attorney's fees shall be included in any judgment rendered.Further.if Client fails to perform and is in breach of this Agreement the person signing this Agreement agrees that he/she is personally liable for obligations under this Agreement and all breaches of this contract and that in any action against him/her for breach of such warranty.reasonable attorney's fees shall be included in any judgment rendered. 16.8.Precedence.These Terms and Conditions take precedence over any inconsistent or contradictory provisions contained in any other agreement term, proposal.purchase order.requisition,notice to proceed,or other document regarding Consultants Services. 16.&Incorporation of Provisions Required By Law. Each provision and clause required by law to be inserted in this Agreement is included herein,and the Agreement should be read and enforced as though each were set forth in its entirety herein. 17.ENTIRE AGREEMENT This Agreement between the parties consists of these Terms,the PROPOSAL by the Consultant,and any exhibits or attachments noted in the PROPOSAL, Together,these elements will constitute the entire Agreement superseding any ano all prior negotiations,correspondence.or agreements either written or oral. The Parties have read the foregoing.understand completely the terms,and willingly enter into this Agreement. This Agreement was developed to be fair and reasonable to both parties. The terms of this Agreement will prevail over any different or additional terms in Client's purchase order or other forms provided by Client to Consultant as part of the authorization process unless agreed in writing by Consultant. The parties acknowledge that there has been an opportunity to negotiate the terms and conditions of this Agreement and agree to be bound accordingly. Consultant's acceptance of this Agreement is pending credit review and a retainer fee may be required _,� cClient: H{ISrt:rt Bttt.trtNt;sLLC Consul(ant- 9,N �guc Slgtial re Date Sigiil� Bate Je.freE y S.lAcircor Name(Please rintj Name(Please Print) /M 0mrStlions Vlanuecr Title carter 2019.2 Page a of 4 T19722WAL HCl Building COMT.docx \__ Please ini Permit#: 2579 Permit Date: 05/30/19 Permit Type: COMMERCIAL BUILDING Project Name: HCI Steel Buildings New Construction Applicant Name: HCI Steel Buildings, LLC Applicant Address: 17833 59th Ave NE Ste C Applicant, City, State, Zip: Arlington,WA 98223 Contact: Ted Wheeler Phone: 206-383-0665 Email: ted@hcisteelbuilding.com Scope of Work: Commercial New Valuation: 1631760.00 Square Feet: 18500 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: CIC Permit Issued: 09/17/2019 Permit Expires: 03/15/2020 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052200100400 6310 188TH ST NE WHEELER TED& 300 INDUSTRIAL/ EWA MANUFACTURING Contractors Contractor Primary Contact Phone Address Contractor Type License License# HCI Steel Buildings Ted Wheeler 360-403-4900 17833 59th CONSTRUCTION HCISTSB864DE Avenue NE,#C CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 04/06/2023 C20.BUILDING Fire Final 04/10/2023 04/14/2023 BUILDING Not FINAL Completed 04/27/2022 C20.BUILDING Final downspout paint 04/28/2022 04/29/2022 BUILDING Approved FINAL 11/16/2021 C20.BUILDING Final fire 11/17/2021 11/17/2021 BUILDING Not FINAL Completed 05/04/2020 R03. 05/04/2020 BUILDING Approved FOUNDATION/SLAB Plan Reviews Date Review Type Description Assigned To Review Status 05/30/2019 COMMERCIAL BUILDING BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $11,692.33 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $8,789.62 Traffic Mitigation-SF Single Family $36,905.00 Total $57,436.95 Attached Letters Date Letter Description 09/12/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/17/2019 HCI check#8108 Launa Black $57,436.95 Outstanding Balance $0.00 Notes Date Note Created By: 08/16/2023 Pending items and dedication to be completed prior to CO issuance. Kristin Foster 05/07/2020 Revisions approved per KO.Emailed applicant for approved plan pickup Raelynn Jones 05/04/2020 Received revised shop drawings.Routed for review Raelynn Jones 04/30/2020 Received revised foundation plans/calculations.Routed for review. Raelynn Jones 01/03/2020 Received revised submittal for post removal. Kristin Foster 05/30/2019 Permit Management:Stacy Smith 425-238-6324 stacy@stacysmith.net Raelynn Jones Uploaded Files Date File Name 05/04/2020 6607498-191158 Revised Calcs Wing Building,pdf 05/04/2020 6607499-191158 Revised HCI Shop Drawings.pdf 09/17/2019 5616553-2579 Issued Permit.pdf 05/30/2019 5132247-HCI Building Permit App.pdf 05/30/2019 5132248-HCI Building Plan.pdf 05/30/2019 5132249-HCI Drainage Repgrt 7.01.18.pdf 05/30/2019 5132250-HCI Foundation.pdf FOUNDATION NOTES 1. and smaller-49 bar a 1. Design Information and Loads � diameters 9 vii.Horizontal wall reinforcing shill terminate at the ends of wills with a 90 degree slab for any specific concentrated forces such as those from vehicles,stooge v. Walls-Not required(IBC 1705.3 Exception 4) n A.Foundation design in accordance with 2015 International Building Code using the 2.ir7 and larger-76 bar diameters hook plus a 6 bar diameter extension,unless shown otherwise. racks,a henry equipment(unless noted otherwise), A.Anchor rods Required( ) p reactions provided by the metal building manufacturer for the following design b.fir=4nd mall or greater viii.Horizontal wall reinforcing shall be continuous through construction and control F.Welding of rebar is not allowed unless specifically indicated in the drawings. All rods/bolts-R unreel IBC Table 1705.3 Special inspection may be �;n criteria. 1./6 and smeller-38 bar diameters pints. 9 waived subject to the approval of the building official. ca B.Ground Snow Load..................25 psf 2./7 and larger-60 bar diameters ixi.Splices in horizontal reinforcement shall be staggered.Splices in two curtains enbedments,reinforcing,and dowels shall be securely tied to framework or to B.Steel Reinforcement Roof Snow Load...................25 psf c.Increase la ice lengths b 50%where epoxy coated bars are used. 99 adjacent reinforcing prior to placement of the concrete.Tack welding of rebar joints W o = D •• P 9 Y eP Y (where used)shall not occur in the same location. in grade beams,walls,or cages is not allowed.Where welding of rebar is shown in i.Placement-Third party special inspection of reinforcing placement need only be V 4 C.Roof Collateral Load.................5 psf iii.Stagger splices in walls so that no two adjacent bars are spliced in the same x.Use chairs a other support devices as required for proper clearance. the drawings,all rebar to be welded shall be ASTM A706 Grade 60. Performed where specifically required by the building official. D.Wind Speed........................115 mph location,unless shown otherwise. A.Rebar hairpins shall be centered in slabs and shall be wire tied to the slab ii.Welding-Special inspection of rebar welding is required(if any is used). o Exposure........................ C iv.Make all bars continuous around comers or provide comer bars of equal size reinforcing(if any).Rebar hairpins shall be continuous through walls and piers; 5. $PeCld Inspections O1 E Sp3.....:.,._.,......:......... 0.755 and spacing. lap splices in hairpins may only occur in the floor slab unless noted otherwise. 6. MiSCeIl00eWS W W a A.Concrete >F.SDC...: .... ............ D v.Where 12 inches or less of fresh concrete is placed below horizontal reinforcing C.contrd 'pints in slabs on grade are recommended to control cracking.See pions for A.M The contractor shall notify engineer of any variations in dimensions. � G.Frost Depth.....................1.1'-6" lap splice length may be reduced by 3OX control 'pint spacing and details. i.Spot Footings-Not required(IBC 1705.3 Exception 1) B.The engineer is not responsible for an deviations from these plans unless such ♦� ,� 9 P y o vi.Vertical bars m wills,grade beams,and piers to terminate in footings with ACI D.Slabs and grade beams shall not have joints in a horizontal plane.All reinforcement if.Continuous Ftgs.-Not required(IBC 1705.3 Exception 2.3) changes are authorized In writing by the engineer. Z v o 2 Mezzanine DesignCriteria standard hooks(12 bar diameters)to within 4"of the bottom of the footing Z U 9 shall be continuous through all construction joints. li.Slabs-Not required(IBC 1705.3 Exception 3) unless noted otherwise. A.Mezzanine design is in accordance with 2015 International Building Code. E.Floor slob thickness and reinforcing shown in these drawings are adequate to iv.Grade Beams Not required(IBC 1705.3 Exception 4) a o B.Floor Live Load............. 100 psf(Light Storage) support typical uniform loads only.Mountain View Engineering has not designed the F. e C.Floor Dead Load................ 50 psf Z W m C.Wind Load............... N.A. D.Seismic Load 4 s O 10 = W Importance Factor IE............. 1.0 I Q z r Site Class................... D 60'-0" ♦♦��� Spectral Coefficients v/ E SOS...................... 0.755 Zt SDI........... ...... 0.431 71'-0" 1T-6° 25'-0" 17'-6" LLJ �_ m Seismic Design Category........... D 79'-0" d Seismic Force Resisting System....,.. OSMF,OSCBF Response Modification Factor R....... 3.5,3.25 Analysis Procedure.............. Equivalent Lateral Face Procedure 4" Fa 4" N 3. EarthworkA F7 A.R. FB FB A.R. F7a A.Foundation Design Values(assumed) _ L Allowable Soil Bearing Pressure-1500 psf R.Coefficient of Friction-0.25 � if.Passive Earth Pressure-200 psf/ft of depth d z B.The balding pod area shall be stripped of all frozen sot,debris,vegetation,and CD I u, topsoil.All fill soils and any remaining loose natural soils shall be excavated to I n expose suitable natural soils. I #4 HAIRPIN WITH 6'-0" F4 C.Proof roll the entire building pad area to locate and remove all soft spots.Replace with compacted structural fill. a I LEGS(TYP. AT ALL F7, F8, D.Place all footings and slobs on undisturbed naturd soil or on properly compacted © / F9, & F12 FOOTINGS) \ tD structural fill. Contractor shall verify that soil under footings is suitable to support footings. E.Structural Fill: Structural fill should consist of well-graded sandy gravels with a Z maximum particle size of 3 inches and 5 to 15 percent fines(materials passing the No.200 sieve).The liquid limit of fines should not exceed 35 and the plasticity index should be below 15.All RI soils should be free from topsoils,highly organic material,frozen soil,and other deleterious materials.Structural fill should be placed o 0 in maximum 8-inch thick loose lifts at a moisture content within 2 percent of optimum and compacted to at least 95 percent of modified proctor density(ASTM ® I \ I Ir p O J D1557)under the building and 90 percent under concrete flatwork. o to Q H J F.It is the responsibility of the contractor to ensure that the depth of the bottom of 0 U) the foundation is for enough below the adjacent grade to ensure �— V m Z 5 HAIRPIN WITH 8'-0" LEGS adequate host protection. \ (TYP. AT ALL F2, F4, F5, F6, / ZZ W X Z 4. Concrete and Reinforcement F4 & F10 FOOTINGS) I 00 Q A.Material Standards o #4 HAIRPIN WITH ) Z LL i.Concrete a.Footings: Exposure Classes FO,SO,WO,CO F o - I 6'-0" LEGS I Q C Z m fir=3000 p.s.i.,max.w/cm ratio=0.55 4" -4 1 a I ~ 4. O W b.Exterior Walls: Exposure Classes F1,SO,WO,Ct I F 4" Q fir=3500 p.s.i.,max.w an ratio=0.55 o Fg rL A.R. Fs F5 / Ft O -4 Z = ca c.Interior Wals: Exposure Classes FO,SO,WO,CO 1 I)I-- o r 1 _ STEEL FS - F2 A•R• F4 j y Jca fir=3000 p.s.i.,max.w/cm ratio=N.A. N —— LINE /. — g C.) Ix V d.Interior Slabs: Exposure Classes Fl,SO,W'0,CO "'- ��� �' `� n J / —————�" — /�I———————I LLL, = Q = fc=3500 p.s.i.,max.w/cm ratio=0.55 0 I / \ / \ /L #5 HAIRPIN WITH L J /,� TL_J L� e.Air content for Exposures F1-F3 must meet the requirements of Table o - / \�12'-0" LEGS / \ G3 W G3 19.3.3.1 of ACI 318-14.Air-entraining admixtures shall conform to ASTM I I - / 2 ct CD C260rZ f.The cement type for Exposures Sl-53 must meet the requirements of Table `� I o I W z 19.3.2.1 of ACIp318-14 Cement shall conform to ASTM C 50 I 8'-0" 52'-0" #5 HAIRPIN WITH 04 I cw 2 0 0 g.Calcium Chloride admixture shall not be used in Exposures S2 and S3 Ftt 8'-0" LEGS I v h.Normal weight aggregates-ASTM C33 E if.Reinforcing r a.Rebar-ASTM A615 Grade 60(Fy=60 ksi) I - I b.Welded wire-ASTM A1064 #4 HAIRPIN WITH 4'-0" rj 10 L_J c.Epoxy-Simpson SET-XP(ICC-ES ESR-2508),Hilti HIT-HY 200(ICC-ES - _ I LEGS (TIP. AT ALL F3, - - _- - -- t4 F3 ESR-3187),or Powers Fasteners PE1000+(ICC-ES ESR-2583) I &F11 FOOTINGS) o iii.Anchor Rods/Bolts o o o a.Steel column anchor rods/bolts-ASTM F1554 Grade 36 with ASTM A563 I 6" CONCRETE SLAB WITH CONTROL JOINTS, FIELD o �Q F4 1 heavy hex nuts and hardened washers.Unless noted otherwise. I 6x6 W1.4xW1.4 WWM ON LOCATE, SEE DETAIL A b. Wood framing anchors-ASTM A307 with A36 plate washers Ftt 4" GRANULAR BASE ON SHEET F-4 AND I Q g c.Headed stud anchors(HSA)-ASTM A108 1 — a w d.Deformed NOTE 3C THIS SHEET rmed bar anchors(DBA)-ASTM A496 �— o_ e.Expansion anchors-Simpson Strong-Bolt 2(ICC-ES ESR-3037),Hilt! vti Kwik i = I Dr a` Bolt TZ(ICC-ES ESR-1917),or Powers Fasteners Power-Stud+SD2(ICC-ES F I \ L—J o ESR-2502) _ _ ___ 14 F3 2 f.Screw Anchors-Simpson Titen HD(ICC-ES ESR-2713),Hilti Kwik HUS-TZ o _4 I -— --- I O -C is d (,CC-ES ESR-3027),or Powers Fasteners Wedge-Bolt+(ICC-ES ESR-2526) I I o - a m CD g.Use of hooked anchor rods/bolts is limited under the ACI and the IBC. CD I Headed anchor rods/bots must be used where indicated in the details. h. The symbols FE A.R.A A.B.as shown in the drawings indicate the center line \_ / ro anchor rod/bolt pattern,not the center line of any individual anchor G _____w�___ RVA______- _ _- /A______- /�___— -F\ /�-- f v�lL_———— o rod dt. ———— v �/ __ L/ 726'-0' JB.Detal reinforcing to comply with ACI 315"Manual of Standard Practice for Detailing F9 Reinforcing Concrete Structures and the Concrete Reinforcing Steel Institute(CRSI) FS FSFSFSrecommendations. Fi.Minimum clear concrete cover for reinforcement shall be as follows unless noted F4 otherwise: 27'-0" 26'-0" 26'-0" 0 L1 a.Concrete cast direct) a ainst and ermanentl ex osed to earth-3" 26'-0" 26'-0" 26'-0" PWA Y 9 P Y P2T-0" 0 o b.Concrete exposed to weather or earth: 1.t5 bars or smaller-1� Q 2.16 bars a larger-2" 210'-0" c.Concrete not exposed to weather or in contact with the ground d.Slabs on grade-as shown in details,r min.from top of slabs not exposed 1 2 8 oFFs6 G to weather ii.Lap Splice Lengths with 1} minimum clear cover a.fir=2500-3500 p.s.i. OFFIC OPY JAx az zaza CITY OF ARLINGTO SHEET NUMBER: BUILDING DEPARTMENT REVISED F' INDICATES FOOTING DETAIILICABLE FOUNDATION & ANCHOR ROD PLAN APPROVE" " D SCALE: 3/32 = 1'-0 DATE BY l� NO ANGES AUTHORIZED Fml UNLESS APPROVED BY THS Received BUILDING INSPECTOR JAN 0 33 2020 _ _. `f.S•I DRAIN By. I J.P. EN(;iNEER: I J.LARSEN N 191158 '3 1�3 6'-0" 5-6y 4'-0" 3' 2" 2'-4" 2' co - 7'-0" V-0" 4 LU 3'-6" 3'-6- > LU> #4 HAIRPIN WITH r- — — — — -i US 4" 6'-0" LEGS -- / wo o\ cc z 0 ck� B 3"x3"xr PLATE coo) z LU S). 10" WASHERS D LU 0 z F o A.R. 9 Fl L z 0 0 A.R. cy 12 0 0 ------ A.R. 3"x3"xj" PLATE A A #5 HAIRPIN WITH 3"x3"xi" PLATE WASHERS WASHERS #4 HAIRPIN WITH 8'-0" LEGS LINE 4'-0" LEGS _STEEL 3"x3"xj PLATE WASHERS o A.R. #5 HAIRPIN WITHL 8'-0* LEGS / `�a i\ i r- - - - - - - 40. 8- L (4) J"O ANCHOR RODS, #4 TIES &CROSSTIES 0 8- O.C. #3 TIES 0 8'p.c. w 6" CONCRETE SLAB WITH #5 SEE DETAIL E SHEET F-4 WITH (3) IN TOP 6' OF PIER (3) IN TOP 5 OF PIER HAIRPIN CENTERED IN SLAB --#3 TIES ®8" D.C. WITH (4) 1"0 ANCHOR RODS,— 6' CONCRETE SLAB WITH #5 6" CONCRETE SLAB WITH #4 //--(4) J"O ANCHOR RODS, (3) IN TOP 5- OF PIER SEE DETAIL D SHEET F-4 HAIRPIN CENTERED IN SLAB HAIRPIN CENTERED IN SLAB SEE DETAIL E SHEET F-4 3%3"xi" PLATE 7T, �T 111,—1�I I I 0%� PLATE 11 UP rx' WASHERS—,�L (4) #4 VERTICALS L t 3"x3"xi" PLATE WASHERS (4) #4 Z Z L) III 30. VERTICALS WASHERS VERTICALS 0 0 _5 B (8) #5 VERTICALS (6) #5 BARS 2'-5" #5 HAIRPIN WITH Ay 'IN 0', 8'-0" LEGS (6) #5 BARS---\ EACH WAY 2 /,--(7) #5 BARS EACH WAY 2'-4' co - < m: z EACH WAY Al I.— LLI (1) Ei LLI L) _j 5-15" SO.-- 0 a: 5 Z U- 6'-0" SO. 5'-6" SO. 0 0 Z to� 0 -1 r-(4) rO ANCHOR RODS,-4 SIDEWALL FOOTING DETAIL ENDWALL FOOTING DETAIL CORNER FOOTING DETAIL p L 6" CONCRETE SLAB *4-0" /4-4-0- 0 UJI SEE DETAIL B SHEET F 4 V 0' X 0 z WITH #4 HAIRPIN #3 TIES 0 8' D.C. WITH CENTERED IN SLAB (3) IN TOP 5- OF PIER 2'-0" 4'-0" 3'-6* (4) #4 3'-6' -5. 2-1 VERTICALS 4' S-6" I II rA r 2 C-3 Ck� 4-- #4 HAIRPIN WITH (9) #5 BARS EACH WAY 0. 6'-0" LEGS 5Q 7'-0" SQ. >� 3"x3"xj" PLATE A.R. C, a_ 3"x3"xi" PLATE WASHERS L Ln a- SECTION A—A WASHERS 0 II 12—ol A.R ill—E. .1 , I j5� cc) 7 I VQ1 C,L -J---- #4 TIES & I CROSSTIES #3 TIES 0 8- 0 C WITH 3"x3"xj` PLATE (3) IN TOP 5"O.C. PER (4) J"O ANCHOR RODS, 6" CONCRETE SLAB SEE DETAIL E SHEET F-4 #5 HAIRPIN WITH WASHERS WITH #5 HAIRPIN 3"x3"xr PLATE 8'-0" LEGS #3 TIES ®8" 3"X3"Xi" PLATE CENTERED IN SLAB WASHERS O.C. WITH #5 HAIRPIN WITH 17- (3)IN TOP 5- OF PIER WASHERS wnsIgC 6" CONCRETE SLAB /4 1 8'-0' LEGS (4) J"O ANCHOR RODS, (4) J"O ANCHOR RODS, SEE WITH#4 HAIRPIN r RODS I SEE DETAIL E SHEET F-4 DETAIL E SHEET F-4 CENTERED IN SLAB (8) #5 VERTICALS (4) J"O ANCHOR 6" CONCRETE SLAB SEE DETAIL E SHEET F-� 6' CONCRETE SLAB #4 TIES & CROSSTIES 0 8" O.C. WITH #5 HAIRPIN #3 TIES 0 8' D.C. WITH WITH #5 HAIRPIN WITH (3) IN TOP 6" OF P16 77—11 2-6. CENTERED IN SLAB CENTERED IN SLAB ' 3) IN TOP 5' OF PIER (4) #4 JAN 02 2020 7T77T 3"x-3"xj" PLATE VERTICALS ii-,jj- WITH #' HAIRPIN I 3*0"xi" PLATE/----' WASHERS PLATE (5) #4 BARS WASHERS (8) #5 l'-5" -4 (8) #5 VERTICALS vz — EACH WAY VERTICALS /[I T NUV[3[11 --(9) #5 BARS EACH WAY _7 J 2� 'r 7'-0" SO. V-13" (7) #5 BARS EACH WAY EACH WAY /-(5) #5 BARS EA 3'-6" SO. SECTION B-B Fii 1-a I u DRAIAN BY, J.P. CORNER FOOTING DETAIL SIDEWALL FOOTING DETAIL SIDEWALL FOOTING DETAIL CORNER FOOTING DETAIL 57/ =V-0, 5/4" I,-0' 5/4" NUMBER. 191158 1'-2" 1'-10" 1'-11" 2'-7" 3-6 1'-4" 2'-2" 4" 1'-5" 2'-1" 3-6 w 'm W c x 41. 4" 4" 1'-5" 2'-1" V 3"x3%,"' PLATE a WASHERS 4 W W �^ �IQ 3"x3"x4" PLATE o ¢ �¢ p, �,� o Z Z N / I WASHERSYxYq A.R. WASHERS PLATE o _ I #4 HAIRPIN WITH -- I o o 7A CE 1 6'-0" LEGS "-ill', I _ CE 1 o I W A.R. _ 1 �! A.R. bm A.R. Z9" \ I " e0 9,. 1 1 0 A.R. I Z c o SQ. n V-0" SQ. W E m — \ I #4 HAIRPIN N I I STEEL c d J WITH 6'-0" 8' SQ I \ LINE w L r LEGS 3"x3"xq" PLATE WASHERS YC/ N 8" I 8" #4 HAIRPIN W TH y HAIRPIN WITH I, � I, 4'-0" LEGS #3 TIES ®8" O.C. WITH #3 TIES ®8" O.C. WITH g" 8'-0" LEGS ff #4 HAIRPIN WITH $ (4) q"0 ANCHOR RODS, (3) IN TOP 5" OF PIER (4) 4"0 ANCHOR RODS, (3) IN TOP 5" OF PIER —�I 6'-0" LEGS #3 TIES ®8" O.C. WITH #3 TIES ®8' O.C. WITH z SEE DETAIL E SHEET F-4 SEE DETAIL E SHEET F-4 (3) IN TOP 5" OF PIER (3) IN TOP 5" OF PIER a 6" CONCRETE SLAB 6" CONCRETE SLAB (4) J"0 ANCHOR RODS, „ (4) 4"0 ANCHOR RODS, " r WITH #4 HAIRPIN WITH 4 HAIRPIN (4) 4 0 ANCHOR RODS, 3"x3'xq PLATE 3"x3'x4 PLATE # SEE DETAIL E SHEET F-4 6" CONCRETE SLAB SEE DETAIL B SHEET F-4 6" CONCRETE SLAB CENTERED IN SLAB CENTERED IN SLAB SEE DETAIL E SHEET F-4 6" CONCRETE SLAB WASHERS WASHERS 3"x3"xq" PLATE WITH #5 HAIRPIN 1„ WITH #4 HAIRPIN WITH #4 HAIRPIN CENTERED IN SLAB 3"x3"x PLATE CENTERED IN SLAB _ WASHERS 4 CENTERED IN SLAB _ ill- III I _ II I ILII I WASHERS — 1'_4" (4) #4 VERTICALS 10" T !- � —T (4) #4 VERTICALS i (8) #4 I I _1 r EACH4WAYRS I I (4) #4 BARS VERTICALS 1'-5" (4) #4 r EACH WAY II VERTICALS o — —•�— �•— o — — EACH WAY (5) #4 BARS o (5) #4 BARS Z O J V - —.— J--_I—� - EACH WAY - —.— — —.— EACH WAY 0 F- J 3'-6" SO. 3'-0" SQ. - —• - — J m Z 4'-6" SQ. I 3'-6" SQ. 3'-6" SQ. l j V co 0 _ Fg ENDWALL FOOTING DETAIL Z LL 0 0 z m n F9 CORNER FOOTING DETAIL F1Q ENDWALL FOOTING DETAIL F11 ENDWALL FOOTING DETAIL F12 ENDWALL FOOTING DETAIL a ° o� W 3/4"=1-0" _ (7 1i J U) u. 2'-0" 4'-0" 4i (4) 3"0 ANCHOR RODS, ¢ o Q r -I SEE DETAIL C SHEET F-4 r6" CONCRETE SLAB WITH w m z 0 6x6 W1.4xW1.4 WWM o 0 0 3"x3"x4' PLATE 1 I WASHERS A.R. I I 5 1 — --—•—� — — � � � 0 I L o a w I � 1 (11) #5 BARS EACH WAY 1'-0" 1 6'-0" SQ. h o 2 SQ. a coBIZ 1 F� INTERIOR FOOTING DETAIL L — — — — — — — — — — J #5 HAIRPIN WITH D 12'-0" LEGS 4 3% ANCHOR RODS, #3 TIES ®8" O.C. WITH eQPoF WAsygc ( ) 4 (3) IN TOP 5" OF PIER SEE DETAIL E SHEET F-4 6" CONCRETE SLAB (8) #4 BARS EACH WITH #5 HAIRPIN WAY ®TOP CENTERED IN SLAB a �¢ 3"x3"x4" PLATE I I 1(8) #5 JAN 02 2020 WASHERS VERTICALS SHEET NUMBER: (8) #5 BARS EACH Fm3 WAY®BOTTOM 6'-0" SO. F� INTERIOR FOOTING DETAIL DRAIYN BY.� J.P. ENGINEER: J.LARSEN MVE 191158 IIVUUB-ER: CONTROL JOINT NOTES: M 1. Control 'pints shall be field located by the contractor. 2. Control joints shall be located to limit the frequency and width of random cracks in the concrete slab. Cl) o 3. Locate and install control joints in accordance with ACI 360R "Design of Slabs on Ground" and the details shown. V LL 4. Maximum spacing of joints shall be per the table below. 5. Saw cuts should be made as soon as possible. o i 3J" W W` '^ / VJ M Z MAXIMUM SPACING OF CONTROL JOINTS 1 1 " 3" Slump 4 in. to 6 in. Z Slab Maximum-size Maximum-size 3„ 3° H � thickness aggregate less aggregate 3/4 Z W Y (T), in. than 3/4 in. in. and larger 1 „ 1 t c�lQ 0 3"x3"x " PLATE 2�R-�J]! = W 4 8 ft. 10 ft. 4 I� WASHERS Z - - O ¢ O 3"x3"xj" PLATE Z o 5 10 ft. 13 ft. rE WASHERS Z -- 6 12 ft. 15 ft. O c�lQ O A.R. - c m --- A.R. O W7 14 ft. 18 ft. 7.1 O8 16 ft. 20 ft. M A.R. O O O O TOP VIEW ❑ ��// N TOP VIEW NOTE: ORIENT N TOP VIEW ANCHOR ROD o TOP VIEW PATTERN AS C_. CONCRETE SLAB, SEE J%4%6" SPEED oz SHOWN ON 3°x3" GAG I I o o N PLAN FOR THICKNESS z FOUNDATION PLATES ®24" O.C. .� w F AND ANCHOR 3"x3" GAGE v n AND REINFORCING 3"x3" GAGE C. 3�"xg" GAGE v w PLAN. TOP OF a CONCRETE a a TOP OF TOP OF CONCRETE TOP OF OPTION 8, (4) 1"0 CONCRETE CONSTRUCTION JOINT CONCRETE THREADED ANCHOR 3 OPTION B, (4) y"m RODS WITH NUT OPTION B, (4) d"O THREADED ANCHOR r OPTION B, (4) "0 THREADED ANCHOR RODS WITH NUT THREADED ANCHOR RODS WITH NUT " SAW CUT, J OF THE RODS WITH NUT Z O CONCRETE SLAB, SEE SLAB THICKNESS, FILL WITH OTACK ?PLAN FOR THICKNESS SELF-LEVELING SEALANT z • z U O Cn AND REINFORCING 1Z (9 3 OPTION A, (4) J"4 a = Z OPTION A, (4)L"0 OPTION A, (4) "0- OPTION A, (4) 1"0 HEADED BOLTS TACK WELD W UQ0HEADED BOLTS WELD HEADED BOLTS HEADED BOLTS 0 L- TACK WELD TACK WELD 3"x3°x}" PLATE- Z 3"x3'x PLATE CONTROL JOINT WASHERS WASHERS O O z O &T.S. CONTROL JOINTS l ri 1 ANCHOR ROD DETAIL ANCHOR ROD DETAIL 1 I) ) ANCHOR ROD DETAIL ( F ) ANCHOR ROD DETAIL C3LLJ I.S. .T.S. N.T.S. Z = Z fn N.LS � J O U U ILL. = Q = `j o P' L o Z cj 6" CONCRETE SLAB WITH o 6x6 W1.4xW1.4 WWM II IIIIIII,.IIIIII —.—.—. III Ilf z #4 CONTINUOUS HORIZONTAL BAR AT TOP AND BOTTOM OI F THICKENED SLAB EDGE, BARS SHALL BE CONTINUOUS ¢0 0. THROUGH SPOT FOOTINGS W �2 � MIN. #4 VERTICALS y o 0 ®4'-0" O.C. z J � � a m n THICKENED SLAB EDGE DETAIL AV ��- gg '91 Q N 0Q PoF w A SygCF q s ?Q A ]AN 02 2020 SHEET NOMBFR Fm4 DRAW BY: J.P. ENgNEER: J.LARSEN NUMBER: 191158 FOUNDATION NOTES a material frozen soil and other deleterious materials. 1. Design Information and Loads Structural fill should be placed ESR-3187),or Powers Fasteners PE1000+(ICC—ES ESR-2583) to weather D.Slabs and grade beams shall not have joints in a horizontal plane.All reinforcement � A.Foundation design in accordance with 2015 International Building Code using the in maximum 8—inch thick loose lifts at a moisture content within 2 percent of ill.Anchor Rods olts 9 9 9 � If.Lap Splice lengths with 1r minimum clear cover shall be continuous through all construction joints. a-� reactions provided by the metal building manufacturer for the following design optimum and compacted to at least 95 percent of modified proctor density(ASTM a.Steel column anchor rods/bolts—ASTM F1554 Grade 36 with ASTM A563 a.fc=2500-3500 p.s.i. E.Floor slab thickness and reinforcing shown in these drawings are adequate to (n 9 criteria. D1557)under the building and 90 percent under concrete flatwoHk. heavy hex nuts and hardened washers.Unless noted otherwise. 1.#6 and smaller—49 bar diameters support typical uniform loads only.Mountain View Engineering has not designed the uJ x B.Ground Snow Load..................25 psf F.It is the responsibility of the contractor to ensure that the depth of the bottom of b.Wood framing anchors—ASTM A307 with A36 plate washers 2.N7 and larger—76 bar diameters slab for any specific concentrated forces such as those from vehicles,storage Roof Snow Load...................25 psf the foundation Is far enough below the adjacent grade to ensure c.Headed stud anchors(HSA)—ASTM A108 b.fc=4000 p.s.l.or greater racks,or heavy equipment(unless noted otherwise). V C.Roof Collateral Load.................5 psf adequate frost protection. d.Deformed bar anchors(OBA)—ASTM A496 1.#6 and smaller—38 bar diameters F.Welding of rebar is not allowed unless specifically indicated in the drawings.All D.Wind Speed......................115 mph e.Expansion anchors—Simpson Strong—Bolt 2(IOC—ES ESR-3037),HIM Kwlk 2.#7 and larger—60 bar diameters embedments,reinforcing,and dowels shall be securely tied to framework or to Exposure....................... C 3. Concrete and Reinforcement C.Increase lop splice lengths adjacent reinforcing e E.S 0.755 A.Material Standards Bolt TZ(ICC—ES ESR-1917),or Powers Fasteners Power—Stud+SD2(ICC—ES P p gths by SOX where epoxy coated bars are used. 1 g prior to placement of the concrete.Tack welding of rebar joints t1J LLJ a ''''''''''' •''''''''''''' ESR-2502) ill.Stagger splices in walls so that no two adjacent bars are spliced in the some In grade beams,walls,or cages is not allowed.Where welding of rebar is shown in e F.SDC.......................... D !.Concrete location,unless shown otherwise. the drawings,all rebar to be welded shall be ASTM A706 Grade 60. a G.Frost Depth......................1'-6" a.Footings: Exposure Classes F0,S0,W0,CO f.Screw Anchors—Simpson Titen HD(ICC—ES ESR-2713),Hilt!Kwik HUS—TZ P 9 P iv.Make all bars continuous around corners or provide comer bars of equal size w' a fc=3000 p.s.i.,max.w/cm ratio=0.55 (ICC—ES ESR-3027),or Powers Fasteners Wedge—Bolt+(ICC—ES ESR-2526) and spacing. P q 4. Special Inspections Z ° Use of hooked anchor rods/bolts is limited under the ACI and the IBC. p g A.Concrete Q Z U o 2 EaftFIWOTIC b.Exterior Walls: Exposure Classes F1,SO,W0,C1 9• v.Where 12 inches or less of fresh concrete is laced below horizontal reinforcing A.Foundation Design Values(assumed) fc=3500 p.s.l.,max.w/cm ratio=0.55 Headed anchor rods/bolts must be used where indicated In the details. lop splice length may be reduced by 30X. v I.Spot Footings—Not required(IBC 1705.3 Exception 1) !.Allowable Soil Bearing Pressure—1500 psf c.Interior Walls: Exposure Classes FO,SO,WO,CO h.The symbols q A.R./q A.B.as shown in the drawings indicate the center line A.Vertical bars in walls,grade beams,and piers to terminate in footings with ACI Z m ii.Coefficient of Friction—0.25 fc=3000 p.s.i.,max.w/cm ratio=N.A. of the anchor rod/bolt pattern,not the center line of any individual anchor standard hooks(12 bar diameters)to within 4"of the bottom of the footing if.Continuous Figs.—Not required(IBC 1705.3 Exception 2.3) IIJLJ o Ill.Passive Earth Pressure—200 psf/ft of depth d.Interior Slobs: Exposure Classes F1,SO,W0,CO rod/bolt. unless noted otherwise. !!I.Slobs—Not required(IBC 1705.3 Exception 3) LU B.The buildingad area shall be stripped of all frozen soil,debris,vegetation,and fc=3500 s.l.,max.w cm ratio=0.55 B.Detail reinforcing to comply with ACI 315"Manual of Standard Practice for Detailing vii.Horizontal wall reinforcing shall terminate at the ends of walls with a 90 degree iv.Grade Beams—Not required(IBC 1705.3 Exception 4 O Z P PP 9 P• / 9 P Y 9 9 ) w excavated to hook plus a 6 r l v.Walls—Not U topsoil.All fill soils and any remaining loose natural soils shall be a ca e.Air content for Exposures F1—F3 must meet the requirements of Table Reinforcing Concrete Structures"and the Concrete Reinforcing Steel Institute(CRSI) P bar diameter extension,unless shown otherwise. required(IBC 1705.3 Exception 4) expose suitable natural soils. 19.3.3.1 of ACI 318-14.Air—entraining admixtures shall conform to ASTM recommendations. v!!i.Horizontal wall reinforcing shall be continuous through construction and control A.Anchor rods/bolts—Required(IBC Table 1705.3)Special Inspection may be e o C.Proof roll the entire building pad area to locate and remove all soft spots.Replace C260 I.Minimum clear concrete cover for reinforcement shall be as follows unless noted 'pints. waived subject to the approval of the building official. Z •e with compacted structural fill. f.The cement type for Exposures S1—S3 must meet the requirements of Table otherwise: ixi.Splices in horizontal reinforcement shall be staggered.Splices in two curtains B.Steel Reinforcement Lu ffi m D.Place all footings and slabs on undisturbed natural soil or on properly compacted 19.3.2.1 of ACI 318-14.Cement shall conform to ASTM C150 a.Concrete cast directly against and permanently exposed to earth—3" (where used)shall not occur in the same location. !.Placement— Third party special inspection of reinforcing placement need only be •�d structural fill. Contractor shall verify that soil under footings is suitable to support g.Calcium Chloride admixture shall not be used In Exposures S2 and S3 b.Concrete exposed to weather or earth: x.Use chairs or other support devices as required for proper clearance. performed where specifically required by the building official. W footings. h.Normal weight aggregates—ASTM C33 xi.Reber hairpins shall be centered In slabs and shall be wire tied to the slab i!.Welding—Special inspection of rebar welding is required(if any is used). N E.Structural Fill: Structural fill should consist of well—graded sand ravels with a 1. #6 bars or smaller—* g Y g ii.Reinforcing reinforcing(if any).Reber hairpins shall be continuous through walls and piers; `\d1�1^T\\�q�\�\/\\ 2.+6 bars or larger—2" L/ w maximum particle size of 3 inches and 5 to 15 percent foes(materials passing the a.Reber—ASTM A615 Grade 60(Fy=60 ksi) lap splices in hairpins may only occur in the floor slab unless noted otherwise. 5. MISCBIIane0U3 No.200 sieve).The liquid limit of fines should not exceed 35 and the plasticity b.Welded wire—ASTM A1064 c.Concrete not exposed to weather or in contact with the ground— C.Control joints in slabs on grade are recommended to control cracking.See plans for A.The contractor shall notify engineer of an variations in dimensions. rn kn index should be below 15.All fill soils should be free from topsoils,highly organic c.Epoxy Simpson SET—XP ICC—ES ESR-2508,Hllti HIT—HY 200 ICC—ES d.Slabs on grade—as shown in details, min.from to of slabs not exposed control joint spacing and details. Y P 9 Y g P Y— P ( ) ( 9 " P P B.The engineer!s not responsible for any deviations from these plans unless such QQ 4 changes are authorized in writing by the engineer. 60'-3" I I �O 71'-0" 17'-71" 25'-0" 17'-71" 79'-0„ F7 FBhiFB F7 A -- 77------1-7S--� J B L_ TYPICAL ANCHOR ROD DIMENSIONS DIA, EMBED Nn T TOP OF 10" CONCRETE LU O J 12" o � F— J F10 \ I 14" `� Ai TM A36 O Z y 10 Z" 16" ASTM A36 3 Z W S Z #5 HAIRPIN WITH 8'-0" LEGS 1" 18" E g Q Q \ (TYP. AT ALL F1, F5, F9 & / Z ?� F12 FOOTINGS) I HEADED BOLT TACK OPTION B: THREADED ROD Z m 0 o g I WELD WITH HEAVY HEX NUT O IJJ Z f- U O J *AT OPENING JAMBS, J"0x4" SCREW ANCHORS MAY BE USED IN LIEU LU LU `o o OF CAST-IN-PLACE ANCHORS. OPENING JAMB ANCHORS ARE NOT Z O Z N o / \ Fto SHOWN ON THIS DRAWING, SEE METAL BUILDING ANCHOR PLAN. =3 J ++PROVIDE ASTM A36 3"x3"xj" OR 3"x3"xi" PLATE WASHER AS C 0 = Q =REQUIRED IN DETAILS. TACK WELD PLATE WASHER TO ANCHOR ROD \ W � / ¢ t b o *3'-4" z 6'-7}" 14'-0" 6'-6" 6'-0"1, 14'-0" 6-01. B w m cQ� z B STEEL 14 r F7 F6 F2—11 O __ n D J----- ------ o - -- LINE ----- l o IL L ----- _ N N 1 1 N OMIT SHEETING NOTCH 26'-O" 26'-O" 6'-0" 14'-0" 6'-0" AT ALL DOORS (TYP.) I N Qo a Ir F3 m W F11 L—J k1 #4 HAIRPIN WITH 4'-0" CL 'm z LEGS (TYP. AT ALL F3 & 6" CONCRETE SLAB WITH N F10 FOOTINGS) 6x6 W1.4xW1.4 WWM ON a °2 CONTROL JOINTS, FIELD 4" GRANULAR BASE c�v I LOCATE, SEE DETAIL A o F11 ON TNOTESHEET ON SHEET GN I _ 13 a a a a a L—J \ / #4 HAIRPIN WITH 6'-0" >TFa 0. LEGS (TYP. AT ALL F2, F4 �P�of w Q 0 o e & F7 FOOTINGS) N Fs _ BL-1I� N FS S/Gpsine L----- ------ ------ ------ � ------ r F' ISTEG � ---- NA'L T45 P Fa SEP 12 2018 CITY OF ARLINGTON 27'-1 " ! BUILDING DEPARTMENT 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 27-1J" APP OVED DA / /�i SHEET NUMBER: ] 210'-3" _3`�'— 12 ,NO CHANGES AUTHORQED I 12' UNLESS APPROVED BV THE F l BUILDING INSPECTOR rJ o 13 OFF-ICE-COPY O INDICATES APPLICABLE FOUNDATION PLAN NOTE: COORDINATE THIS DRAWING WITH f:are'vk:J DRAW BY.- I N.HILL F1 FOOTING DETAIL. 1' THE HCI STEEL BUILDINGS LLC. * FIELD LOCATE ALL WALKDOORS MAY I S 2019 ENGINEER: B.CO% SCALE: 3/32" = -0" ANCHOR BOLT PLAN. f1,p 25'ia N MBA 180747 N. I 13 13 m 10 1—'r 6'-0" " V-10" 4'-2" 5-6 5-6 t N y 3-2 2-4 W o 6'-6" 3'-2" 2'-4" V 1 71 3'-6" 3'-0° - - - - - - �w r - - - - W W B Tk zo 1-0 o SQ I \ N - SIDEWALL Q Z M i #4 TIES & I CROSSTIES IIII Z W A.R Oz A.R. _ 3"x Z3"xi" PLATE 3"x3"x}" PLATE W c A_L A WASHERS WASHERS LTELL / LINE \ N N 3%3"xi" PLATE I ❑° ❑° I WASHERS � ❑� I I - - - - - L - - - - LZ - - - z 1_0 \, I "' ,• i #4 HAIRPIN 60" LEGS 44 0" LEGS RPIN �� Wo 8" I 6 a. 4 0" LEGS RPIN WITH $ / SQ ' \ I ANCHOR RODS #4 TIES & CROSSTIES 0 8" O.C. #3 TIES 0 8" O.C. WITH WITH (3) IN TOP 6" OF PIER ANCHOR RODS F1554 GRADE 105 (3) IN TOP 5" OF PIER ANCHOR RODS L —— — — —— — B — 1j"x1}" SHEETING 6" CONCRETE SLAB WITH #4 6" CONCRETE SLAB WITH #4 11"x1j" SHEETING 6" CONCRETE SLAB WITH #4 1j"x1j" SHEETING NOTCH HAIRPIN CENTERED IN SLAB HAIRPIN CENTERED IN SLAB NOTCH HAIRPIN CENTERED IN SLAB NOTCH 30' . Z� #5 HAIRPIN WITH llITl-II r111-ll r 8'-0" LEGS i if IlIi I I �lr f IIIr F (8) #5 VERTICALS I (6) #5 BARS (8) #5 VERTICALS Ill Z EACH WAY 2_4„ N 6 N O J ANCHOR RODS 1-10 — (7) #5 BARS — — — T — -r — ( ) #5 BARS i-I-� 2'_4" 0 ~ -) [6" CONCRETE SLAB I I EACH WAY EACH WAY I I I N _J w z WITH 6x6 W1.4xW1.4 — r — :_ J=�• — -T — 5'-6" SQ. I — -°- —S R — — a 2 Z WWM NOTCH " SHEETING "' � � w Q Q � G 6'-0° SQ. h 5'-6" SQ. Z =�n�" SIDEWALL FOOTING DETAIL (r,51 ENDWALL FOOTING DETAIL (I 4) CORNER FOOTING DETAIL ¢ LL � w 3/4"=V-0' 3/4°=1'-0° 3/4"=1'-0" ? O J N O = Q = 3'-0" � I GRID ID T 4'-6" 4'-6" 11„ Z (8) #5 BARS EACH WAY 2 5'-0" o o 3'-6" 1'-0" 3'_6" 6'-6" SQ. (q�-- SIDEWALL t SECTION A-A — — —— ,/� —— — — " „ #3 TIES 0 B" O.C. WITH 3 I o I y r (3) IN TOP 5" Of PIER ANCHOR RODS I I ? 1'-0" „ 1'-0" 6" CONCRETE SLAB SQ. WITH #5 HAIRPIN 1j"xi}" SHEETING N I N SQ. I t3%3"xi" PLATE CENTERED IN SLAB NOTCH � 3"x3"xj" PLATE 3"x3"xi" PLATE WASHERS Q c li WASHERS c WASHERS I I Lu C a T II< A.R. I A.R. - III -1 -- t(8) #5 VERTICALS I #4 TIES & N \ I N \ CROSSTIES I I CL m z LL- -��� — r —.- -. - -r - - - - -� - - - - -- — — — — — — — - Iva (8) #5 BARS EACH WAY a Q a a a 6'-6" SQ. 8' #5 HAIRPIN WITH Q" I #5 HAIRPIN 8 8'-0" LEGS �� O LEGS Qom( DES 0. w SECTION B—B ANCHOR RODS # O.C. WI 3 TIES 0 8" . TH ANCHOR RODS #4 TIES & CROSSTIES 0 8" O.C. o [(3) IN TOP 5" OF PIER F1554 GRADE 105 WITH (3) IN TOP 6" OF PIER #3 TIES 0 8" O.C. WITH 6" CONCRETE SLAB 6" CONCRETE SLAB (3) IN TOP 5" OF PIER 3/4°-1 0 CORNER FOOTING DETAIL 1 "x1 " SHEETING NOTCH CENTS CENTERED IN SLAB 1 "x1}" SHEETIN WITH NOTCH CENTERED IN SLAB 1j"x1j" SHEETING ANCHOR RODS 6" CONCRETE SLAB 9��FSFsISTEaENG���4. NOTCH WITH 6x6 W1.4xW1.4 B/ONALE W=ll1 al WWMSEP 12 2018 (8) #5 VERTICALS (8) #5 VERTICALS III=III -"(6) #4 BARS 1-0 (6) #4 BARS o (4) #4 (9) #5 BARS SHEET NUMBER: N N `V VERTICALS EACH WAY i EACH WAY I EACH WAY Fm2 4'-6" SQ. M 4'-6" SQ. 5'-0" SQ. HIL SIDEWALL FOOTING DETAIL SIDEWALL FOOTING DETAIL CORNER FOOTING DETAIL DRA ENGINEER,NEER;EER, N.COX B.COX 5/4"=V-0- 8/4"=V-0- 5/4-=1--O" N mB'R. 180747 1 " TA 4'-6" 4 m 2'-6" 1'-8" 2'-10" 1j" 13'-0" 3,_6. — — 4'-6- 1'-0" 2'-0" 1'-2" 2'-4" V c SIDEWALL — —— /�0 8• LL J � W W W o o 3 PLATE � co WASHERS O I Z C7 0 o I O I A.R. Ib I v' I h A.R. N " o Z W o I Z o= Y � _ �+ Z E \ o I LU m #4 HAIRPIN WITH — — — — — — _J w - - - - - - � - --� 8 4'-0" LEGS Ti #5 HAIRPIN WI TH n 8 ti I. 8" I. 8'-0" LEGS 21 r — — J #4 TIES 0 8" O.C. WITH ANCHOR RODS M ANCHOR RODS (3)IN TOP 6" OF PIER ANCHOR RODS #4 HAIRPIN WITH ANCHOR RODS 6" CONCRETE SLAB 6" CONCRETE 1[ 6" CONCRETE SLAB 6" CONCRETE SLAB i WITH 4 HAIRPIN SLAB WITH 6x6 6IRPI LEGS i 'x1 " SHEETING 1 "xi " SHEETING 8 1J"xiI" SHEETING WITH 6x6 W1.4xW1.4 1}"xi�" SHEETING WITH #5 HAIRPIN # 4 ANCHOR RODS NOTCH WWM NOTCH CENTERED IN SLAB NOTCH CENTERED IN SLAB NOTCH W1.4xW1.4 WWM 6" CONCRETE SLAB ^III _—•—"—"—"—"—x �— _� o P o =L L=III "—'—"—"- 1J"x1 " SHEETING WITH 6x6 W1.4xW1.4 IL-1 1 ll=11—I i NOTCH WWM III-LI Io (8) #5—I—IIIVERTICALS EACH4WAYRS o 1-2EACH4WAYRS —�_ (6) #4 BARS ILuZEACH WAY — —•— T —•— y Z J LONG WAYRS T(8) #5 BARS EACH WAY r o — —• co 0 J 3'-0" SQ. 3'-6" SQ. ,°'� J 2 Z C — 4'-6" SQ. " " " " Q W = Z 4'-6" SQ. N (12) #5 BARS 2'-6" x 7'-0" C SHORT WAY / p W Z m F$ SIDEWALL FOOTING DETAIL CORNER FOOTING DETAIL F� ENDWALL FOOTING DETAIL (r I I1 ENDWALL FOOTING DETAIL F� ENDWALL FOOTING DETAIL Q 2LL_ _ W 3/4"-1-0' 3/4"=1-0" Z LL O Z V =) J CONTROL JOINT NOTES: " = a = CONCRETE SLAB, SEE rx4"x6" SPEED 1. Control joints shall be field located by the contractor. z U PLAN FOR THICKNESS PLATES 0 24" O.C. 2. Control joints shall be located to limit the frequency and width Q o AND REINFORCINGL of random cracks in the concrete slab. — z ANCHOR RODS r6" CONCRETE SLAB WITH ANCHOR RODS 6" CONCRETE SLAB WITH 3. Locate and install control joints in accordance with ACI 360R z 1 6" CONCRETE SLAB WITH = o 0 0 6x6 W1.4xW1.4 WWM 3"x3"x}" PLATE [#5 HAIRPIN CENTERED IN "Design of Slabs on Ground" and the details shown. 1j"x1�" SHEETING 6x6 W1.4xW1.4 WWM ' J WASHERS SLAB 4. Maximum spacing of joints shall be per the table below. NOTCH 5. Saw cuts should be made as soon as possible. —x—"—"—"—" — —"—.—x—x—.—x — "—"—x—• CONSTRUCTION JOINT - Iil—>ll -I =I_I I—I MAXIMUM SPACING OF CONTROL JOINTS Z - 1 i #4 CONTINUOUS HORIZONTAL n Slump 4 in. to 6 in. II BAR AT TOP AND BOTTOM OF SAW CUT, OF THE F THICKENED SLAB EDGE, BARS T —.—.— .— T T —•— T CONCRETE SLAB, SEE Slab Maximum—size Maximum—size SHALL BE CONTINUOUS y z � SLAB THICKNESS, FILL WITH �" PLAN FOR THICKNESS thickness aggregate less aggregate 3/4 THROUGH SPOT FOOTINGS Q r (8) 5 BARS EACH WAY AND REINFORCING SELF—LEVELING SEALANT (T), in. than 3/4 in. in. and larger 8" a w (11) #5 BARS EACH WAY # , J 4 VERTICALS 4i o 4 8 ft. 10 ft. MIN. # 6'-0" SQ. 4'-6" SQ. 5 10 ft. 13 ft. 0 4'-0" O.C. y o CONTROL JOINT 6 12 ft. 15 ft. a on z 7 14 ft. 18 ft. co F� INTERIOR FOOTING DETAIL F� INTERIOR FOOTING DETAIL CONTROL JOINTS s 1s ft. zo ft. l FS l THICKENED SLAB EDGE DETAIL k N 7 3/4°=1'-0" N.T.S. 3/4"=1'-0" ¢o j rn DES 0. 0 �P�oE w 0 im5 9�T 9FGISTEV, FSS/pNA�EN�' SEP 12 2018 SHEET NUMBER: Fm3 OftANN BN N.HILL ENGINEER: B.Cox NUM I KGB 180747 BER: