Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
16820 SMOKEY POINT BLVD_035397_2026
INSPECTION REPORT 4tiIN G TO Permit No.: -S Lot #: -' Address: S �� Z Contractor: Owner:�x N G Date: ❑ APPROVAL PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. -z Inspector: Date: PE OF INS CTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage 0 Insulation 'A�-Other: �lel/ INSPECTION REPORT 'V2 3 ¢ti1N G, , Permit No.: 5397 Lot#: Q° Address: ��� � / ®� 91d.4 • • © T, Contractor: 4 Owner.9s� a- jN � Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION kCORRECTION REQUESTED corrections listed below MUST BE MADE before work can be approved. Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. "-' 11� Inspector: Date: "-;? OF INSPEC ON REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT ii Permit No.: C� ;l c 5 Lot#: Address: - �� fr Contractor: K)A-, rz-s t2 LOwner: KG� Date: ❑ APPROVAL )Z(PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: >C'n -'T Date: 5- 1 03 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove A Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPOR" ¢ti1N G?'O Permit No.: 03 '53 9 1 Lot#: Q' Address: 1�'; •A �i' 1 A +) Contractor: �L'�?l r.y In�'�I�•i aS; ;J y 4 Owner: .? -r?r�4 f 9s�j N�� Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. (CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. S&4?,e �(k L /r S�r T O/r-i- L��IL�/^�C Cifl SL. n� Lam/ C.�Jc S /eyS LL.tom Inspector: S�.Or�l� Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: A A INSPECTION REPORT P 'VIN G?' Permit Irk .:Q� 5y& Lot#: ¢ O t Q' Address: Contractor: tx)�4 9s �O Owner: 141�Lf� 10IN G Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. /l/v Inspector: 64;er-- Date: ��— TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork *Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPQ11T J.?fdo C�7 5C ¢tiIN G TO Permit No.: Q lffLot #: 2 Q" Address: Contractor: a_jq C4.- O Owner: - _44 41 N GG Date: 1 _4�73 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ,F.�,CORRECTION REQUESTED 'Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. U Iva <tom- T-S _1 TLC Inspector: > Date: z3-o3 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: G I TY aF €1RL I MC3TQ1%I COMS;TRUCT I Ohl PERM I T PE Ft I T h40_ a (a3-53C3 -7 Owner: LAM, ANY 15005 HE 20TH ST REDMOND 98052 Value of Work: $4, 500. 00 Tax ID: 004828-000-001-01 Phone: 206-562-1552 Describe Work: PLUMBING & MECHANICAL Proposed Use: RESTAURANT-CLUB Legal Description: Job Address: 16820 SMOKEY POINT BLVD Contractor's Name Type Address License# HAIRS PLUMBING NEC 17831 IHTERLAKE AVE N NAIRSP*171HP P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge --------------------- --- --- - - --------- ---- - ------ - PLUMBING FIXTURES 40 $10. 00 $400. 00 WATER HEATER 1 $15. 00 $15. 00 S U B T O T A L. . . . . . $415. 00 TOTALS Fee Equipment $15. 00 Fixture $400. 00 Plumb Permit $25. 00 SIGNATURE. TOTAL FEE. . . . . . . . . . . . . . . . . $440. 00 I H'REBY CERTIFY THAT I HAVE READ AND XAMIHED THIS APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $0.00 KN HE SAME TO BE TRUE AND COR- REGI A L PROVISIONS OF 'AWS AND 'TOTAL DUE. . . . . . . . . . . . . . . . . $440. 00 OR NAI(G--E:S #1G3jQV#E1RNI1N1G TH �S TYPE OF WD WLED W TH WHETHER S IFE NDT DATE RECEIPT * - ��� HU NG OF 'IC AL 1 :?V JOA j ON uAd ho : 41aw to "Ulsv �AvAKAAIAE 1 �NAERW9 :AaoW "d1joalf j —1 VAAjA i Wh wou hu"Oquo''I muliqlWaugo WNW au"abhA sqvT 10 1 A I,. JWWW4 �& �Wrl, Ns .01 W, I A T 0 T I I LI IUA pun In 0! 110�0� omm ''! � AAA WAH 1AVY 1WHI YHAFAh . . . . . . . . . . . . . . . . .OW AA10T Kma Au.`n? A 1A k HT JAVENAMA -I i� & ,j ANA WUVr Ad -7 AMAS 4T 401A No W1 . . . . . . . . . . . . . . . WTHAMYA1 Aly! alh ! OVIWAK WAAWS . . . . . . . . . . . . . . . . .MUG JAVOT AAAf ,Hw hT1w WAIjimm an .. ;w kAwy vem X0 Im rs.:w ig 11111 n i JAMMU UNIUJIUD C I TY OF (=I I tVCCTON COIVST RUCT I ON PE RM I T PERM I T MC3- = VJ3—S366 Ovner: LAM, ANY 15005 NE 20TH ST REDMOND 98052 Phone: 206-562-1552 Value of Work: $20, 000. 00 Tax ID: Describe Work: INSTALL 1 10 TON HVAC UNIT PropoLegal Description: CLUB N CLUB KATANAT l Job Address: 16820 SMOKEY POINT BLVD License# Address Contractor's Name Type WASHIHAO12LQ WASHINGTON HEATING & AIR NEC PO BOX 3427 -- - P - E R - H I T F E E S Number Fee Total Charge Equipment and Fixtures - - ------ -------- ---- ---------------------- 1 $37. 00 537. 00 VENTILATION FANS 4 $11. 00 $44. 00 AIR HANDLING UNIT 1 .$6. 00 $6. 00 GAS PIPING 1-4 OUTLETS �597. 00 S U B T O T A L. . . . . . TOTALS Fee Equipment $2 . 00 4 Nech Permit $2 . 00 SIGNATUR $111. 00 I HEREBY CERTIFY THAT I HAVE READ TOTAL FEE. . . . . . . . . . . AND EXAMINED THIS APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $0.00 KNOW THE SAME TO BE TRUE AND COR- RECT ALL PROVISIONS OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $111. 00 ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE C MPLORENOTITH WHETHER � SPECI DATE RECEIPT # 8U LD G OFF CIAL 3 �3 s ule 5"� � i ! . J:•rt 1 � _{.tl obi 1 IA IAUTAWula '{ If NO r j 6l i r. - . . . . . . fKA •i✓ri; . ..hiw ��laii !.1 ! •.�i�l �. :ir.•._�_:J NOi �1«: .JA= )i 'a'.f17 ts41 Wo , NO ) C qCO � OWaz) z Z 4 H ar W o OH Z as . * Wz �W $ W U�2� naF"3 2 H E �� co U9 rftl 4 `"H U CC)' 0VIV2003 11:25 2068603799 WASHINGTON PLATING PAGE 01 FROM BACH'S CONS FAX N0. Apr. 09 2003 09:11PM P1 Bach 's; Construction Inc. 12652 SEE, 26`h Pa. —Beflme, 'WA 98005 Tel: (2061) 841-7888 -Fax: (425) 378-8288 FAX TRANSMITTAL SHEEN' Date: )_y -I, C,�� P 0b:___jZ _ ( Including cover sheet) From : Donny Bach To: /le, � Compwzy : Bach's construction Inc. Re: ax,: 4 1 (425)378-9285 k U'rgen t * Fee Reiview Please Comment *_,,,Please Reply Comments & messages a MEN ■ ■ ■ ME ■ MEN ■ ■ ■ MIA T i ■ MEN ■ , ME l ■ r ME i ■ IN ' ` , LLM ■ r ■ ■ r , ON ■ ■ a ■ MMlw ■ mop ■ ■ p oMmm r ME; ` ■ r ■ ■ ■ ■ 7 ■ 1 ` ■ ■ ■ ■ ` ■ II 0 ' ' '� — - I } 04/14/2883 11:25 2068603799 WASHINGTO HATING PAGE A2, C 1-k / , z*,,, 6 //&,�.5,w6> FROM : BACH I S CONS FAX NO. . V A" I/ ` Q Apr. 09 2003 11:03PM P1 • s of r • "At W3•,-tinaUe Strtn NanroxW M.3l Enppr. Canpl;r,ri tenor First EQGvni duHO 20Qt Faa3jt:tst filfp I'rojectAddnass o , f9r BuU01np Department Use f ppDcant Name. F PPl�nt Aggress: ' PppCoantPh6no: �xnja;tDeacri ox� � f ding ❑Adtittian ran DGta►fpe tloa �ampliAnce Option Q Q ContporterttPttfonitatfe,,t Q eNVOTO2.1 U Syro mm (see Ottf+iflinit F'bs+eriatt(over)far qual)fir,,go„g) (4.0„eR aAoeptawe) Analysit: ------------- -paC$ Heat Type Q Eladme mdwarca (,]Ad other (am over for deflnitfons) �+ Tbtaf f3t37>ng Anq Eloctranie v7,T-Z;: tlfge values ere atRomattcel Glazing Area Ctl.cv]afion (fgh u C+r4 textet r pentng) N ken fft]rla ENV.UA,l ore . w :Behr+/ rode walls—,t e indufto in tha ( uel$ov�7 ��� Wall AreaGrow FtftMr Walt A=If!nn r are insulated to � limps 100 eequals %Ghvjngn/ ete hrM regtkad kwgm4�1 wally S 4- x 100 d YN choew Mete M tntng thq option artd if ProittCi meat:all reqtp�eroenti for ft Conerotar taapnrY r Qxxc!ft 2#q�Masolter�C] dog a nv Off Sea'bllaxr. Ian�f' St(o'er)forQtrDv0&aena- reglalrer imt for each qualify M EAvetppe Requlteraents(o-nter valtHN as appkable) Opaque Contrate/Ma9onry Wall Requlrernotriy Fully beelaaVeoe"tPacq Insufadontankderfar-M;Wr "r"tt �xta+Ca prifj A�&rlmtnn 1nSi d6on R-values tnsufatlon oar ezt�or or integral-ma;mtmr► oe*is 0." II Qtoft erRwft If project qualKies for Contrelegm-sonry Option.list walls All<]1herRaPis 17 with HC�9A ONM-*F betvw{other wails muel tttent Opaque W,alfs' Opaque Wagrequimmenrs)- Use descriptions and values --� .— - from Table 20-5b in ttte code. Below Grade Wags Well a nedpoon udactor Floors Over Urmu tdi5oned Ss ace 014U i 19 Irm ualbn Revalue$poeieon Slebs.on.G�•ade ) ftdpont Flours Abxhimm Udactars 00ftue t kklry Vertical Glaring Ore+fiMd G'azktg T Alexfrntaot SHGC:I or$Cj Vertioel/Ovarhead prelnq [Fj tnrOS OvPr Seft-Heated Spec,S2 7.Assemblie:with`amen 9 must compry WBh"V u U•facmm P.Ralf&to OagWn>lat0 forqua;54, ftu Snd mgLk rwrft Notes: � _ . • � �I I• - I 04/14'/2003 11:25 2068603799 WASHINGTON HEATING PAGE 03 F*PnM BACKS CON2 FAX NO. Apr. 09 2003 i l,'04PM P2 xMig"awmAt Plans Checklist ENV-CHKI 2d11 HA•Jlifral�l��r SaltaSltAa NOMNlanntbY ErMr1D'��terw,l+��R6l>ri P Na 6dibon,Jona 2001 Pmjaet/tddr Date The follouvtt j Infurmlion Ls neaeslsary to cheep a PSm11t itpplic040rt for wmpfianaa with the btfilding cnvalom"wirent2tlts in the washington$tete Norrresidernial Energy Codb. Applieabillry T t ed13 location 8u!ding Dapartmant (yos,no,n.a.1 3ecuan I:ompcnerd Infaern;215an Nggmd On PISMO NatB6 GENERAL REQUIREMENTS Sections 1301-1314 yew a �/a 1dtl1 :cape UncondNbnoA epada IdenttIled an plane if allowed �aW me '%/a law ;:pace heat type: ktdiwla On plIM IM el rwz heat is ral eaowed V446 an is/a 131%Z narro."a ed apeam 1"MulIM1>slad sDeeml i00tt1100 40 Omni lfellRi m 1711 I.-MMU N yen oo .�/a ta1t.1 "'Ounstalletian fftfm60";tiaaAmounranca" �fTl ae ,Slfr 131 U 1telpi tpeigng WWI. Snd;cate R•va: a an ind-iotana for aria and other row: In6cals clawancea tow attic insulation; Ind Ic*v G4M"Ir a4"ww t3 lastaftfP ' tl d fat!�lirq 4r�,dCsd DC1R1 n ne ajar 1811_s Wall insufalimt 1nm�+e�2-value on waV slxsont; r.wloo+a fae"ntapl;v of(ascot Watts; tnd;Wle ynays grada exterior inxul3i:on Is protected: Indkara have-R my m4stwn for rrraaonrr rrolb as noco= Ind;M4 heat cApnfay or mawry walli ;f rft option is used or if cred,t taken in rNVSTd feu/Wy' pro ,lay+�w rwor{t17 V1011bR rnd',.e�.n,et..o•n Mr..w Mr.w.1 - ` VV IndkarA rjb9sflW oxwwithswfwA; Indkaie lilfppeV npt mor Rmr%2 e6A1, indira�e tllat motion does not bbdr yes is aJ: 1311.5 :flab ortyrade goo Indira'�O R v*i A*ntr,'Ia sefto of folgtosim delai Indkare of Woul lim eatands down ventrally W from top-, __ _ ict,le above rUdO PXt - 131X,n �•nrr n/a i3ti•6 17Mlaftil1af.►tf Ind;aa'ARa u*anwaUseWan6rfaurAsSonddlat Imfta!e sbb itsidation tatE9ntl.S dta M varl4mily W FMM IN It7I7t Irtdleara Afto OrAA astarlor lmxdAon k protedod: lndfcs!e lnst fs A seo wool emirs stab where reef&by Ofwis yas ae e/a i 8tz iiaxittp ww doors Provide c3:a,latlon of gW)m=a @loludltllf both venfgl f(` rt 10nit Ove.W- )a nt pf "wail Or43 yea no a/a 1312.1 1S•isdors Ineewe gtwenp and door U-Mdoru an gW2;nq and doer- I ' fnakWe Ityahms we NM or daf wa If Yahtpa we tl0fatdt aten am*hrro type.ow" 0a0wall,V*4 J44iti 4�$tJit� y.a no ala 1312.2 83F1CC a SC �InOWITO glazing SOW test gain coaf lent Or shading cra`564nt on gtadng sohtidvle;provide are -welghrod cskutamm as neceea 1313 Ra etwo apt M you 4W afa 1 13.1 'raper retarders kAk21te vapor refrlreeej tart tW1nM tide %rod 'a/a 1313.2 StooUceilhlgvap.ret. hlalaalnl,appr,0.LtARIKAfIPeafStibarl; 1ltdiesl ems._robs.welly 3awled scare far rlen+aaed yen i/,a 1313.3 lvanvapwrstarder IndlaaveperfMwdnrantvtNSgCjgry, T� we a%a 1313.4 floor vapor re'ardnr fntfiCalI VAW murder an ftr swdon yea as a 17 13ilfi (;rim space vap.mt. Indicate sd mu mck po4*myw4 owapped 1Z an amund yet ito 13%8 1314 /JrWYK2ga yra ,Jw 1314.1 t-Mg.&twat_aealalq lndfasla aAe1i,Q C MV,Hugmtirvp,andweaUx"bippino /a 13142 C:,ailnWdooraararinp tna;catew%*herstri00irg Yee no ,a/a 1a1a fssamb.edL=ts fretaf�+teseafin,a mtaltirgratgil� 9 PRESCRiPTIVElL'oM�'UNENT PERFORMANCE Sections 1320.23 or 1330.34 Yeo roe n/a l nvebo pe SuaL Fomt C"P;1gee and attached. Provide carramant perlmm mee v►Org6tlUet"rf necessary 1prowto mvffo?1 r ,taut K rtearn T- 1f, duo" in shown ::or say qumfttau, :Provida wVIMMSImta 04/14/2003 11:25 206eG03799 WASHINGTON HEATING PAGE 04 FROM BACH'S CONS FAX NO. RFr, 09 2003 11:04PM P3 11it Plans Checklist EN :xt W�+AL�bn 9tWe rlo ns7C�n M Fftw m. ams FM 90r- runs ZO81 Envelope-General kequirements 1311 detulallon Product Samples used for Li-factor determinations shall be 1311.1 Ir'stallatdon Requtroments: All Insulation materials produerlon line units or ropmmmt2live of MID as purchasttd by shall W I lstalled accordir9 to the manufacturers inituctiorts the consumer or contractor.Unlabeled glazing and doors shall to achieve proper denshiies,malnialn clearances,and maintain be assigned the default td-factor in Section 2000, uniform f:-value&,To the r+aximum 9xtRnt posaiblo,insulation 1312.2 Solar He*t Gain CpeffiCaent and Shading shall WE rid over the full(omponent area to the inte lded R- Coefficient:Solar Heat Gain Coefrcient(SHGC),shaft be valuR. dd mused,certified and labeled in acwmance with the 1311.2.Raat/calling Ins'.tation:Open-brown orpourad loose. National Fenestration Rating Council(NFRC)Standard by e fill insulaton may be used in sttic spaces where the:dope of mod,independent Agency,Iknnsed by the NFRC, tote CeiCrxl is not more thaw 3112 and thane is at least thrrty F-tesnuOn: Shading coefficients(SC)shale be an inches o(elear d;stRnce tn,m the top of the botk"dlord of the acceptable altemate for aompgance with solar heat buss or oailfng joist to the mderside of the sheathing at fhe galn eoeNtcicnt requlramants. Ming coefficients root ridge When eeve var f;are Installed,h*fllktg of the vont for pla2irlg shaft be taken from Chapter 27 of P rungs shall be pMvidW1 so 28 to doffed the incoming air Standard RS-27 or from the rntanufbctumec.teat Bata. above the surface of the Ir sulation. 1313 Molatum Control Whrars lighting rt turet aril reCftaed;nto A guspendod qr 1313.1 vapor Retarders-.Vapor retardere shall b9 installed an exposed g-rid ceiling,the ry ofloeiling assembly shall be the warts side(in winter,of insulatlon as required by 1hIS insulated in a location other than directly an the suspended section, Ceiling, Exception• Type IC rated recessed 1' Exception.-Vapor retarder Installed with not more iS f haves. than 1/3 of the nominal R-value between it and tho Whero lnstatled in wood framing,(aped bate IrmAellon conditioned epeee. shall be ia^a stapled. 131-.2 Roof/Ceiling Assemblles:RooYceili ng 1311.3 Weill Insulation:Etedor wall cavities isolated during where the ventilation space above the insufetiiOn Is len than fuming shall be fully;nsv;a iFd to the levels of the suaoundirV an average of twelve inches shad be provided with a vapor w!b e s need in wo30 framing,faced bell)nst:letlor. retarder.ROOVCe;Gng assemb0a:without a vented airspace, Pw. where neither the roof deck nor the roof structure are made of Above grade exterior insulation shall be proWied, et shall provide a continuous vppar retarder with taped 1311.4 Hoar Insulation: Floorlrisulatian shad be Installed in arm 0 permanent manner in SutatsmU4q contact with the 9Ld a ExCep'Uon:Vapor retardew need not be provided being insulated. Insulation Supports shag be installed so where all of Ulf'insulation it installed between the spacing to sat mom than twenty four inches on o9nter, roof membrane and the structural roof deck, installed in:;ulation shall not block the airflow through foundation ventq, 1313.3 Walts!Walls separatng oondtflened apace$om unconditioned Sparer shall be Provided YAhh a vapor retarder, 1311.5 Scala-Qrt•Grtde Flour, c3leb on-•gada insulatiom 1313A Floors:Floors separating conditioned apgW Installed in;ode the foundation wall shall ex from tend dowmvard m unconditioned rybm space shall be provided with a vapor retarder. the top of ttre 5bb a Minimu n distance Of twanty-fOur inches or 13115 Crawl Spaces:A ground cover Of six nil(0.006 Inch to the top o'the(looting,whlhaver is lase. tnsufytlon atotgksd thick)black polyethylene or approved equal shall be ver o outside the foundation shall Mend downward a minimum of the ground within Crawl s"pm,The end twenty-four inches or to the'tostane,whichever id gmatsr, averts COw6r shad!laidbe Above geode insulation shall err pro4�rld, Ppad twelve inches minimum at the joints and shall extend to the foundation wad. Exception:For MO."ordhic stabs,the insulation shall Exception:T)ts exlend downward fE om the rep of the stab to the tmund cover may be omitted in bottom of the foolin]- Poor with ao minimum ir�wl spac of s e M d one-half 1311.E Kea ant Floors(on or below grade): Slab-on-grade inches. insulatiOn st all extend downward from flto top of the t;4'lb a 1314 Air Leakage minimum CIL'tance of thirtyKi a inches or downward to the top of the footing and horizontal for an eg7gSte of not loss than 1314:11 Building Envelope:The remriremants of this Section thirty-ai:t Inches, shag aFPly to buldimp eiemerrts separating conditioned from UnCOndNoIf rsquintd by the bugding afffcW w hem SOU conditions dock framence'd ennspaces.l3derior joint¢Ar4unC w;ndtrws and warrant suet Inauletlert,the vntke area of a radiant floor shall walls and n dlY�ldll Pang s apalll$W f unn�etu".bs tw eo he thermally isolated f11om the soil. Whom a soil gas aunfrol waft of system is prrryfdad glow the radiant floor,which results in utility servicas thrC411 walls,floors,and roof;and eta OthL-- incmaSed snvectiveflow below idle radiant door,t11g radiatlt 9�k8 ,Ns ror�re9 tiding envelope shall be sealed,9aulkod, door shag be Ihemtagy isolated frt7t11 the sub-floor gravel layer, Ped to limit air leakage, 1312 Glazing and Coors 1314.2 Cflujjng and Coors:Docrs and operabia grazing 1312.1 Stnntlard Procedure !or Determination of Gig-rig Separating cunditlOrted 14'=tmconditioned space shall be weatherstrlpped,Fixeo windows shaft be tight flhing with glass and door U-=actors:U-facto for gtai;ng and doors Shan be retained by stops with sevlant delerm fnstd,(ergried and labe ed in accordancaccordanceWith Standard or caulking all around, RS-31 by a cert;Red indeperxt�,nr agency licensed by the �BPtiort:Openings that are mgt:iMd to be tire National Fsr*,SVation Rating C:ouncl(NFR.� resistant oe shall be ba�i on the ROSidential or these Nprt�tt�enttial I iOdOdel 1314.3 gulldin Size, t3tritdtn 9 Assemblies Used as Duets Or Plenums: caulked,an ok led b Brnialeakage.Ums�be seated, .-. is 04/14/2003 11:25 2068603799 WASHINGTON HEATING PAGE 05 FPCIM : HACH'S CONS FAX NO. Apr. 09 2003 11:05PM P4 •i o lien t cs ■ • - . ■ ADO wnpn:n MAWgmMAWrjon,eslcen�,1 lag�9Yt.•d�A0nlyr,�lo•fWnM � p0oncret%/Masarv J4M 2a,DAMCI e Re�')rptl 0 Elecft res o'M 0An ovilw For Bu7ding pepartrnort Use :n Area's at$^r,gross exwr;orwan ate,option Qy6 QNo area ttxaeeds maxhtxtm Wkmigi n Table,then cBkulateTa dusted aregtl an bo*(etr■r), If Conrrolamewnry 0.0., tF"t rs,;3F�loC end(�Wr�n9 96 VNII fx diNerertt than shewn hdow. Refer toTabk 13.1 for carreet v,a(uos. rjRg COMMnt*nt Proposed Un t 11wiltIst corn0onentt assem ID e,pn # Target UA t f`' '<� tA) =11A(U x A) U-factor x a A� UA tJ x A) Plan 17: Lin P1sn 13: sv M L" flan t 7: Glaring 46 Electric Resist. O h—Heae^y oL e Plan 11); a16 x 0.40 A.go U" plan II}^ 15�z0 0.40 ;Zuj = Plan r61: >24 3oq� 060 not atltivved 0.60 Ulit. x 4-4056 notaRo," 0.50 Pfor 1C'; (seeTabwe 74►1 forCurrimasonryvaluee) U= plan 1t v u.. PIaR ID: Glazing% lectrie RasisL Other Heating b S7 �'r to: a16x a.aD 1-45 X4 U°° Plan IU1li�20� 0.9A 1,40 panto >M30% nolgilowwd i.30 U• ,Phm ID; 020640% rtet al4,01.24 0- Pta_`1Q, (see Table 13.1 rqr Cor wkjwQnry vNu©s) n 1�' Ptan ID; �o$ U" PW ID: d U Plan Electric Resist. Qth@f 04aattng 3 R' PLan ID. 0.80 O.fiO • Plan ID: Pean ID, Electric Resist. Other Heating w R'• Plan ID: O.p3T 0.039 v Rn Plan ID: Rw Plan 1D: Efeclric Reyrst. Other Heating Rn �"to:� b.034 0.050 Rr Plan 1D: R-+ Plan ID: .. R= Plan 10: *. cr R= Plan 10; Electric keglst. Other HealingFL R= Man ID: 0 dinary 0.062 0.14 plan 10. corl+y(inip 0.19 0,19 sum of TatM A,sas here shduftl R= Plan J 01h) 0.25 0.28 ivel 7drgat Opaque Wail Ataa(sag hack) a $ R= Plan ID; 5 o R= plan ID: bleotric Resist. Other HasIng Nate:JI11 1i,7d9d to levd;rrCulrad far o Ue walls.list atioVa with o 0,ge2 6 R= paque wall5 0.14 Plan ID: 2 [ R= Plan 10'n g R_ Plan I dQcb" Plan td:D. POsI t. Otter Pleating a, o,as a.osa Q Rc Plan 10.- R= Plan 10: R° P1a� n I�� � C R9gisi QU�er NBatlnn 'For CMU &1 F=0,54 wefts,indcnte 0cfe 1rl-ladon rnaterW. Neb Table 13.1 forradlant ttaor values Forc,pt ance: Totals } 1)PrOpe 9Ic Tarsi MCa tl�lf Totsls eQ�t 78r�et e x , ropes q shell not A 3fg� 0 8 04/14/2003 11:25 2068603799 WASHINGTON HEATING PAGE 06 -'.-P JM EACH•S CONS F'RX NO. : Apr. 09 2003 11:05PM P5 N r ' I I ro r F Climate . Wmtntngtrn%tamr4onramom6al Energy WeCompfi•M.` F&MI rbetedaft.hmeloG; Glaring rrapmed SNGC Target SHGC List components by assem {0 6 pa a 1t 5HGC' k AFM =SHCC x A SHOO x Ama A .SHGC X A IC: -- 10: Gkizing% EUOWO ResIsL Other Heating ID: a20% 1.00 1.00 ID: 2,20-60% ntx aleavrma 0_65 ID: s30-40% notalmd 0.45 10: (aaa Tabte 13.1!br Cone►Mmunryvaluag} 'Note:y)antteCtumtrs SC"be used ih IIQU of SHGC. To to I s Totrils F+7r a0rnpganCB:PmpcsW total SHGC x A Shag r!at exceed TarBat fatal SHCC X A NO"R.G:.—i ee4 Cr Go rar•e.wear-Aa a n.re tey,rrrt`Jh"'�'Itt t+�AhenN W Lne MriuM�l Mly1GY I�� e ALIstment Calculations f tM bmt enteurtt el llumir g*.e so e%d Areas ar4rtrer welt S (mte:5ea7 on ENV%Wl)mumble tlfs MaxMM aft*ed In T.M.%-1. q�mt d rb tgtatladprr rr■+sk tra etapmAtad Use eta P prrrb+t b a+a Tatpal 1,rA 7atq$tit3C t7�d,tla60rta a1e040. �Ptoposad Aecats: Nurnearap trPRt97 era Mer691 i11CstQttlEem txlote.. Rode aver Altics bmex pooh 41 afr9 OR110 A mt NOW: 4d a eValttald glatirtA opsgteeAroa VG=vcftal gbzlntt vrvein iatrNwi Yifiu .. ,.,ut :ly�uG.Y 7+lirinttsry Tarpet Area YYaDle�3-1) 133yyigArm ......... x Target Or./.rvm)n Rare gwvcr Axles Tae"oG Acea rn OttW Roo fs Arty t+d Rartta 'rn M VG Arpy �`-- poi Teirget G0'Il.1hA L�� Isar — li etSsrol c tassarvattrea ere used 6 belt.her.and Wow. A.w.. . . 0—A— - .I. tvaora Owl r : + __ other p eefm ( Propo eca Oosoue Aral P .sat}VC;Ataa Tseya C + � Ta. t Lin Area — '- Tprp44 Meer 2 Note: n mere t,mmm O.an one tyt^of well,"Target VG Am;i may ps disbtbu!cd emery them•and separate Tarpnt Or um/trot$forma. K 11e Teruel A roes for 0pagve Wr du Gded an the fmnt mttal equal ow rotor etlrs,Lme rj" Targyt Vetuea iA eheded bt>:aa era used��Md oppl4abre Terpe(WA cetc>3atlons Ory#tv hunt. Teri nl VG Arta and T*W Target O(;Arm ate atao treed)A the sDAitenhte Targe(Smac emo m5arm above. Flo 04/14/2003 11:25 2068603799 WASHINGTON HEATING PAGE 07 N nr } • � _ rrrl ?001 Was iktpbn&ate clones:e,Ms.t 0 nRA'C+d. o �Wt`'wFDtna gust Erptton,Jura^0p: I]�cnlsiux,<�"lernrc�t�t use tart l�y„K to dettrrnlne� r� for lomcrlpfive Qpd011 If amen the component P 1m Quomfes far the or txtal ertptive ODt<a� f'eRorrrtartce orS�tgr>ac Mtolysls options must by 1isad. 1702 sw::.H-at T":Fot im tt MMM orQelaon�;,,4 twa<atq ttrirptpy Mawnml'dl.1M Mlowfnq two G�tepoCe! ieo on tpri M.eeq 0' � START t7actrk R.sralitrte.:Smee h.�uno syara,ns w-,frJ,ue. .Ots..r:Nr:u�ov ionco ns.irg aYr aatrM �•e+ana as th.DA'WY,,.eteV a»tort,Mdudaq tW Nrq. fmt SwW peepaeY!i s¢a�hoolffp Ok"Mrna a nd the.. PAW i yN,d,ar0 Abed a:r uCb N11ap ihC m atC.m1 nlerent rtd >tv+tdao nasaa to tr a p4t7 to s4c4te w- em scot cayu ty e> wrr t.a e'eddc+e:kttance, fm,tMaadatrghU Wrtttortheoras.aotrUE"Aobrara�.6 term h:11 ske c relrseante hoeting In vutabie 1LCom Hwt pcun(n aM L.rolurty C;aMHlAlaen aykemi, ���_� faeo4ie Repat.nee Hetut Ye9�—�� / A11%VU F61 M M� MMW.tlen erMrl.OrC; -Rn \Ite10M YM`—""�CdOMa0K7 ��;o�M'llts14179 `� It0bw7� N. YM ""ETA!• Ne �jK���A� r.. Ya 1'N r fktltlMt r� �natit� 17won F611 �)kwdwaN rA* R.7o Ct�rrW14 rLi t MrternV.mod hrtan.d?Yes -tw,�f�,p az.1e �"'0fn1 ..ccraogwwan ais nWab tlatlr!tAron p.gq Bebtv6+dWNt un3s "4'a„Tweormo t►a�19 a^erw�n tv.7a t s1a1 IMt) R.1 a eeb"G°w.n(it) R-io poor Ris eeter Ord wM late) lt.t ssiow r.1.d well(4%0 R•10 P'�'C+d was(ethJ t1.t s•�.ro t1.70 Rant Over An R-00 WON Ord Wall(othJ R. +Real Lbw AWC Rlu aaeant 'low alcasrr+oa Rat nvetouMlUib fi,7B R,70 u 0. rzR�.d cta." n i s N1 odw Acar �_w( M30 dv.ar.i> u aeo SL1b4M-G.,d,, R,7q �rq CA1eda Mir► R.Qient caber R•10 a a.aaa Fle4r 1ctjda 0 VGA QH Door Y-QAO Mill aDoo. u0 VVra Wx t;r= WA'+4 C&w.M.t7 fir•boor "./0 0'W"Cettnna hat? Otsx 0.50 1.43 in Cwrdn4 ver ON Gkzbv nftlivmet7 Gi�n4 Ven ON 1¢ 0.75 1.40 1.00 koo% (r" UVer t01riC fdR{oy Part ON Mea% UV41 UVaf 1l11t1t:zoaox ass 1.ae d.rs ) a,o% a.K 1.45 1A aao o.eo t.aa awt»t 4.so t7o e,s I tau% a.Ts 11AD faa &40% wa' wct sit: 1S�z074 0.65 13o Olio s QIO 090 tA0 No Na Yes Yeq No No PSI h-AJk Md �OMPCIA rlt P0110rn FICe• or SYStems Analydls RA4uhed ConcretgrMasozul Q JrtiO71» WpUMall Meat Capacity(HC) �fthearon /+sserttbty lJes------ - AseyTa9 HC` we(gr,ted heat Area He xA isn rea caoacrzy(HO of 1Flo loml arlavA ���--- pr2do wall Is a rnfn�mum of 9.0, the conemle :^— Masonry t}ppptt -`--.�, may ba used. For franpW -*Rs.samime HC.,t.o units calcurattona we �""`— atoviasd;R1reN Totals other walla,tese Akrim welgftlt MC:divide total da(HC k arc,)41'Tattt�Area Sacdan ION. 91J Wd90:T Z MW 6C "add 'ON XUA SNOO S,H3dH 1.40d f i Ii CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 �Ip PHONE; (360) 403-3551 BUILDING PERMIT Address:16816 Smokey Point Blvd Permit#: 127 Parcel#: Valuation: -LD J DCD OWNER APPLICANT CONTRACTOR Name:O'Reilly Auto Parts Name:Right Way Plumbing,Heating&Air Name:Right Way Plumbing,Heating&Air Conditioning Conditioning Address:233 South Patterson Avenue Address:647-A Sunset Park Drive Address:647-A Sunset Park Drive City,State Zip:Springfield,MO 68508 City,State Zip:Sedro Woolley,WA 98284 City,State Zip:Sedro Woolley,WA 98284 Phone:417-862-2674 Phone:360-661-6502 Phone:360-661-6502 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:Right Way Plumbing,Heating&Air Conditioning Name: Address:647-A Sunset Park Drive Address: City,State,Zip:Sedro Woolley,WA 98284 City,State,Zip: Phone:360-661-6502 Phone: LIC#:RIGHTWPO77NS EXP: 6/8/2014 LIC#: EXP JOB DESCRIPTION PERMIT TYPE: Mechanical CODE YEAR: 2009 STORIES: 1 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: 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. IBCI IO/IRCI IO. SAL AX NOTICE:Sales tax relating to construction and const coon materials in the Ci rlingt must be re rt on your sales tax r turn form and od rty of li ton#3101. - Signature Print Nami Date Rcle d By D tc CONDITIONS THIS PERMIT AUTHORIZS 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 6/26/2013 Building Permit Fee $125.00 6/26/2013 Mechanical Plan Review Fee $250.00 Total Due: $375.00 Total Payment: $375.00 Balance Due: SO.00 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 i i i v _ - - - - - I t 4 ..; .� _ . : , I ►' .: .' � � J iJ v A S S Q C I A T E S t N C FOUNDATION ENGINEERING STUDY For Proposed O'Reilly Auto Parts Store SWQ 1691" Street NE & Smokey Point Boulevard Arlington, Washington Prepared for: O'Reilly Auto Parts 233 South Patterson Springfield, Missouri 65802 Prepared by: �ECC���Q ATC Associates Inc. 1555 Valwood Parkway, Suite 160 NOV 1 6 2012 Carrollton, Texas 75006 COA Engineering Dept, ATC Project No. 90.75356.0062 BLA)2-0[ 2-D 2-4 b February 13, 2012 I • � M • I I ti �: v 1555 Valwood Parkway, Suite 160 Carrollton,TX 75006 www.atcassociates.com 972-919-3300 AS SOCIATES I N C . Fax 972-919-3395 Environmental,Geotechnical and Materials Professionals February 13, 2012 Mr. Curtis McNay O'Reilly Auto Parts 233 South Patterson Springfield, Missouri 65802 Re: FOUNDATION ENGINEERING STUDY Proposed O'Reilly Auto Parts Store SWQ 169'h Street NE & Smokey Point Boulevard Arlington, Washington ATC Project No. 90.75356.0062 Dear Mr. McNay, ATC Associates Inc. (ATC) is pleased to present this Foundation Engineering Study for the referenced O'Reilly Auto Parts store site. The attached report describes our exploration procedures, summarizes existing site and subsurface conditions, and presents our geotechnical findings and recommendations. ATC appreciates this opportunity to provide these services and looks forward to working with O'Reilly Auto Parts on future projects. Please contact us if you have questions or require additional information regarding this report. Sincerely, ATC ASSOCIATES INC. 0 of WAS,/ 1 313455 / 04 '�ECl5TER�q R r s/ONAL �', EXPIRES 2„ y.''r / eye Tyrone M. Clinton, DBA, PE, GE Jeffrey M. Wold Principal Geotechnical Engineer Senior Project Manager Dale M. Allison Director, National Client Management • � 1 TABLE OF CONTENTS Paqe INTRODUCTION..................................................................................................................................................1 PROJECTDESCRIPTION.............................................................................................................................1 PURPOSEAND SCOPE...............................................................................................................................1 FIELD EXPLORATION AND TESTING................................................................................................................3 ' I FIELDEXPLORATION..................................................................................................................................3 LABORATORYTESTING..............................................................................................................................3 SUBSURFACECONDITIONS.............................................................................................................................4 SUBSURFACECONDITIONS........................................................................................................................4 GROUNDWATER OBSERVATIONS...............................................................................................................4 1 ANALYSIS AND RECOMMENDATIONS............................................................... PROJECT INFORMATION.............................................................................................................................5 SITEPREPARATION...................................................................................................................................5 I PLACEMENT AND COMPACTION..................................................................................................................6 SITE EXCAVATION CHARACTERISTICS........................................................................................................7 BUILDING PAD PREPARATION RECOMMENDATIONS....................................................................................8 MONOLITHICSLAB ON GRADE ...................................................................................................................8 FOUNDATION SETTLEMENTS....................................................................................................................10 l SITE DRAINAGE AND LANDSCAPING..............................................................................................-.. .._. .10 WINTERCONSTRUCTION....................................................................................................................... .11 1 PAVEMENT........................................................................................................................................................12 DESIGNCONSIDERATIONS.......................................................................................................................12 PAVEMENT SUBGRADE PREPARATION .....................................................................................................12 I PORTLAND CEMENT CONCRETE PAVEMENT(PCCP)...............................................................................12 HOT MIX ASPHALTIC CONCRETE PAVEMENT(HMAP)..............................................................................13 PAVEMENTCONSIDERATIONS..................................................................................................................14 BASISFOR RECOMMENDATIONS.................................................................................................................16 APPENDIX ISITE/TEST PIT LOCATION PLAN TEST PIT LOGS KEY TO SOIL SYMBOLS AND CLASSIFICATIONS J ASFE IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT . J J O'Reilly Auto Parts V SWO 169" St. NE & Smokey Point Blvd., Arlington, Washington v 1 �� � , f FOUNDATION ENGINEERING STUDY PROPOSED O'REILLY AUTO PARTS STORE 169T" STREET NE & SMOKEY POINT BOULEVARD ARLINGTON, WASHINGTON INTRODUCTION Project Description O'Reilly Auto Parts (hereafter referred to as client) retained ATC Associates Inc. (ATC) to provide geotechnical services for the development of foundation, pavement and site preparation recommendations at a proposed O'Reilly Auto Parts store site located in Arlington, Washington. The site is located in the southwest quadrant of the intersection of 1691h Street NE and Smokey Point Boulevard in Arlington, Washington. It has a relatively flat topography and ground cover generally consists of grass. Currently, the site is being used as a park, which includes picnic tables supported on concrete slabs. The general arrangement of the proposed development on the site is shown on the Site/Test Pit Location Plan included in the Appendix. It is anticipated that the proposed store will be a single-story structure of masonry construction with a slab on grade floor and no basement. Plan area of the new store is approximately 7,000 sf. According to O'Reilly Work Order No. AR2, the maximum anticipated structural loads are 125 psf for floor, 1 kip/lineal foot for walls and 30 kips for columns. Site grading information was not provided; however, for purposes of this study we anticipate that from 1 to 4 feet of fill will be required to establish finished floor elevation for the proposed store. Recommendations for Portland Cement Concrete pavement (PCCP) and asphaltic concrete pavement (ACP) are included herein. It is anticipated that traffic in the proposed pavement areas will consist primarily of automobile and light truck traffic with an occasional semi-tractor trailer. If the details of the proposed construction differ from that described herein, ATC should be contacted to evaluate the potential impact on the recommendations provided in this report. Exploration for underlying geologic conditions or evaluation of potential geologic hazards, such as mining, seismic activity, faulting and/or ground subsidence%racking potential due to groundwater withdrawal, were beyond the scope of this study. Potential for liquefaction is addressed in the Building Pad Preparation Recommendations section. Purpose and Scope The purpose of this study has been to develop foundation design and subgrade modification recommendations for the project. The scope of services presented in this report has been based upon the information provided by the client. To accomplish its intended purpose, the study has been conducted in the following phases: 1. Excavation of test pits to determine the general subsurface conditions and to obtain samples for possible laboratory testing; O'Reilly Auto Parts 1 1691h St. NE & Smokey Point Blvd., Arlington, Washington 2. Performing laboratory tests on appropriate samples to determine pertinent engineering properties of the subsurface materials; and, 3. Performing engineering analyses, using the field and laboratory data to develop foundation design and subgrade modification recommendations for the proposed development. O'Reilly Auto Parts 2 169`h St. NE & Smokey Point Blvd., Arlington, Washington V FIELD EXPLORATION AND TESTING Field Exploration The field exploration was conducted at the site on February 6, 2012. ATC retained the services of an independent contractor to excavate the test pits and collect soil samples for testing. Soil conditions beneath the site were explored for this study by excavating 6 test pits to depths of approximately 12 to 14 feet below existing grades. ATC established the approximate location and depths of the test pits. Test pits were located in the field by reference from existing features and 1 by using conventional measuring methods. The accuracy of the test pit locations should only be considered to the level implied by the method used to determine them. Approximate test pit locations are shown on the Site/Test Pit Location Plan included in the Appendix. A track-mounted backhoe was used to excavate the test pits. Representative samples of the subsurface materials were obtained at selected depths in the test pits. Samples were sealed in plastic bags for use in future visual observations and possible testing in the laboratory. 1 Test pits were logged by the subcontractor's engineering geologist. The Field Test Pit Logs were l reviewed by a geotechnical engineer and edited using the results of laboratory tests performed on selected soil samples from the test pits. The Test Pit Logs represent the geotechnical engineer's interpretations of the subsurface conditions based on field observations, visual observation of samples and laboratory test results. Lines designating the interface between various strata on the Test Pit Logs represent the approximate positions of the interface. The in-situ transition between strata may be gradual. Samples will be retained for 30 days from the date of this report, after which time they will be discarded unless client requests otherwise. 1 Groundwater conditions recorded on the Test Pit Logs are based on the field observations at the time the exploration was conducted. Each test pit was backfilled with the excavated material upon completion of the test pit. Laboratory Testing Soil samples were transported to the laboratory where the Field Test Pit Logs were reviewed and edited by a geotechnical engineer. Soil samples were then selected for geotechnical laboratory j testing. Testing included minus #200 sieve analyses and moisture content tests. All geotechnical testing was conducted in general accordance with the applicable ASTM Standards. The results of the laboratory tests are provided on the appropriate Test Pit Logs, which are included in the Appendix. Soil descriptions recorded on the Test Pit Logs result from field data as well as laboratory test data. 1 O'Reilly Auto Parts 3 169th St. NE & Smokey Point Blvd., Arlington, Washington V 0 SUBSURFACE CONDITIONS Subsurface Conditions Generally, subsurface materials within the maximum depth explored (14 feet) consist of loose to dense silty sands, silty, sandy gravels, sands and sandy gravels. Density classifications of soils are based on the field engineering geologist's opinion of the excavation difficulty. Fill (undocumented), consisting of loose silty sands and dense silty, sandy gravels was observed in the test pits to depths of approximately 1.5 to 4 feet. Fill may extend to greater depths and exist at other locations on the site resulting from previous grading. Site Class — Part of the International Building Code (IBC) procedure to evaluate seismic forces requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To define the Seismic Site Class for this project, we have interpreted the results of our soil test pits excavated within the project site and estimated appropriate soil properties below the base of the test pits to a depth of 100 feet, as permitted by Section 1613.5.2. Based upon our evaluation, it is our opinion that the subsurface conditions within the site are consistent with the characteristics of Site Class D as defined in Table 1613.5.2 of the IBC. Groundwater Observations During the excavation operations, groundwater was observed in the test pits at depths of approximately 4 to 5 feet below ground surface (bgs). The presence, depth, and quantity of groundwater seepage may fluctuate based on variations in seasonal rainfall, climatic conditions, site surface runoff characteristics, permeability of on-site soils, continuity of pervious materials, irrigation practices, and other factors. These observations do not constitute a long-term groundwater study nor was such an evaluation authorized as a part of the scope of this study. Any changes noted in groundwater levels during the construction process may require a review of the recommendations presented in this report O'Reilly Auto Parts 4 V 169t" St. NE & Smokey Point Blvd., Arlington, Washington ANALYSIS AND RECOMMENDATIONS Project Information The site is located in the southwest quadrant of the intersection of 1691h Street NE and Smokey Point Boulevard in Arlington, Washington. It is anticipated that the proposed store will be a single- story structure of masonry construction with a concrete slab on grade floor and no basement. Plan area of the new store is approximately 7,000 sf. Portions of the site will be paved for parking and vehicle traffic. According to information provided in O'Reilly Work Order No. AR2, the maximum anticipated structural loads are 125 psf for floor, 1 kip/lineal foot for walls and 30 kips for columns. Site grading information was not provided; however, for purposes of this study we anticipate that from 1 to 4 feet of fill will be required to establish finished floor elevation for the proposed store. General arrangement of the proposed development is shown on the Site/Test Pit Location Plan included in the Appendix. ATC has developed foundation design recommendations on the basis of the previously described project characteristics and subsurface conditions observed in the test pits performed during the field exploration. After final design plans and specifications are available, a general review by I ATC is recommended as a means to check that the evaluations made in preparation of this report are correct, and that earthwork, foundation, pavement and subgrade preparation recommendations are properly interpreted and implemented. i Site Preparation Before proceeding with construction, any old building foundations, buried structures, picnic table concrete slabs, construction debris, vegetation, root mats, topsoil, refuse, sediment in low-lying areas, and other deleterious non-soil materials should be stripped/removed, as needed, from I proposed construction areas. The actual stripping depth should be based on field observations with particular attention given to old drainage areas, uneven topography, unexpected fill material areas, and excessively wet soils (if present). The stripped areas should be observed to determine I if additional excavation is required to remove weak or otherwise objectionable materials that would adversely affect the fill placement. The stripping should extend at least 5 feet beyond the limits of construction areas. After site stripping and excavation to the required subgrade elevations (see the following Monolithic Slab on Grade section), the subgrade shall be proofrolled to detect soft spots, which, if they exist shall be reworked. The bottom of the building pad excavation shall be graded so that engineered fill will have a uniform depth. Proofrolling shall be performed using a heavy pneumatic tired roller, loaded dump truck, or similar piece of equipment weighing approximately 25 tons. The proofrolling operations shall be observed by a geotechnical engineer or his representative. The subgrade shall be firm and able to support the construction equipment without displacement. Soft or yielding subgrade shall be corrected and made stable before construction proceeds. The depth and extent of the undercut operations at the site should be established by a qualified geotechnical engineer during earthwork construction activities. Proofrolling is intended O'Reilly Auto ('arts 5 (VkTc 169"' St. NE & Smokey Point Blvd., Arlington, Washington not only for the building and foundation areas, but also within all areas of pavement, sidewalks, and other locations that will support surface loads. Prior to engineered fill placement and/or construction of the slab on grade foundation, pavement and other flatwork, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). The on-site soils are moisture sensitive and may become unstable when saturated (wet). Generally, more undercutting and delays due to the need for extended drying times can be expected if the grading is performed in the seasonally wet periods of the year. Placement and Compaction The project may include the placement and compaction of a variety-of fill materials, including on- site materials, non-expansive select fill, and base materials. Typical material requirements and compaction specifications for each of these materials are provided below. On-Site Soils—Approved on-site sandy soils used in areas subject to surface loads or used as backfill or engineered (structural) fill should be compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Backfill or Engineered (Structural) Fill - Non-expansive backfill or engineered (structural) fill placed beneath the slab on grade foundation, sidewalks, pavement and other exterior flatwork should consists of a select, well-graded granular material with no particles greater than 3 inches and contain no more than 5 percent fines passing the No. 200 US Standard Sieve. Organic content should be less than 4 percent. The select fill should contain no deleterious material and should be compacted to 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). It appears that the majority of on-site soils will not meet these requirements; however, this should be confirmed during site grading. Crushed Aggregate Surfacing - Aggregate base course placed beneath pavements should meet the requirements for crushed surfacing in Section 9-03.9(3) of the 2010 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction herein after referred to as WSDOT Standard Specifications. In addition, the base course material should be moisture stable. Aggregate base course should be compacted to a minimum of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The moisture content must be maintained until placement of the first fill lift. Fill material, whether nnn-Pxpansive. select fill or moisture-conditioned on-site soils, should be placed in loose lifts not exceeding 8 inches in uncompacted thickness. The fill material should be uniform with respect to material type and moisture content. Clods and chunks of material should be broken and the fill material mixed as necessary, so that a material of uniform moisture and density is obtained for each lift. Water required to bring the fill material to the proper moisture content should be applied evenly through each layer. O'Reilly Auto Parts 6 169th St. NE & Smokey Point Blvd., Arlington, Washington V Each lift should be compacted, tested, and approved before another lift is added. As a guide, one field density test per lift for each 5,000 square feet of compacted area is recommended. For small areas or critical areas the frequency of testing may need to be increased to one test per 2,500 square feet. A minimum of two tests per lift should be required. The purpose of the field density tests is to provide some indication that uniform and adequate compaction is being obtained. The actual quality of the fill, as compacted, should be the responsibility of the contractor and satisfactory results from the tests should not be considered as a guarantee of the quality of the contractor's work. Backfill placed within utility trenches that cross building, pavement and other flatwork areas should be properly compacted. Settlement of parking, drive, sidewalk, and landscape areas due to improper compaction of the backfill within utility trenches is a common problem. Therefore, backfill placed in utility trenches or other excavated areas within the building, pavement and other flatwork areas should be placed in lifts, compacted, and tested in accordance with these earthwork recommendations. Trenches should be opened a sufficient width to safely allow compaction equipment access to the backfill and to safely allow for confirmation testing to occur. Backfill should be placed in horizontal lifts. If the trench is over 5 feet deep, the side slopes should be benched or sloped to meet OSHA requirements prior to placing the backfill. Site Excavation Characteristics Finished grades at the site were not provided to us at the time of this report. However, we do not anticipate that excavations that exceed the depth of our test pits will be required to develop the site. "Rock" was not encountered in the test pits performed during this exploration. Therefore, rock excavation is not anticipated. We present the following general comments regarding our opinion of the excavation conditions for the designers' information with the understanding that they are opinions based on information from test pits. More accurate information regarding the excavation conditions should be evaluated by contractors or other interested parties from test excavations using the equipment that will be used during construction. Based on our subsurface exploration, it is our opinion that shallow excavations in soils at the site will be possible using standard excavation equipment. During the excavation operations, groundwater was observed in the test pits at depths of approximately 4 to 5 feet bgs. Some dewatering problems are anticipated. Cuts or excavations made in close proximity or below the apparent groundwater level will cause construction difficulties. Since the on-site sandy soils generally become unstable when exposed to free water, every effort should be made to keep excavations dry should groundwater be encountered. It is anticipated that minor or slow groundwater seepage could be effectively handled by simple dewatering methods, such as periphery ditches and sumps. A suitable sump could consist of a large diameter pipe set vertically with a coarse sand and gravel mixture placed in the bottom to act as a filter. Care should be exercised in pumping directly from the excavation since this may cause deterioration of the excavation base. Significant groundwater seepage may require dewatering utilizing well points. O'Reilly Auto Parts 7 169" St. NE & Smokey Point Blvd., Arlington, Washington �;�� The presence and magnitude of groundwater seepage may fluctuate based on variations in seasonal rainfall, climatic conditions, site surface runoff characteristics, permeability of on-site soils, continuity of pervious materials, irrigation practices, and other factors. Groundwater traveling through the soil is often unpredictable. This could be due to seasonal changes in groundwater and due to the unpredictable nature of groundwater paths. Therefore, it is necessary during construction for the contractor to be observant for groundwater seepage in excavations in order to assess the situation and make necessary changes and/or recommendations. In accordance with OSHA requirements, the design and maintenance of all excavation retention systems is the sole responsibility of the Contractor. Attention is drawn to OSHA Standards 29 CFR - 1926 Subpart P for guidance in the design of such systems. Building Pad Preparation Recommendations The building pad area should be prepared as previously recommended in the Site Preparation section and the following Monolithic Slab on Grade section. Prior to engineered fill placement, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Liquefaction - Soil liquefaction is the loss of soil strength during a significant seismic event. It occurs primarily in loose, fine to medium grained, granular soils lying below groundwater. Liquefaction occurs during rearrangement of soil particles into a denser condition, resulting in localized areas of settlement. Based on visual observations of soil samples and laboratory test results, it is our opinion that the potential for seismically induced liquefaction is unlikely. However, since we cannot completely rule out liquefaction, it is recommended that the store be supported by a monolithic slab on grade foundation. Recommendations follow for a monolithic slab on grade foundation system supported on engineered fill. Monolithic Slab on Grade It is recommended that the structural frame and walls of the proposed store be supported on a conventional reinforced, monolithic slab on grade foundation system. To provide more uniform bearing conditions and help reduce the potential for settlement of the foundation, the slab on grade foundation should bear on engineered fill having a uniform thickness. The engineered fill should extend a minimum of 1 foot below the bottom of the deepest grade beam and a minimum of 5 feet beyond the perimeter of the building and any external footings. Care should be taken not to extend excavations approximately 3 feet below the existing grade (ground surface existing at the time of our field exploration) because of the apparent shallow groundwater. Construction difficulties should be anticipated if excavation are extended below the apparent groundwater level. Dewatering methods are presented in the previous Site Excavation Characteristics section. O'Reilly Auto Parts 8 &NORM 1691h St. NE & Smokey Point Blvd., Arlington, Washington Once the removal and grading operations are completed, the bottom of the excavation should be proofrolled as previously mentioned in the Site Preparation section. Following proofrolling, the bottom of the excavation should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Weak or compressible areas which cannot be satisfactorily compacted should be removed and replaced with a properly compacted select material or approved on-site soils, as described in Placement and Compaction section. Alternatively, 3 to 6 in (greatest dimension) angular rock can be pushed into these areas with a roller until a stable base is achieved. Final recommendations should be based on the observations by the geotechnical engineer at the time of construction. If the required compaction of the subgrade cannot be achieved, then it is recommended that a layer of geotextile, such as Mirafi HP 570 or approved equivalent, be placed on the subgrade. The geotextile should be placed on the bottom of the excavation in stages rather than in a single operation. Fill should be placed on the geotextile as it is rolled out. Minimum overlap of the geotextile should be 20 percent of its width. The geotextile will help distribute foundation loads more evenly over the subgrade. Once the subgrade is properly compacted or the geotextile is in place, placement of the engineered fill should promptly commence. On-site soils not meeting the criteria for engineered fill should not be placed in the building pad area. Compaction of the engineered fill material should be accomplished by placing it in approximately 6 to 8 inch thick loose lifts and compacting each lift to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The slab foundation should be designed with exterior and interior (as deemed necessary by the structural engineer) grade beams adequate to provide sufficient rigidity to the foundation system. All grade beams and the floor slab should be adequately reinforced with steel to minimize cracking as normal movements occur in foundation materials. The structural engineer should evaluate configurations and reinforcement requirements for structural loadings, anticipated foundation movements, shrinkage and temperature stresses. A net allowable soil bearing pressure of 2,000 psf (dead + live loads) can be used for design of grade beams bearing on engineered fill at a minimum depth of 18 inches below lowest adjacent grade. The recommended bearing value is based on a Factor of Safety of 3 and can be increased by 1/3 for effects of seismic or wind forces. For frost and seasonal moisture protection, the exterior grade should be a minimum of 18 inches above bases of the exterior grade beams or as required by local building code. Lateral Resistance - Lateral loads against building grade beams may be resisted by friction between bottoms of grade beams and laterally supporting soils. An allowable frictional coefficient of 0.35 is recommended. Alternately, provided grade beams are cast neat against compacted soils, an allowable lateral bearing pressure of 300 pounds per square foot per foot of depth can be used with a maximum lateral bearing pressure of 3,000 pounds per square foot. A combination of friction and lateral bearing pressure can be used provided the latter is reduced 1/3. O'Reilly Auto Parts 9 \\v`/{ 1691h St. NE & Smokey Point Blvd., Arlington, Washington �V TC Foundation excavations shall be properly observed by the geotechnical engineer or his representative to confirm that loose, soft or otherwise undesirable materials are removed so that foundations will bear on sound material. Soils exposed in the bases of all satisfactory foundation excavations shall be protected against detrimental changes in conditions such as disturbance, rain, freezing or excessive drying. Surface runoff shall be directed away from the excavations and not allowed to pond within or near formed foundation excavations. If possible, all concrete for the foundation should be placed the same day the excavation is made. It is recommended that the floor slab be supported on a 4-inch layer of compacted granular material such as sand, sand and gravel or crushed stone having no more than 5 percent fines passing the No. 200 US Standard Sieve. This will improve subgrade support, aid in distributing concentrated loads, equalize moisture conditions beneath the slab and reduce potential subgrade deterioration due to construction traffic and weather. If a capillary moisture barrier is desired, the blanket should consist of a free-draining granular material meeting the following gradation, as determined by ASTM D 422: Sieve Size Percent Passinq 1 inch 100 #4 0 In moisture sensitive areas, a vapor barrier consisting of 10 mil polyethylene sheeting should be placed directly above the granular blanket. A 2-in thick layer of damp, clean sand should be placed on the vapor barrier to promote uniform curing of slab concrete and as a vapor barrier puncture protection during construction process. The sand layer should be moistened with water just prior to concrete placement. Foundation Settlements Provided the grade beams bear on materials approved by the geotechnical engineer, and placement, compaction and composition of engineered fill are as outlined herein, it is estimated that total settlements under static loads should be limited and not exceed approximately 1 inch. Differential settlements should not exceed 75 percent of the estimated total settlement. Site Drainage and Landscaping Adequate drainage should be provided at the site to minimize any increase in moisture content of the underlying soils. Adjacent pavement, sidewalks and other exterior flatwork should be sloped a minimum of 1% (minimum of 5% for a distance of 10 feet for ground surface surrounding the structure) to prevent ponding of water around the building. Downspouts should be connected to gravity drains or discharge onto splash blocks to prevent erosion adjacent to the structure. Also, good drainage should be provided in paved areas since the at/and near surface soils are susceptible to pumping if they become saturated (wet). Pumping will contribute significantly to pavement failure. Drainage patterns approved at the time of finish grading should be maintained throughout the life of the building. It should be understood that altered drainage patterns, landscaping, planters and other improvements, as well as irrigation and variations in seasonal O'Reilly Auto Parts 10 1691h St. NE & Smokey Point Blvd., Arlington, Washington &VATC rainfall, all affect subsurface moisture conditions, which in turn could affect pavement and structural performance. It is recommended that all joints in pavements and where pavements, sidewalks, other exterior flatwork, etc. butt against building foundation and/or curbs, be sealed. Sealing joints will help minimize the infiltration of surface water into the underlying subgrade materials. In general, the sealant used should remain plastic and flexible at normal service temperatures. Maintenance should include periodic inspection for open joints and cracks and resealing as necessary. Winter Construction If construction of the project is accomplished during winter, steps should be taken to prevent the soils under the grade beams or floor slab from freezing. IN NO CASE should the slab on grade foundation, pavements or other exterior flatwork be placed on frozen or partially frozen materials. f Frozen materials should be removed and replaced with approved on-site soils or imported select fill material as described the Placement and Compaction section. l l I l i O'Reilly ALItO Parts 11 169'h St. NE & Smokey Point Blvd., Arlington, Washington �� PAVEMENT Design Considerations Traffic loading information for the proposed pavement was not available at the time of this report submittal. It is anticipated that the parking stalls will be subject to automobile traffic only (standard duty pavement section) and that drives will be subject to both automobile and occasional medium to heavy truck traffic (medium duty pavement section. If the anticipated traffic loading conditions are different than indicated herein ATC should be contacted since it could impact the recommendations presented in the following sections. Pavement Subgrade Preparation The pavement area should be prepared as previously recommended in the Site Preparation section. Prior to fill placement and/or construction of the pavements, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Compaction of the subgrade should extend a minimum of 2 feet beyond the outer edges of pavement or curbs. Portland Cement Concrete Pavement (PCCP) If PCCP pavements are utilized, the following recommendations are made expecting that the pavement subgrade soils will consist primarily of on-site sandy soils. Typical pavement sections for PCCP are presented in the following Table 1. Table 1 — PCCP Sections Pavement Section Pavement Type Parking Areas Main Drive Lanes Fire Lanes and Dumpster Pad/Approach Portland Cement 5 inches 6 inches 7 inches Concrete Compacted 12 inches 12 inches 12 inches Subgrade Concrete should have a minimum flexural strength of 600 psi at 28 days; that corresponds to roughly 3,600-psi compressive strength. Concrete should be steel reinforced and include joints to control the formation of temperature and shrinkage related cracks. Concrete should include air entrainment to increase the resistance to temperature effects and improve workability. As a general guide, the air entrainment should vary from 5 to 7 percent (by volume). A granular subbase consisting of a clean sand layer placed between the pavement and the properly O'Reilly Auto Parts 12 V 169'"St. NE & Smokey Point Blvd., Arlington, Washington compacted subgrade is optional. If a sand subbase is used, it should be moistened with water immediately prior to concrete placement. Utility trench backfill that lies within paved and other flatwork areas must be properly compacted. Fill or backfill areas should be proofrolled to verify that soft or yielding subgrade areas have been properly compacted (refer to the Site Preparation section for detailed proofrolling recommendations). It is important to minimize moisture changes in the pavement subgrade. The pavement and adjacent areas should be well drained. Regular maintenance should be performed on cracks in the pavement surface to prevent water passing through to the subgrade. Hot Mix Asphaltic Concrete Pavement (HMAP) Typically, a rigid pavement section is recommended for long term performance and should be used in Fire Lanes and Dumpster Pad areas. However, ATC understands that a flexible section may be considered for the majority of the paved areas at the site. Typical flexible pavement sections for similar applications are provided in the following Table 2: Table 2 - HMAP Sections Flexible Traffic Section Standard Duty' 3" HMA Class 1/2--inch (WSDOT 5-04) 6"Crushed Aggregate Surfacing Base -WSDOT 9-03.9(3) Medium Duty2 3" HMA Class'/cinch (WSDOT 5-04) 8"Crushed Aggregate Surfacing Base-WSDOT 9-03.9(3) Compacted Subgrade 12 Inches— 1. Standard Duty- Parking and light traffic 2. Medium Duty- Drive lanes Crushed aggregate surfacing base course placed beneath pavements should meet the requirements in Section 9-03.9(3) of the 2010 WSDOT Standard Specifications. In addition, the base course material should be moisture stable. Aggregate base course should be compacted to a minimum of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The performance of the recommended pavement sections can be enhanced by minimizing excess moisture that can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a minimum 2 percent grade away from the pavements; • Compaction of any utility trenches to the same criteria as the pavement subgrade. Preventive maintenance should be planned and provided for through an on-going pavement management program to enhance future pavement performance. Preventive maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. O'Reilly Auto Parts 13 u 169'h St. NE & Smokey Point Blvd., Arlington, Washington v All asphalt concrete mixes and aggregate base materials used in construction of pavement should be approved by the geotechnical engineer and meet the 2010 WSDOT Standard Specifications, and/or. The placement of asphaltic concrete should be in accordance the 2010 WSDOT Standard Specifications or as directed by the geotechnical engineer. Pavement Considerations Pavement design methods are intended to provide an adequate thickness of structural materials over a particular subgrade, such that wheel loads are distributed to a level, which the subgrade can support. It is important to minimize moisture changes in the subgrade. All pavements shall be sloped to provide rapid surface drainage. Water should not be allowed to pond on or adjacent to the pavement. The pavement design recommendations are subject to successful completion of site and subgrade preparation and engineered fill placement as recommended in this report. Imported soils used in paved areas should meet the criteria for engineered (select) fill outlined in the Placement and Compaction section. The compaction, quality, and gradation of the crushed aggregate surfacing base course will directly affect the quality and life of the pavement section. Consequently, we recommend a minimum compaction of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. This will improve the support for the edge of the pavement. Since paving and site grading are typically performed by separate contractors, a time lapse generally occurs between the end of site grading operations and the commencement of paving. Disturbance, desiccation, and/or wetting of the subgrade prior to completion of paving can result in deterioration of the previously compacted subgrade. A non-uniform subgrade can result in poor pavement performance and local failures relatively soon after pavements are constructed. Where applicable, we recommend the pavement subgrade be proofrolled and the moisture content and density of the top 12 inches of subgrade be checked within two days prior to commencement of actual paving operations. If any significant event, such as precipitation, occurs after proofrolling, the subgrade shall be reviewed by qualified personnel immediately prior to placing the pavement. The subgrade shall be in its finished form at the time of the final review. A soil engineering technician working under the direction of a geotechnical engineer should observe compaction of the subgrade and perform soil density tests to confirm that the subgrade has been properly compacted in accordance with the recommendations presented herein. In addition, all paving materials and paving operations should meet applicable specifications of the local governing agency. All joints including sawed joints should be properly cleaned and sealed as soon as possible to avoid infiltration of water, small gravel, etc. Either cold-poured or hot-poured sealing material may be used. Backing should be provided to hold the isolation joint sealant in place. Manufacturers' instructions for mixing and installing the joint materials should be followed. O'Reilly Auto Parts , A� 169"' St. NE & Smokey Point Blvd., Arlington, Washington �� It is recommended that the concrete pavement be reinforced with No. 3 or larger bars supported on appropriate chairs and placed on a minimum of approximately 24-inch centers in each direction. Additional reinforcing consisting of #5 bars should be included around openings for manholes, drains, planters, etc. The perimeter of the pavement should have a stiffening curb section to reduce the potential for distress due to heavy wheel loads near the edge of the pavements and to provide channelized drainage. Periodic maintenance of all of the pavements should be anticipated. This should include sealing of all cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or near the pavement areas. Even with these precautions, some movements and related cracking may still occur, requiring additional maintenance. t l I f O'Reilly Auto Parts 15 V �� 169`h St. NE & Smokey Point Blvd., Arlington, Washington BASIS FOR RECOMMENDATIONS ATC's professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. ATC is not responsible for the conclusions, opinions, or recommendations made by others based upon this data. The scope of our services was intended to evaluate soil conditions within the primary influence of the proposed structure and does not include an evaluation of potential deep soil conditions. Analyses and recommendations submitted in this report are based upon the data obtained from the soil test pits performed at the locations indicated. Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between test pits will be different from those at specific test pit locations and that conditions will not be as anticipated by the designers or contractors. In addition, the construction process itself may alter soil conditions. If any subsurface variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after ATC has had an opportunity to observe the characteristics of the conditions encountered. The applicability of this report should also be reviewed in the event that significant changes occur in the design, nature, or location of the proposed construction. Recommendations provided herein are based in part upon project information provided to ATC and they apply only to the specific project and site discussed in this report. If the project information is incorrect or if additional information is available, the correct or additional information should be conveyed to ATC for review. ATC's recommendations may then be modified, if necessary. Experienced geotechnical personnel should observe and document the construction procedures used and the conditions encountered. Unanticipated conditions and inadequate procedures should be reported to the design team. ATC further recommends that ATC is retained to provide these services based upon our familiarity with the project, the subsurface conditions, and the intent of the recommendations and design criteria. Environmental issues regarding this site are not addressed in this study. Only geotechnical recommendations for use in design of specific construction elements, earthwork and quality control observation and testing during construction are presented herein. O'Reilly Auto farts 16 V 169t" St. NE & Smokey Point Blvd., Arlington, Washington V APPENDIX O'Reilly Auto Parts ��v�� 169°i St. NE & Smokey Point Blvd., Arlington, Washington .`vATC w II f _ a 1 1 TIRl tlMC[YlEr � � �aL P��_ I�'.1 P.:_• �., II I a�ira l�p,r�II+aY � �t CV■A na�i)rimFl I \. I 1■amrt vaw � c r cu rvc��na � �` i, I I •1� I a�rmt W Yt630•.� C Ir W PM I•a'I tL" r !01 ICI rrm lrfn�r�rW1111 4 IR Im,� r�¢ �o "� L _•r- ' ``^�_— ` is d;wi +r■ro � � urw�e+p r.�`nyr ` r � `Irr � ' I TP-1 ' TP-5t<'1' I;. 1lA�G�'fr �_911AIM M TPOW!A R I TP-2 JIM11 I r� n TP-4 TP-3 TP 6 _ 2 47 c,r■ ,xoa,.a I I ® namc"aa■. �„ . © 11l I cv■a.re „■� 1� of e%" aiww s°mia a lar n uti c >wn ..•. raanac i ay.uc■a ® I ■R v •w cvswr«amx_e em®vaiw I I ! I I I '_ H yr me.-,uo a[a lou nra-vu .moue■ - IM / K nmf l■o u■t w.dmr ntn .roa■c■ I I Rl Du-ZmM Ili■•w a l4"nr�t'JnT�M•� ur� af ��i}ra Nr/ ■ c Irri mRr�c UF++.y r i I Ott il�cuallw,ll���rr��� Approximate Test =�i�iMU� r ro "011y AUTO PARTS �Pit Locations, 2M 5%ufh Putt arm, Ma &9= DUM " WASNWGTGN MWE f41V Pet-Ar" FM (40&*-77r0 DAID or-0-19 Site/Test Pit Location Plan O'Reilly Auto Parts Store — Arlington, WA ATC Project #90.75356.0062 s A 7 C 9 1 N C February 2012 i r TEST PIT LOG Client: O'Reilly Auto Parts Test Pit#: 1 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC r DRILLING&SAMPLING INFORMATION IDate Started: 02-06-12 Hammer Wt.,lb: r Date Completed: 02-06-12 Hammer Drop,in: I , Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smf N .#200 Mc GW LL Dd r Surface Elevation- Scale No Typ, BI/Ft % % PCF ISILTY SAND:dark brown,fine to medium,loose,moist-FILL I @+15", SILTY,SANDY GRAVEL:grayish brown,dense,moist 1 BS 23 SAND orangish brown,fine to medium,compact,moist,trace silt 2 BS 7 ................................................ - — SAND: orangish brown, fine to medium, compact, moist to saturated,trace silt&gravel 5 3 BS SAND:light gray,line to medium,loose,saturated,trace silt,same gravel ....... I 4 1 -compact r Bottom of test pit at 13 feet I REMARKS: ±4-T,Slow groundwater seepage +7-13',Signification groundwater seepage&caving l� • --20 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE v AT COMPLETION See remarks BS-BAG SAMPLE v_ AFTER HR FT RC-ROCK CORE v ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG V M ' Client: O'Reilly Auto Parts Test Pit#: 2 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,Ib: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation• Scale No Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL ---•- 1 BS @+18",SILTY,SANDY GRAVEL:grayish brawn,dense,moist —» SILTY SAND orangish brown,line to medium,compact,moist 2 BS ................................................ SAND:orangish brown,fine to medium,compact,saturated,trace silt&gravel --5 SAND light gray,fine to coarse saturated,trace silt some gravel --10 compact Bottom of lest pit at 14 feel --15 REMARKS: +4-7',Slow groundwater seepage +7-14',Signification groundwater seepage&caving --20 --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE v AT COMPLETION See remarks BS-BAG SAMPLE v_ AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG �� A S 9 (I•f:`� a•Y•E S Client: O'Reilly Auto Parts Boring#: 3 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location; Arlington,Washington Drawn By: TIC r J DRILLING&SAMPLING INFORMATION I Date Started-, 02-06-12 Hammer WI.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rack Care Dia.,in; Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N •#200 Mc GW PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL ---•-• r @+16",SILTY,SANDY GRAVEL:grayish brown,dense,moist 1 ............................................. ........ SILTY SAND:orangish brown,fine to medium,compact,moist 2 SAND orangish brown, line to medium, compact, moist to 111 saturated,trace silt&gravel -.5 3 l SAND light gray,fine'to coa rse,loose saturated,Irace sill,some gravel -10 Note:compact at 12' Bottom of test pit at 12 feet REMARKS: . +5-T,Slow groundwater seepage .-15 +7-12',Signification groundwater seepage&caving SAMPLE GROUNDWATER(GW) L TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE v_ AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 5 FT ST-SHELBY TUBE L TEST PIT LOG Client: O'Reilly Auto Parts Boring#: 4 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90,75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed. 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in. DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL --- 1 BS ----------•--••---.—........................... SILTY,SANDY GRAVEL:grayish brown,dense,moist-FILL 2 BS ................................................ SAND:orangish brown,fine to medium,compact,saturated,trace silt&gravel 3.. BS SAND:light gray,line to coarse,loose,saturated,trace silt,some y4 BS gravel -- compact Bottom of test pit at 12,5 feel REMARKS: +4-T,Slow groundwater seepage +7-12,5',Signification groundwater seepage&caving --20 --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE v AT COMPLETION See remarks BS-BAG SAMPLE v_ AFTER HR FT RC-ROCK CORE v ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG (VV - �T' _ Client: O'Reilly Auto Parts Boring#: 5 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 l Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Dale Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: I DESCRIPTION FIELD&LABORATORY DATA - Depth Smpi Smpl. N -#200 Mc GW LL PL PI Did Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose, moist-FILL @ ±12",SILTY,SANDY GRAVEL.grayish.brown.dense,moist 1 BS SILTY SAND:orangish brown,fine to medium,compact,moist 2 1 SAND.orangish brown,line to medium,compact,saturated,trace -5 silt&gravel r 3 BS SAND:light gray,fine to coarse,loose,saturated,trace silt,some gravel ( -10 4 BS Note:compact @ 12' Bottom of test pit at 12 feet REMARKS: I +5-T,Slow groundwater seepage -15 ±7-12',Signification groundwater seepage&caving l _ .2 I� l SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION F r:T ST-SHELBY TUBE l� TEST PIT LOG Client: O'Reilly Auto Parts Boring#: 6 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N #200 Mc GW LL PL PI Dd Surface Elevation- Scale No Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose, moist-FILL @+12",SILTY,SANDY GRAVEL:grayish brown,dense,moist . ...........................................—. 1 BS SILTY SAND:orangish brown,fine to medium,compact,moist -------- 2 BS --------------•--------------------------------- SAND:light gray,fine to medium,compact,saturated,trace silt& gravel -5 3 BS . .............................................. SAND:light gray,line to coarse,loose,saturated,trace silt,some gravel 4 BS SANDY GRAVEL gray,dense,fine to coarse saturated 5 Bottom of test pit at 14 feet --1 REMARKS: +4-T,Slow groundwater seepage +7-13',Signification groundwater seepage&caving SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE v_ AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE r r KEY TO SOIL SYMBOLS AND CLASSIFICATIONS rThe abbreviations commonly used on each"Boring Log", as seen on the figures and in the text of the report, are as follows: I I. SOIL DESCRIPTION V. SOIL PROPERTY SYMBOLS r (a)Cohesionless Soils N: Standard Penetration Resistance: Number of blows by a 140 lb Relative Densily N. BLOWS/FT hammer dropped 30 in, required to drive a 2 in OD split spoon I Very Loose 0 to 4 sampler 1 ft Loose 5 to 10 Qu: Unconfined Compressive Compact 11 to 30 Strength, TSF r Dense 31 to 50 Qp: Pocket Penetrometer Unconfined Very Dense Over 50 Compressive Strength, TSF Dd: Natural Dry Unit Weight, PCF (b)Cohesive Soils v: Apparent Groundwater Level at Time Noted Consistency QL1, TSF Mc: Moisture or Water Content, % LL: Liquid Limit Very Soft Less than 0.25 PL Plastic Limit Soft 0.25 to 0.50 PI: Plasticity Index Firm 0.50 to 1.00 LI: Liquidity Index(Mc-PL/PI) Stiff 1.00 to 2.00 e: Void Ratio Very Stiff 2.00 to 4.00 Gs: Specific Gravity of Solid Hard Over 4.00 Particles I k: Coefficient of Permeability II. PLASTICITY is Hydraulic Gradient q: Rate of Discharge Degree of Plasticity h: Hydraulic Gradient I Plasticity Index TSF: Tons per Square Foot PSF: Pounds per Square Foot None to Slight 0-4 KSF: Kips per Square Foot Slight 5 - 10 PCF. Pounds per Cubic Foot Medium 11 -30 High to Very High Over 30 VI. DRILLING/EXCAVATING AND SAMPLING SYMBOLS III. RELATIVE PROPORTIONS AR: Air Rotary Descriptive Term Percent CFA: Continuous Flight Auger l HSA: Hollow Stem Auger Trace 1 - 10 RW: Rotary Wash Little 11 -20 BH: Backhoe Some 21 -35 AU: Auger Sample And 36-50 BS: Bag Sample RC: Rock Core IV. PARTICLE SIZE IDENTIFICATION SS: Split-Spoon, 1-3/8 in ID, 2 in OD, I Except as Noted Il Boulders: 8 in diameter or more ST: Shelby Tube, 3 in OD, Except as Cobbles: 3 in to 8 in diameter Noted Gravel: Coarse-3/4 in to 3 in WS: Wash Sample Fine-5.0 mm to 3/4 in OD: Outside Diameter Sand: Coarse-2.0 mm to 5.0 mm ID: Inside Diameter Medium-0.4 mm to 2.0 mm TxC: Texas Department of Transportation Fine-0.07 mm to 0.4 mm Cone Penetrometer Test I silt: -0.002 mm to 0.07 mm RQD: Rock Quality Designation Clay: - less than 0.002 mm CR: Core Recovery, % 111 TS: Tube Sample, 2.5 in OD NOTE: SOILS ARE CLASSIFIED IN GENERAL ACCORDANCE WITH THE UNIFIED SOIL CLASSIFICATION SYSTEM `"OX ATC ASSOCIATES, INC. L y 1 1 1 I �?i u Y: 1 IMPOPMR1IIIUI YO f - Engineepinga orSubsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The fallowing information is Provided to lielp you manage your risks. Geotechnical Services Are Performed for • elevalion,configuration,location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of @ composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even another I civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solelyfot the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnica.+engineers cannot accept responsibility or liability for,problems first conferring with the geotechnical engineer who prepared it.And no one that occur beeaLlse their reports do not consider developments of which not even you should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Deport A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on a geotechnical engineer- engineering report did not read it all.Do not rely on an executive summary, ing reportwhose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,or groundwater fluctua- Geotechnical Engineering Re opt Is Based on lions.Always contact the geotechnical engineer before applying the report Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. f tors when establishing the scope of a study.Typical factors include:the l client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Ape Ppofessional nature of the structure involved,its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploralion identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geolechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the I • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly--- ) . ® not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer not prepared for the specific site explored,or who developed your report to provide construction observation is the completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. l Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Ape Not Final ® the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in I your parking garage to an office building,or from a light induslrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendalions only by observing actual subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and dispules.To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geolechnical engineers commonly include a variety of liability for the report's recommendaliorrs if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"lirnilations" construction observation. many of these provisions indicate where geolechnical engineers'responsi- bilities begin and end,to help others recogn ze their own responsibilities A Geotechnical Engineering Report Is Subject to and risks. Read these provisions closely.Ask questions.Your geotechnical Misinterpretation engineer should respond fully and`rankly. Other design team members'misinterpretation of geolechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironme tal Concerns Are Not Covered technical engineer confer with appropriate members of the design team after The equipment,techniques,and peisonnel used to perform a geeenviron--- submitting the report.Also retain your geotechnical engineer to review perb- mental study differ significantly from those used to perform a geolechnical nent elements of the design team's plans and specifications. Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report. Reduce that risk by relate any geoenvironmenlal findings,conclusions, or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or, conferences,and by providing construction observafion. regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- o Not RedraW the Engineer's Logs vironmental information,ask your geolechnical consultant for risk man- Geolechnical engineers prepare final boring and testing logs based upon agement guidance. Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors cr someone also. omissions,the logs included in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal With Mold Only photographic or electronic reproduction is acceptable,butrecogntize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risIc operation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention, integrated into a com- Guidance prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe[hey can make mold prevention consullant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infes[allons,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report, but preface it with a While groundwater,water intiltralion,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that[he are conveyed in this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection,with the geotechnical engineer's study conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable. Be sure contrac- tion. Proper implementation of the recommendations conveyed tors have sufficient time to perform additional study.Only then might you in this report will not of itself be sufficient to prevent mold be in a position to give contractors the best information available to you, from growing in or an the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Read Responsibility Provisions Closely Membership in ASFU HE BEST PEOPLE ON EARTH exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geo[echnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE member geotechnical engineer for more information. ASFE THE BEST PEOPLE ON EARTH 8811 Colesville Roar)/Suite G100,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@asfe.org www.asfe.org Copyright 2004 by ASFE,hic,Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permilted only with the express written permission of ASFE,and only for purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other film.individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation IIGER08041.0MRP COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360) 403 3551 • FAX (360)403 3418 PRIOR TO ISSUANCE OF A PERMIT, THIS FORM MUST BE COMPLETED IN ITS ENTIRETY AND RETURNED TO THE CITYFOR APPROVAL. THE COMPLETED FORM MUST HAVE THE ORIGINAL SIGNATURES OF ACKNOWLEDGEMENT OF ALL PARTIES. Name of Project: O'Reilly Auto Parts Project Address: Smokey Point Boulevard Arlington, WA 98223 Owner: O'Reilly Automotive Stores, Inc. Phone Number: 417-862-2674 Address: 233 South Patterson Avenue city: Springfield State: MO Zip code: 65802 Architect: Thomas A. Lundberg Phone Number: 417-862-0558 Address: 1736 East Sunshine Street, Suite 417 city. Springfield State: MO Zip Code: 65804 Engineer:Wayne E. Davis Phone Number: 816-531-4144 Address 4338 Belleview city: Kansas City State: MO Zip Code: 64111 General Contractor: TBD Phone Number: Address: City: —State: Zip Code: DUTIES AND RESPONSIBILITIES Special Inspection Firm Special Inspectors: The Special inspection Firm of TBD will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (® Reinforced Concrete(� Bolting in Concrete RECEIVED ED ® Pre-stressed Concrete ([:D Shotcrete t (� Structural Masonry NOV Z�,�� (� Structural Steel and Welding (� High-Strength Bolting COA Engineeting Dep-. ( Spray-Applied Fireproofing Q,� �,n,���g/ Smoke-Control Systems '4/lh� �•/ (� Other Specify:Refer to Sheol S1:Struclural Special Inspections 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, listing 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. Web Forms—146 Page 8 of 9 7/10CJY �r COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington,WA 98223 - Phone (360)403 3551 • FAX (360) 403 3418 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. 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 to comply with the terms and conditions of this agreement. / 2.�`Owner: ( _�,� Date:l� General Contractor: Date: Archite Date: to� Engineer: ! i Date: Special Inspection Agency: Date: :sriV City of Arlington Building Official: Date NOV COA Engineering Dept PvlJt>2-0!Z0 Z$D Web Forms—146 Page 9 of 9 7/10CJY i ti :� �� r COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. R1 One (1) City of Arlington Commercial/Multi-Family Permit Application (One permit application per building or structure is required) ✓❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑✓ Three (3) Site Plans ✓❑ One(1) 11"x 17" Site Plan ✓❑ Three (3)Architectural Drawings ✓� One (1) 11 " x 17" Set of Building Elevations Z✓ Three (3) Structural Drawings U Three (3) Structural Calculations ✓❑ One(1) Geotechnical Engineering Reports (if applicable) ❑✓ One(1) Project Specification Manuals(if applicable) ✓Z One(1) NREC Code Compliance Forms Z One (1) Special Inspection Requirements Forms R] One (1) Occupant's Statement of Intended Use Form 0 One(1) Letter of Verification of Water and Sewer Availability from City of Marysville (if applicable) Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to Pre App Appointment Request. I acknowledge that all items designated above are included as part of this application. RECEIVED Applicant's Signature Date NOV l (i ?01? COA Engineering DepT - � IZB Z � Web Forms—146 Page 1 of 9 7/10CJY , COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 A. FEES DUE AT TIME OF PERMIT APPLICATION The following non-refundable fees will be collected at the time of application for all tenant improvements projects. 1. Building Plan Check Fee B. CODES The City of Arlington currently enforces the following: International Codes 1. 2009 International Building Code(IBC) 2. 2009 International Residential Code(IRC) 3. 2009 International Mechanical Code (IMC) 4. 2009 International Fuel Gas Code(IFGC) 5. 2009 International Fire Code(IFC) 6. 2009 Uniform Plumbing Code(UPC) 7. 2009 International Property Maintenance Code(IPMC) 8. 2003 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 51-13 Washington State Ventilation and Indoor Air Quality Code 8. 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 three(3)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. Web Forms—146 Page 2 of 9 7/10CJY i I COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. • Arlington,WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 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. 0 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 set backs, 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. Q ARCHITECTURAL DRAWINGS 1. El 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. Q 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. Web Forms—146 Page 3 of 9 7/10CJY 1 1 I �I {' COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360) 403 3551 • FAX (360)403 3418 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. Q 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, I] Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in 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.Two 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 form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington Web Forms—146 Page 4 of 9 7/10CJY i a i ~ COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 Project Name/Tenant O'Reilly Auto Parts Site Address Smokey Point Boulevard Arlington,WA 911223 Bldg/Unit/Suite IBC Construction Type 11-B IBC Occupancy Type M (Mercantile) Description of Use A retail store for the sale of auto parts. Building Square Footage 7,754 S.F. Number of Stories 1 Square Footage Per Floor7,754 S.F. 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 RECEIVED ❑ Flammable and combustible liquids(tanks, piping etc...) Hazardous materials NOV 16 J��l ❑ High piled/rack storage OOA Enginew,Ing Der) ❑ Industrial ovens/furnace �? CIA,) -(ZD ❑ 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: FIA7.A9,nCU:, MA'SFiRihL5 w►i.L BE StoQEO WM4VAJ CODE IZr:aviP,EMENTn. A 144ZAa0ovs M',•reRiA0.5 SrArf:MEnir W44 BF PP,0Ui0h0 oeyns; ntc- CEfTIFitArE ew bau4,ANc-, 15 55oa0, Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits during the plan review or construction process. Daniel Herron Printed Name of Occupant/Agent Signature of Occupant/Agent Date Web Forms—146 Page 7 of 9 7/10CJY COMMERCIAL APPLICATION - SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS UNITS CONTAINING TOWNHOUSES OR THREE OR MORE UNITS. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: O'Reilly Auto Parts Valuation: $558,288 Project Address: Smokey Point Boulevard Arlington,WA 98223 Parcel ID#: Legal Description Please refer to survey. Owner: O'Reilly Automotive Stores, Inc. Phone Number: 417-862-2674 Address: 233 South Patterson Avenue City: Springfield State: MO Zip Code: 65802 Engineer:Wayne E. Davis Phone Number: 816-531-4144 Cell Phone: Fax: 417-881-0053 E-mail: wdavis@bdc-engrs.com Address: 4338 Belleview City: Kansas City State: MO Zip Code:64111 General Contractor: TBD Phone Number: Cell Phone: Fax: E-mail: Address: City: State: Zip Code: Contractor's License Number: Expiration: Contact Person: Tim Guillot Phone Number: 417-862-0558 Cell Phone: Fax: 417-862-3265 E-mail:tim@esterlyschneider.com Address: 1736 East Sunshine Street City: Springfield State: MO Zip Code: 65804 Proposed Scope of Work:A retail store for the sale of auto parts. RECEf w'I-C� 1 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- desc roperty will be in accordance with the laws, rules and regulation of the State of Washington. BOA EngineeOlf 1g E� �,,�•�� App icants Signature Date Daniel Herron Print Applicants Name FOR STAFF USE ONLY �f 21)(2 )Z` 0 Permit# Accepted B Amount Received Receipt# Date Received Web Forms—146 Page 6 of 9 7/10CJY .�, I , COMMERCIAL APPLICATION SUBMITTAL CHECKLIST Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3551 • FAX (360)403 3418 The building permit does not include any mechanical,electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425)339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to oemiitcenter a(�ci.arloigton.wa us. Application by courier or mail will not be accepted. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. Signature:—- Date: Z Owner/Owner's Representative Company: O'Reilly Automotive Stores, Inc. Phone: 417-862-2674 RECEIVED NOV 16 2012 C®A Engineering a rapt, bLl�>2012Z Z�® Web Forms—146 Page 5 of 9 7/10CJY � _ �,� i BLD20120280 (PT-LIVE) - PerrpitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120280 w . f \ APPLICANT: O'Reilly Auto Parts- Herron, Daniel STATUS: APPLIED ,l ADDRESS: 3300 169TH PL,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 11/19/2012 ry SCREENS: Select Screen... [] FUNCTIONS: Select Permit Function... , - COMMERCIAL-BUSINESS-NEW REVIEWS PRINT ADD NEW SUMMARY COMM.. I ID DESCRIPTION ASSIGNE.. I DUE Q., I LAST (#) IREQ? DO.. IASSIGN IREMOVE 1002 P-Engineering 1 f MHAYES 12/7/2 1/10/2. 2 Y Y 0 1004 P-Engineering II LPETERS... 1/28/2 1/2/2013 1 Y N CR 1006 P-Engineering III ESCOTT 12/7/2. 12/3/2. 1 Y Y Q 2000 C-Building I CYOUNG 1/28/2. 0 Y N 2014 C-Planning I TDAVIS 12/7/2. 1/3/2013 1 Y Y ly 3004 X-Fire TCOOPER 12/7/2. 0 Y N l:A I https:Hcoapermits.arlington.local/PermitTrax/Module_Permits/Permits_Permit/Permit Rev... 1/14/2013 �� •t General/Specialty Contractor A business registered as a construction contractor with LEtl to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name STOUT BLDG CONTRACTORS LLC UBI No. 603038236 Phone 8012962150 Status Active Address 1380 West 50 South License No. STOUTBC905ON Suite/Apt. License Type Construction Contractor City Centerville Effective Date 9/20/2010 State UT Expiration Date 9/20/2014 Zip 84014 Suspend Date County Out Of State Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date STOUT, JAMES K Handyman 09/13/2010 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date.Bond L 2 Western Surety Co 61121084 09/07/2011 Until Cancelled $12, 1 OLD REPUBLIC 1181936 09/07/2010 Until Cancelled 09/07/2011 $12: SURETY CO Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name,Policy Number Effective Date Expiration Date Cancel Date,Impaired Date. Amount R AUTO OWNERS 2 INSURANCE 5737468811 06/15/2011 06/15/2013 $1,000,000.00 0 COMPANY 1 NSTO OWNERS 5737468810 06/15/2010 06/15/2011 $1,000,000.00 0 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period Routing List Owner(MY,DH) Contractor(Bidders) Architect/Consultant(ESA,BDC,MFEC) Other(City,File,Plan Room,Dodge) ADDENDUM NO. 6 DATE: January 9, 2013 TO: Mr. Steve Peterie O'Reilly Auto Parts 233 South Patterson Springfield, Missouri 65802 PROJECT: O'Reilly Auto Parts Store Smokey Point Blvd. Arlington, WA#2 (AR2) This Addendum shall supersede that which is shown on the drawings insofar as it is in distinct disagreement with same. However, it will in no way relieve the Contractor of any responsibility under the plans except as herein specifically stated. Description: (written description of the Work) Changes due to City Building Department comments. Drawings Sheets S1 and S5 (Bob D. Campbell & Company, Inc.) 1. Replace each sheet in its entirety with corresponding attached sheet. These sheets have been updated for additional inspections and canopy bracing. Sheets A2, A3, and A4 1. Replace each sheet in its entirety with corresponding attached sheet. These sheets have been updated due to energy code information and an added ladder. Sheets P1, M1, M2, E1, and ES1 (Jennifer A. Luce, P.E.) 1. Replace each sheet in its entirety with corresponding attached sheet. These sheets have been updated for City standards and energy code information. Attachments 1. Sheets S 1, S5, A2, A3, A4, P 1, M 1, M2, El, and ES 1, revised 12-26-12 ECE- %'Ede JAN 14 2013 COA Engineering Dept 1 Commercial Plan Review OWNER: 0-14`a& A,h� Ahv v ADDRESS: pk USE: - / CONSTRUCTION TYPE: (Type V Provision) Yes No _j SCOPE OF WORK: 7�j--oy S� REVIEWED BY: DATE: I qllZ C� GENERAL INFORMATION 302 Occupancy Class (A2 <50 occupants = B) /VO Ambulatory Care Provision Yes INo Chapter 4 Special Use/Occupancy Provisions O T503 Building Area (OK? If not, go to Section 506) es 504.1 Building Height (OK? If not, go to Section 504.2) 505 Mezzaninel Yes No 505.2 Area Limitation Yes - No 505.3 Egress =F Yes No 505.4 Openness I Yes ,�/� No 506.3 Sprinkler Increase (300%or 200%) Yes No 507 Unlimited Building Yes No 508.2 Incidental Use Area Yes No 508.3.1 Accessory Occupancy Yes No 508.3 Mixed Usel Yes No 508.3.2 Non-separated Use Yes No 508.3.3 Separated Use Yes No T601 Construction Type Yes No T602 Distance Separation Yes No 603 Combustible Construction Yes No ✓ 705 Fire Walls Yes No 706 Fire Barriers Yes No 706.4 Continuity I Yes No �- 707 Shaft Enclosure Yes No 708 Fire Partition Yes No 709 Smoke Barrier Yes No 710 Smoke Partition Yes No 715 Opening Protectives Yes No 717.2 Fire Blocking Yes No 717.2.6 Architectural Trim (20 feet) Yes No 717.3 Draftstopping(1,000s ,000s Yes &407-r No 719 Thermal &Sound Yes No 801 Interior Finishes IYes INo Fire Systems 901 (Fire Protection Yes INo 903 Sprinklers Yes No 903.2.13 Additional Requirements IYes INo a �' A Fire Systems Continued 904 (Alternative Systems Yes No 905 Standpipes Yes No 907 Fire Alarm/Detection Yes No 908 Emergency Alarms Yes No 909 Smoke Control IYes I No 910 Smoke and Heat Vents 1yes No 911 Fire Command Center IYes No { Means of Egress T1004.1.1 (Occupant Load 1004.5 Convergence IYes No T1005.1 Egress Width 1006 Egress Illumination Yes No 1007 Accessible Means of Egress Yes No 1008 Doors/Turnstiles Yes No 1008.1 Doors Yes No 1008.1.1 Door Size Yes No 1008.1.2 Door Swing Yes No 1008.1.7 Door Arrangement Yes No 1008.1.8 Door Operation (locks) Yes No 1008.1.9 Panic Hardware Yes No 1009 Stairs I Yes No 1009.1 Stair Width Yes No 1009.2 Headroom I Yes No 1009.3 Treads/Risers (7" max, 11" min.) Yes No 1009.7 Vertical Rise 12 feet max. Yes No 1010 Ramps Yes No 1011 Exit Signs Yes No 101.2 Handrails (both sides, extensions, etc.) Yes lNo 1013 Guards 42-inches Yes No 1013.5 Mechanical Equipment: 10 feet Yes No 1013.6 Roof Access: 10 feet Yes No 1014 Exit Accessi Yes No 1014.2 Intervening Spaces Yes No 1014.4 Aisles I Yes No 1015 Exit and Exit Doorways Yes No T1016.1 Travel Distances I Yes No 1015.2 Remoteness(1/2 or 1/3) Yes No 1017 _Aisles Yes No 1018 Corridors Yes No 1018.1 Corridor Ratings Yes No 1018.2 Corridor Width Yes No 1018.4 Dead Ends I Yes No 1018.5.1 Corridor Ceilings Yes No 1019 Egress Balconies Yes No 1020 Exits I I Yes No 1021 Number and Continuity IYes I INo 1 I I • Means of Egress Continued 1022 (Vertical Enclosures Yes No 1023 Exit Passageways Yes No 1 1024 Luminous Egress Markings Yes No 1025 Horizontal Exits Yes No 1026 Exterior Exit Ramps Yes No 1027 Exit Discharge Yes No 1028 Assemblyj Yes No 1029 Emergency Escape and Rescue (Yes No Accessibility 1103 Scoping Requirements) Yes No 1104 Accessible Route I Yes No 1104.4 Vertical Accessibility>3,OOOsf Yes No 1105 Accessible Entrances Yes No 1106 Parking and Loading Yes No 1107 Dwelling and Sleeping Units Yes No 1108 Special Occupancies Yes No 1109 Other Features and Facilities Yes No 1110 Signage I Yes No Interior Environment 1203 (Ventilation Yes No 1204 Temperature Control Yes No 1205 Lighting (also see WSEC) Yes No 1206 Yards and Courts Yes No 1207 Sound Transmission Yes No 1208 Interior Spaces Yes No 1209 Access to Unoccupied Spaces Yes No 1210 Surrounding Materials Yes No Exterior Walls 1403 (Weather Protection (Condos-see WAC) (Yes No 1404 Materials I I Yes No 1405 Installation of Wall Coverings Yes No 1405.6.2 Veneers I I Yes No 1406 Exterior Combustible Materials Yes No 1407 IMetal Composite Material (MCM) Yes I No 1408 JEIFS 1 7 1 (Yes INo Roof Assmeblies and Structures 1503 Weather Protection- Drainage Yes No 1504 Performance Requirements-Wind Yes No 1505 Fire Classification Yes No 1506 Materials I Yes No 1507 Roof Coverings Yes No 1508 Roof Insulation Yes No 1509 Roof Top Structures- Penthouses Yes No 1510 Re-Roofing Yes INo Structural Design 1604 General Design Requirements (Eng.) 1yes I lNo I r• 1 1 I r Chapter 17: Special Inspections Required Yes No 1803 Geotechnical Data I Yes No 1807 Foundation Walls- Prescriptive Yes No 1808 Foundations- Prescriptive Yes No 1809 Shallow Foundations Yes No 1810 Deep Foundations Yes No 1905 Concrete Yes No 2103 Masonry Yes No 2110 Glass Unit Masonry Yes No 2205 Structural Steel Yes No 2303 Wood Construction Yes No 2308 Conventional Construction- 1-story max. Yes No 2403 Glass and Glazing Yes No 2406 Safety Glazing Yes No 2505 Gypsum Board and Plaster Yes No 2603 Foam Plastic Yes No 2902 Plumbing Fixtures Yes No 3001 Elevators Yes No 3103 Special Construction 1yes No Uk.3o665 [ L ` R,,vp kZop G11 Y O4 City of Arlington Community Development �lING Building Inspection Division Submitter: Tim Guillot Street Address: 1736 East Sunshine Street City, State, Zip Springfield, MO 65804 Permit Review Corrections/Comments Date Mailed: 12/6/12 The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building The plans affected by this notice are known or described as: Project Title: O'Reilly Automotive Stores. Inc Project Address: Smokey Point Boulevard Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: Bldg. NON-COMPLIANCE ISSUE WSEC Provide Envelope, Mechanical, and Lighting Compliance Forms and compliance paths. Energy Code web-site: www.neec.net/energy-codes M306.5 Provide roof access details for HVAC P1.1 Change ADA Lav vent from 3/ inch to 1 % inches S1.5 Add Sub-Grade compaction to Special Inspection per Project Manual S1 Engineering calls out a 2'-6" grade beam for the east wall and the plans do not indicate a grade beam at that location. i . - i Bldg. Cont. NON-COMPLIANCE ISSUE IBC 1408.2 Provide EIFS Specification/Performance Characteristics per ASTM 2568 Table 13-1 Listed SHGC of .56 is non-compliant for window glazing per WSEC WSEC Will need Guardian Building Products installation specs for air barrier fasteners IBC 717.2.6 All concealed spaces in soffits, etc. require fire blocking at 20' intervals 1513.6 Occupancy sensors required in restrooms per WSEC In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions Mechanical Permit will be deferred to the mechanical contractor Plumbing Permit will be deferred to the plumbing contractor Electrical Permits obtained through State L & I www.ini.wa.gov The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. Sincerely, Christopher Young, Building Official 360-403-3432 cyoung an,arlingtonwa.gov I . , � , .' I I I C-OMNbUNITY D8VIELOPMENT DEPARTMENT C1-1• OT `� 80 Columbia Avenue G Marysville, WA: 98270 �ty �/iE l\ (360) 363-8100 0 (360) 651-5099 FAX Knhsntt;� =c www.marysviliewa.gov Utility Availability Checklist n Application form with$250`. Must be complete and signed'by property owner. O Vicinity Map XFor commercial land use proposals,submit a civil site plan,showing location of proposed building(s),parking areas,drainage areas,utilities,meter locations,sewer stubs,easements, etc. 0 For residential land use proposals,a detailed..site plan.is requited. Residential land development proposals are�retluired to comply with the density rcquirements.for the subject land use designation as:outlined in the City of Marysville Comprehensive Plan. The site plan will need to include the following.information I.,Proposed number of lots,duplexx lots;include dimensions,gross and net square footage. 2: Existing and proposed water/sewer mains,show pipe sizes,direction of flow and connection points. _3. Show easements—existing:arid proposed. _ 4. Complete legal description of the subject property. —5.Type of units proposed(single-family, duplex, etc). _6.Existing right-of-.way and proposed right-of way(including square footage). 7. Sensitive areas and associated buffers(including square:footage of each). 8. Stream corridors(including square footage). 9. Storm water detention facility tracts or easements(including-square footage). 0 If the subject property is more than two (2)parcels/lots away from the current city limits,a completed Annexation Covenant must be submitted with this application. This covenant must be signed by the property owner and approved by the mortgage holder. OR © If the:subject property is adjacent to or within two(2)parcels/lots of the current city limits, a completed 10%.Annexation Notice of Intent must be submitted to the Planning Department prior to this application. Rev 8/4/09 RECEIVED NOV .l 6 2fii?. COA Engineering Dept. i i COMMUNITY DEVELOPMENT DEPARTMENT fmr 80 Columbia Avenue Marysville, WA 98270 a�C` Ssv1 to (360) 363-810.0 - (360) 651-5099 FAX ,t.i;iG:.0 www.marysviliewa..gov Utility Availability Letter (Required for properties located outside city-limitsbut within city service areas) Application Fee: $250 Circle one: Water Sewer Both "r Applicant: .� �.-� O'Rel11u A�c3x�na-ve, Dater , �r� �/ S�ees Irvc, Mailing Address: JP 90 A/S 6 Phone: `17- 90 ,WY City/State/'Lip: f it D ')r Em ail/Fax: Location.of Subject Property' Site Address: . Tait'Parcel No:: -* 0D1q%QRo=kQ (m6om -- Description of,Existirig or Proposed Devcloprnent: (e.g.Existing SFR,NeW SM,Formal Plat, Short:l'lat;Condominiums,Multi-Family,Mixed Use,Reiaal, Commercial,Industrial, etc.) (.Attach copy ofsite:plan witb vicini.y map) Note:. The .property most be located within the U.GA and Comprehensive Plan for sower service and within the CVVSP and Comprehensive Plan ,for. water service. If hater/sewer mains are not located adjacent to the property, provide proposed utility extension plans per MMC 14.03.300. The requested number of connections must comply with the density requirements of USA Code MMC 14.32, Provide density calculations on site plan or on separate sheet. If wetlands or streams are involved, provide wetland study and classifications. Include completed `Annexation Covenant&Power.of Attorney' form or`Petition for Annexation',whichever°is required. If a variance was granted by the City Engineer; City Council or the Hearing Examiner, please attach a copy of the approved variance, resolution or decision. By signing this application;I and land s�lac on is not a guarantee of water or sewer service,but reflects only that of system c a this"ne. Signed(property owne v�' -'�' '""��-�- _ Date: S_' Print name and include title: , � o �� � RECEIVE® Property owner's address: a3�S Pa�1e� tp — , NOV .16 201? CDA Engineering inept. City of Marysville aterlSewe (circle one, or both) is available at this tirrie to the foregoing described property subject o e following conditions and liznitatioxts; Within one (1) year of the date of this letter (or in the case of formal or short :plats, two years) the applicant shall have complied with all city codes and'requirrments relating to the utility contiection(s), and have completed the connection(s) to the satisfaction of the City Utility Department within said time limit. Connections shall be limited to the densities for the subject property set forth.in the City's USA plan. The applicant should carefully read MMC Title 14,'and particularly MMC Chapter 14.32 which explains in detail the conditions and limitations under which utility service is available. A copy of MMC: 14.32 can be.obtained from the Public Works Department. Other Conditions: This letter shall become void one(1) year from the date hereof(or two years in the case of formal and short plats) unless.an.extension is applied for and approved in accordance with the terrns of the Utility Service Area Ordinance(MMC 14,32). !.have read the conditions and limitations described above and erstand e City's approval of this request is:subject to such conditions and limitations. n ► - (.Applicant)q'Re;ll�l Au ++e S +�ac (Property Owner) The City of.Marysvi.He hereby approves the.foregoing application: Approved: Date:�_-_---- (City Engineer or Designee) The City of Marysville hereby denies the foregoing applieationi for the following reasons: Denied: Date: _ (City Engineer or Designee) This denial may be:appealed for review by the City Hearing Examiner. Such an appeal must be filed with the City of Marysville Public Works Department within fourteen(14)days of the date of this decision and mustbe accompanied by a fee of$500.00. i i �� t L GLASSMAN PLANNING ASSOCIATES, INC. Letter of Transmittal To: City of Arlington Community Date 01-11-13 Development Building Inspection Shipping Co. Division Tracking# O'Reilly-Arlington, Attn: Plan Check Project WA#2 We are sending you ❑Attached ❑Under separate cover ❑x via: ❑ Shop Drawings ❑Prints OPlans ❑Samples ❑ Submittals OChange order ❑Contracts QOther DESCRIPTION 3 Set of revised plans for O'Reilly located on Smokey point Blvd, Arlington 3 Response letters, Thomas A. Lundberg, Malone Finkle Eckhardt& Collins Inc., and Bob D. Campbell & company, Inc. 1 Attached Guardian, Roof Systems Instalation Insructions 1 WSEC Compliance Forms Stephanie, Attached are three sets of revised plans for O'Reilly located on Smokey Point Blvd. Also attached are 3 responce letters, Guardian, Roof Systems Instalation Insructions, and WSEC Compliance Forms. Please call with any questions. Thank you, Josh Ngo (310)781-8250 These are being transmitted as checked below: El For your use ❑As requested ❑For approval ❑For review and comment ❑Please sign and return both copies ❑Please sign and return ONE copy ❑Revise and resubmit ❑Bids due by 0 Other: R E Sent By: CC: �s Signature :. . 1309 Post Avenue 0 Torrance 0 CA 0 905010 Tel (310) 781-8250 0 Fax (310) 781-9051 i i ,, i � ,,� r. TM-AAS A. LUNDBERG architect 1736 E. SUNSHINE,SUITE 417 SPRINGFIELD,MO 65804 417.862.0558 January 9, 2013 FAX 417.862.3265 email: thom@esterlyschneider.com City of Arlington Community Developments_ °°�� 238 North Olympic Avenue Arlington, Washington 98223 JAN 1 4 20 Attn: Mr. Christopher Young C '°��o Building Official � �21�t,2o2B� Re: O'Reilly Auto Parts Smoky Point Blvd. Arlington, WA#2 Dear Mr. Young: The following are in response to your comments: Comment 1: WSEC Provide Envelope, Mechanical, and Lighting Compliance Forms and compliance paths. Energy Code web-site: www.neec.net/energy-codes Response: Please see the attached WSEC Compliance Forms, dated 12-27-12. Please also see attached Response Letter from Malone Finkle Eckhardt & Collins, Inc., dated 12-26-12. Comment 2: M306.5 Provide roof access details for HVAC. Response: Roof access has been provided. Please see attached Sheets A3 and A4, revised 12-26-12. Comment 3: P1.1 Change ADA Lav vent from %inch to 1 %inches. Response: Please see attached Response Letter from Malone Finkle Eckhardt & Collins, Inc., dated 12-26-12. Comment 4: S1.5 Add Sub-Grade compaction to Special Inspection per Project Manual. Response: Please see attached response letter from Bob D. Campbell & Company, Inc., dated 12-20-12. Comment 5: S1 Engineering calls out a 2'-6"grade beam for the east wall and the plans do not indicate a grade beam at that location. Response: Wall sections have been revised to show this grade beam. Please see attached Sheet A4, revised 12-26-12. Please also see attached Response Letter from Bob D. Campbell & Company, Inc., dated 12-20-12. Comment 6: IBC 1408.2 Provide EIFS Specification/Performance Characteristics per ASTM 2568. Response: The EIFS has been noted to be drained (refer to Keynote 27 on revised Sheet A4). Please see attached Sheet A4, revised 12-26-12. Per ASTM 2568, Note 1.2, the standard does not apply to Class PB EIFS with drainage. i � �- II I Mr. Christopher Young O'Reilly Auto Parts—Arlington, WA#2 January 9, 2013 Page 2 of 2 Comment 7. Table 13-1 Listed SHGC of.56 is non-compliant for window glazing per WSEC. Response: The window glazing has been revised to comply with WSEC. Please see attached Sheet A2, revised 12-26-12. Comment 8: WSEC Will need Guardian Building Products installation specs for air barrier fasteners. Response: Please see the attached Roof System Installation Instructions from Guardian Building Products. Comment 9: IBC 717.2.6 All concealed spaces in soffits, etc. require fire blocking at 20' intervals. Response: Per IBC 717.1 and 717.2, because the construction is non-combustible, fire blocking is not required; therefore, this comment does not apply. Comment 10: 1513.6 Occupancy sensors required in restrooms per WSEC. Response: Please see attached Response Letter from Malone Finkle Eckhardt & Collins, Inc., dated 12-26-12. Please feel free to contact our office if you have any further questions. Sincerely, Thomas A. Lundberg, LEED AP bmb Attachments: 3 Copies of Addendum No. 6, dated 1-9-13, including the following: Sheets S1, S5, A2, A3, A4, P1, M1, M2, El, and ES1, revised 12-26-12 Response Letter from Jennifer A. Luce, P.E., dated 12-26-12 Response Letter from Bob D. Campbell & Company, Inc., dated 12-20-12 Roof System Installation Instructions from Guardian Building Products WSEC Compliance Forms, dated 1-8-13 Copy to: Mr. Steve Peterie, O'Reilly Auto Parts W:\data\O'Reilly\WashingtonWrlington#2\Correspondence\L-Community Development Comments.docx i G8: Y City of Arlington Community Development rNG e� g p0 Building Inspection Division Submitter: Tim Guillot Street Address: 1736 East Sunshine Street City, State, Zip Springfield, MO 65804 Permit Review Corrections/Comments Date Mailed: 12/6/12 The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. ART I: Building The plans affected by this notice are known or described as: t Project Title: O'Reilly Automotive Stores, Inc 1 LD?—oi2-623p Project Address: Smokey Point Boulevard Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: Bldg. NON-COMPLIANCE ISSUE WSEC Provide Envelope, Mechanical, and Lighting Compliance Forms and compliance paths. Energy Code web-site: www.neec.net/energy-codes M306.5 Provide roof access details for HVAC P1.1 Change ADA Lav vent from 3/ inch to 1 '/ inches S1.5 Add Sub-Grade compaction to Special Inspection per Project Manual J1 Engineering calls out a 2'-6" grade beam for the east wall and the plans do not indicate a grade beam at that location. I � - •r. I 1 Bldg. Cont. NON-COMPLIANCE ISSUE .tC 1408.2 Provide EIFS Specification/Performance Characteristics per ASTM 2568 Table 13-1 Listed SHGC of .56 is non-compliant for window glazing per WSEC WSEC Will need Guardian Building Products installation specs for air barrier fasteners IBC 717.2.6 All concealed spaces in soffits, etc. require fire blocking at 20' intervals 1513.6 Occupancy sensors required in restrooms per WSEC In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions )lechanical Permit will be deferred to the mechanical contractor Plumbing Permit will be deferred to the plumbing contractor Electrical Permits obtained through State L & I www.Ini.wa.gov The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. Sincerely, Christopher Young, Building Official 360-403-3432 cYoung(a),arlingtonwa.gov J 1 .: Jennifer Luce, P.E. 2040 East Sunshine Springfield,MO 65804 December 26,2012 Mn bra Fin (t Ec k har(t k Co11•Ins, Inc, Mr.Christopher Young City of Arlington,WA ��'J�('1p J�' Le+ e r 238 N.Olympic Ave Arlington,WA 98223 Re: O'Reilly Auto Parts Smokey Point Boulevard Arlington,WA Dear Mr.Young: See below for responses to City of Arlington Plan Review comments dated 12-6-12. Comments not included below will be responded to by other consultants. Numbered items below match those of the plan review letter. Comment WSEC.— Provide Envelope, Mechanical, and Lighting Compliance Forms and compliance paths. Energy Code web-site:www.neec.net/energy-codes Response: Mechanical and Lighting compliance forms have been included in this submittal. Comment PLL—Change ADA Lav vent from 3/4 inch to 1 1/4 inches Response: The ADA Lav vent size has been revised. Refer to revised sheet P1. Comment 1513.6—Occupancy sensors required in restrooms per WSEC Response: Occupancy sensors have been added to restrooms and offices. Refer to revised sheet E1. '. c,.y�y�e Respectfully Qe®�a�a�a °"�� ✓�✓,. Mitchell Stockton Na 47�ri 6QE �y �i `•Q�l �4.n �d� Enclosures: Revised sheets: P1,M1,M2, E1,ESl Mechanical and Lighting compliance forms JAN a. 4 ZLJ(J 5 lu DEC 2 8 701Z DD COAEngineering Dept' 136E SUNSHINE ST,SIJIrF r 6 D C BOB Q. CAMPBELL & CO. INC. Structural Engineers — Since 1957 President 4338 Belleview Michael J.Falbe, P.E. Kansas City, MO 64111 Lee S Johnson,PE. 816/531-4144 FAX 816/531-8572 Steven R.Carroll,P.E. Richard C.Crabtree,P.E. Wayne E. Davis, P.E. December 20, 2012 Jeffrey L.Wright,P.E. Christopher W. Boos, P.E. Administrative Manager Paul M. Spena City of Arlington 238-N. Olympic Ave. Arlington, WA 98223 ATT: Christopher Young, Building Official RE: Building Division Comments on O'Reilly Auto Parts Store Smoke Point Boulevard Arlington, WA Dear Mr. Young: Per the received City of Arlington Permit Review Corrections/Comments dated December 6, 2012, the following information is provided. This information includes drawing revisions to address comments: Sheet S1: 1. Sub-grade compaction testing has been added to the special inspection requirements 2. The 2'-6" grade beam is shown on the east wall of building. If you have any questions or need additional narrative, please call. Sincerely, BOB D. CAMPBELL AND CO., INC. Structural Engineers 1 Wayne E. Davis, P.E., LEED AP REC ��o cc: File/OAP1214.01 JAN 14 2LI1 i COA Enginecring Dept. � Le0V/ L 0 E C 2120,E D 5736E ".Ipiesa�n�� MEMBERS: NSPE PEPP MSPF CECMO ACEC ASCE ICC CSI AISC ACI USGBC PTI AWS 1• d, S I _ 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope • Non-Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised Fen.Fry 2011 Project Info Project Address Smokey Point Boulevard Date 1/8/2013 For Building Department Use Applicant Name: Daniel Herron Applicant Address: 233 South Patterson Avenue Applicant Phone: 417-866-2674 ext. 5804 Project Description ❑✓ New Building ❑Addition ❑ Alteration ❑Change of Use ❑Prescriptive ❑� Component Performance ❑Seattle EnvStd Compliance Option (See Decision Flowchart(over)for qualifications) ❑ Systems Analysis Occupancy Group Nonresidential Q Multifamily Residential Climate Zone Climate Zone 1 O Climate Zone 2 (See WSEC 302.3 for county list) Fenestration Area Calculation Total Fenestration (rough opening) Gross Exterior These fenestration and wall values are (vertical&overhd) divided by Wall Area times 100 equals %Fenestration calculated per inputs provided in the ENV-UA form. In the electronic form 445.0 - 6113.0 X 100 = 7 .3% these cells auto-fill and cannot be edited. 0 yes Allowable if project meets all requirements as defined in section 1310 2 Only allowed as Semi-Heated Path prescriptive path and must be calculated separately from other conditioned spaces Limited to n0 reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements(enter values as applicable) Envelope Requirements(continued) Minimum Insulation R-values Maximum U-factors Roofs-Insulation Above Deck Vertical Fenestration Roofs-Metal Building Non-Metal Frame Roofs-Single Rafter Metal Frame Roofs-Attic and All Others Entrance Door Walls-Mass Skylights-Without Curb Walls-Metal Building Skylights-With Curb Walls-Steel Framed Opaque Doors-Swinging Walls-Wood Framed and Other Opaque Doors-Non-Swinging Floors-Mass Maximum SHGC(or SC) Floors-Steel Joist Vertical Fenestration Floors-Wood Framed and Other Non-North Maximum F-factors North Slabs-on-Grade-Unheated Skylights Slabs-on-Grade-Heated Notes: -� 9814 REGIISTERED J ARCHITECT qq R CEkJ�� 7 ]A N 14 2013 THQAIAS NDBERG h TATE WASHINGTON .Or?Enaineefin", f?1[ 3 t27� 2o«i�2$l7 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Minimum Requirements Use table to determine if project qualifies for the optional for Prescriptive Option Prescriptive Option. All components must meet the stated Climate Zone Climate Zone 1 F Climate Zone 2 Nonresidential Residential,Other Nonresidential Residential,Other than OgnipancyGrnu than Single-Family Sin le-Farnily Onanne Elements insulation Atin.R-Valut Rnefc Tncglatinn FntiTely above De -30 c.i R-38 C. R-30 c.i. R- 8 6. Metal Rnildinu 5+ -1 1 Is 5+ -1 1 Ls 5+ _1 I Ls + - I Ls Rinola-Rafter R_38 R-3 _3 Attic and Other R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-44 R-38 adv or R49 Wallc. have-rrade - Mgcc r de.t R-7.6 C.i- R-13.36. 3+ - 4 9+ _ 5 3+ _75 c.i R-19+11-1 ci Steel Framed -13+ -75 i _19+R_85 .i R-1 3+R-7.5 C.i. R- 9+R-14c_l. Wood Framed and Other R-21 R-13+R-6 c.i R-13+R-7.5 c i_,or R-21+R-5 c.i. 1+R- .5 _Below Flonrc Mass R-30 c-i R-30 c-i R-30 c_i_ R-30 c.i. Steel joist _3 + R_38+ _ r i R_Z + _Z n+ c.i, Wood Framed and Other R-30 R-30 -30 R-30 Slab-OW-Grade Floors Unheated R-10 for 24 in.(with R-10 for 24 in (with R-10 for 24 in.(with R-10 for 24 in,(with thermal break) thermal break) thermal break) thermal break) Heated R-10 c.i(with thermal R-10 c.i (with thermal R-10 c.i (with thermal R-10 c,i.(with thermal break) break) break) break non o non Maximum 11-Factor Swinging IT-0 III 1_n.4no U_0.600 f T_ ant Non-Swinging U- n U-0,40011_0 Finn T-n n Fenestration 0-40%o off all Vertical Fenestration Nonmetal framing TT_ 32 11_10 31 TT_n 31U-032 Metal framing T_1-0 40 U-0.40 U-0 4 n U-0.40 Ertrance doors T_n Fn U-0.60 1 i- 60 1 T-n Ft sk UDht-c Without curb i -loped 11-0 50 1i-n 5n TT- Sn T_n SI individualWith curb(i.e. TT_n 6n T_ n T- i_n r Fenestration 0-40%of Wall Assembly Maximum SHGC Factor Vertical Fenestration SHGC-0.40 all, OR No Requirement SHGC440 all, OR No Requirement SHGC-0.45 all PLUS SHGC-0.45 all PLUS permanent PF>0.50 on permanent PF>0.50 on west.south east west south cast 9k'vhnht' RHGI _n I Sr-Trr_n 1G Quf:r_n Ir cur The following definitions apply:c.i.=continuous insulation,Ls=liner system(see 04aiHt>p81 Zone 1,nonresidential walls may be ASTM C90 concrete block walls,ungrouted or partially grouted at 32 inallo ygrtically and 48 inches or less on center horizontally,with ungrouted cores filled with material having a maximurmo y of &rrk(l -82 fF n 0.44 u i. O 1 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Smokey Point Boulevard Date 01/08/2013 Occupancy Group 0 Nonresidential O Multifamily residential Clear For Building Department Use Climate Zone O Zone 1 O zone 2 Fenestration Area as%gross exterior wall area 7.396 Max.Target: 40.096 Notes: 1: If fenestration area exceeds maximum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: U-factors shall come from chapter 10 or calculated per 1332. See the ENV-CHK worksheet for example of how to complete the rows on this form. Building Component Proposed UA Target UA Provide assembly ID&page/plan#for each bidg element U-factor x Area(A) =UA(U x A') U-factor x Area(A)= UA(U x A) R= ID 0.034 Y a R= ID Above Deck Insulation U-0.034 0 R= ID uJ v R=36 ID:A4,Note 9-Table 10-7 F 0.022 7500 165.0 0.031 7500 232.5 o coR= ID: Metal Building U-0.031 R= ID: R= ID: 0.027 t R= ID: Single raft,attic,other U-0.027 O R= ID: R=19 ID:A4, Note 10-Table 10-5 A 0.055 835 45.9 0.064 835 53.4 LL R= ID: Steel frame/metal bldg U-0.064 R= ID: i R= ID: Q t R= ID 0.057 R= ID Wood Frame,other U-0.057 w $ R= ID R= ID Cr R=9 ID:A4, Note 11 -Table 10-5 B(1) 0.090 835 75.2 0.150 4743 711.5 m On N R=9 ID:A4, Note 11 -Table 10-5 B(1) 0.090 1198 107.8 Mass Wall U-0.150 R=9 ID:A4,Note 11 -Table 10-5 B(1) 0.090 1198 107.8 R=9 ID:A4,Note 11 -Table 10-5 B(1) 0.090 1512 136.1 Proposed assembly U-factor from Tables 10-5 thru 10-5B R= ID: 0.150 � R= ID: Assumed to be Mass Wall U-0.150 o m 75,40) R= ID: r� Proposed assembly U-factor from Tables 10-5 thru 10-56 Do NOT use Table 10-1 U=0.6 ID:A2, Door Type B-Table 10-6 0.600 21 12.6 0.60 90 54.0 a$ U=0.6 ID:A2, Door Type B-Table 10-6 0.600 21 12.6 All Doors U-0.60 O U=0.6 ID:A2,Door Type B-Table 10-6 0.600 48 28.8 T) R= ID 0.029 $ R= ID Floors U-0.029 LL R= ID. F-factor x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) a� R=7.5 ID:S4, Key Note 38-Table 10-2 0.580 355 205.9 0.540 355 191.7 t R= ID: Slab-On-Grade U-0.540 ISP q R= ID: R= ID- 0.360 M R= ID Heated Slab-On-Grade U-0.360 Proposed assembly F-factors can usethe unheated values in Table 10-2 zone 1 5MU rolls matntiny Ianbr 1 e 10-5b values��lans entered Area UA Area UA clearly state>ooirio5e requirements. Page 1 Subtotal 13523 898 13523 1243 Continue on to back of form 2009 Washingtor ite Energy Code Compliance Forms for Nonre ntial and Multifamily • • ' ' • � ' • • • • ' Project Address Smokey Point Boulevard Date 01/08/2013 Fenestration Area as%gross exterior wall area 7.3% Max.Target: 40.096 For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U-factor(See Section 1312.1)for fenestration assemby(combined See the ENV-CHK worksheet for example of how to complete the rows on this form. Building Component Proposed UA Target UA Provide assembly ID&page/plan#for each bldg.element U-factor x Area(A) =UA(U x A) U-factor x Area(A)= UA(U x Al E U=0.47 ID:A2,Glazing Schedule-Table 10-6 0.47 445 209.2 0.40 445 178.0 LL U= ID: Metal Frame m U= ID: U-0.40 c y g U= ID: U= ID: 0.32 U= ID: Non-Metal Frame m LL o U= ID: U-0.32 r Z U= ID: 8 U= ID: 0.60 P U= ID: Metal Entance Door aa) U= ID: U-0.60 U= ID: U= ID: 0.50 U U= ID: Without Curb N z U= ID: U-0.50 o, U= ID: Y a U= ID: 0.60 L U= ID: Including Curb w U= ID: U-0.60 U= ID: Area UA Area UA Page 2 Subtotal 445 209 445 178 Page 1 Subtotal 13523 898 13523 1243 To comply: Total 13968 1107 13968 1421 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily CalculationSHGC • Non-Residential ENV-SHGC 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Smokey Point Boulevard Date 01/08/2013 Fenestration Area as%gross exterior wall area 7.3$ prop 1 40$ Max.Targe For Building Department Use Prescriptive PF Credit O Yes O No Vertical North Facing Credit(1323.3 Exp.2) O Yes OO No Notes:To comply the Proposed total SHGC x A for all fenestration(vertical&skylights)shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non-north must comply separately with skylights being included with the non-north vertical fenestration. Skylights Proposed SHGC Target SHGC List ID&page#,NFRC or glass only SHGC* x Area(A) =SHGC x SHGC x Area(A)= SHGC x A ID: 0,35 ID: Criteria SHGC ID: All 0.35 ID: ID: *Note:Manufacturer's SC may be used in lieu of SHGC. Totals Totals Nonresidential compliance is based upon combined skylight and vertical fenestration performance.Residential compliance is based upon skylight only. All Non-North Vertical Fenestration++ Proposed SHGC Target SHGC List ID&page#,NFRC or glass only SHGC+ PF PF Adjusted x Area(A) =SHGC x SHGC x Area(A)= SHGC x A Mult* SHGC ID:A2,Glazing Schedule 0.24 1.00 0.24 445 107 0.40 j 445 178.0 ID: Criteria SHGC ID: All 0.40 ID: Prescriptive PF 0.45 ID: ID: ID: ID: ID: ID: -Note:If projection factors or north vertical glazing credit are used Totals 445.0 106.8 Totals 445.0 178.0 then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non-North Total 106.8 178.0 +Note:Manufacturer's SC may be used in lieu of SHGC. Fenestration that separates conditioned space from a non-conditioned or semi-conditioned space shall be listed here with a proposed SHGC equal to the target value. Note:Multipliers only apply if prescriptive PF credit not used. North Vertical Fenestration++ Proposed SHGC Target SHGC List ID&page#,NFRC or glass only SHGC+ PF PF Adjusted x Area(A) =SHGC x SHGC x Area(A)= SHGC x A Mult* SHGC ID: ID: Criteria Mixed North ID: Orientation Separate ID: All 0.40 0.45 ID: Prescrpt P 0.45 0.50 ID: North Total For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must Area SHGC x A Area SHGC x A comply separately from non-north vertical fenestration and skylights. Grand Grand Total 445.0 106.B Total 445.0 178.0 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily iTarget Area Adjustment Calculations 2009 Washin ton State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Smokey Point Boulevard Date 01/08/2013 If the total fenestration area as a%of gross exterior w all area(calculated on ENV-SUM) exceeds the maximum allow ed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY=Skylight. Refered to as overhead glazing in WSEC 1333&1334 and equations 13-1 &13-2. VF=vertical fenestration. Refered to as vertical glazing in WSEC 1333&1334 and equations 13-1 &13-2. NW=net all(excludes fenestration,BG,and doors.) DBG=Doors and below grade wall. Total Fenestration=SKY+VF Gross Exterior Wall Area=VF+NW+DBG Proposed Areas Above Grade Walls Doors&BG Walls Fenestration-> SKY= VF= 445.0 0 Opaque-> NW-- 5578.0 DBG= 90.0 Gross Exterior Max Fenestration% Maximum Target Wall Area (Table 13-1) Fenestration Area 6113.0 X 40.0% _ 100 = 2445.2 Total Fenestration Maximum Target Excess Fenestration 0 Excess Fenestration 445.0 _ 2445.2 = -2000.2 _ �jlesser -2000.2 / Total Fenestration Excess Fenestration Target Fenestration Total Fenestration Target VF Multiplier Apply to all Proposed 445.0 _ 445.0 = 1.00 Fenestration Areas to get Target Fenestration Area Net AG Wall Area Excess Fenestration Target Net Wall Area Net Wall Target Net Wall Mult. Apply to all Proposed 6578.0 + [ = 5578.0 _ 5578.0 = 1.00 Opaque AG Wall Areas to get Target Area Vertical Fenestration Proposed Area Target VF Mult. Target Area metal frame 445.0 X 1.00 = 445.0 non-metal frame X = metal entrance X Skylight Proposed Area Target VF Mult. Target Area w lthout curb X = Target areas in shaded boxes shall be used as w lth curb X target areas on ENV-UA. AG Wall Proposed Area Target Net Wall Mult. Target Area Steel France/metal 835.0 X 11 .00 = 835.0 Wood/Other frame X Mass 4743.0 X 1.00 = 4743.0 Sum of Proposed 6023.0 Sum of Target 6023.0 Sum of Proposed must equal Sum of Target. SHGC Calculation Proposed Area Target VF Mult. Target Area Skylights(all) X = SHGC target areas in Non-North Vertical Fenestration 445.0 X 1.00 = 445.0 shaded boxes shall be entered as target areas on North Vertical Fenestration X I ENV-SHGC 2009 Washington State Ene Code Com liance Forms for Nonresidential and Multifamily Buildinin Permit Plans Checklist . 2009 Washington State Energy Code Compliance Forms for Nonresidential and MuIbfamily Residential Rev,sea February 2011 Project Address Smokey Point Boulevard Date 1/8/2013 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code- Applicability Code Location Building Department (yes,no,na) Section Component Information Required I on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plans if allowed N.A. 13102 Semi-heated spaces Semi-healed spaces identified on plans if allowed N.A. 13103 Cold Storage/refrigerat All refrigerated spaces identified on plans ENV-RFG completed. 1311 Insulation Yes 1311.1 General installation Indicate installation nethod,densities and clearances to achieve o7 21 0o intended R-value of all insulation materials Yes 1311.2 Roof/ceiling insul Indicate R-value on roof sections for attics and other roofs; A4 Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face staolina of faced balls Yes 1311.3 Wall insulation Indicate R-value and framing material on wall sections; A4 Indicate face stapling of faced balls; Indicate above grade exterior insulation is protected; - Indicate mass of masonry walls if mass wall claimed A4 Indicate loose-fill core insulation for masonry walls as necessary S3 Indicate frequency of grouted cores and bond beams as necessary sl N.A. 1311.4 Floor insulation Indicate R-value on floor sections; - Indicate substantial contact with surface; Indicate supports not more than 24"o c.; - Indicate that insulation does not block airflow through foundation vents - Yes 1311.5 Slab-on-grade floor Indicate R-value on wall section or foundation detail; 63 Indicate slab insulation extends down vertically 24"from top; S3 Indicate above grade exterior insulation is protected - N.A. 1311.6 Radiant floor Indicate R-value on wall section or foundation detail; - Indicate slab insulation extends down vertically 36"from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd.by Official Yes 1312 Glazing and doors Provide calculation of vertical and overhead glazing area as percent of gross wall are. ENV-SHGC Yes 13121 U-factors Indicate glazing and door U-factors on glazing and door schedule(provide area-weighted calculations as necessary); - Indicate if values are NFRC or default,if default then specify A2 frame type alazina lavers,oapwidth,low-e coatings,qas filling Yes 1312.2 SHGC&SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing A2 schedule(Dravida area-weiahled calculations by orientation as necessary) 1313 Moisture control Yes 13131 Vapor retarders Indicate vapor retarders applied to warm side of insulation A4 Yes 1313.2 Roof/ceiling vap ret Indicate vapor retarder on roof section;or list exception A4 Indicate vap.retard.with sealed seams for non-wood structure A4 yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section A4 N.A. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section N.A. 1313.5 Crawl space vap ret Indicate required grade ground cover with required overlapping. 1314 Air leakage yes 13141 Bldg.envel sealing Indicate sealing,caulking,gasketing,and weatherstripping A4 Yes 1314.2 Glazing/door sealing Specify maximum air leakage rates for fenestration and door products 08 41 13 Yes 1314.3 Assemb.as ducts Indicate sealing,caulking and gasketing A3 N.A. 13144 Recessed Lighting Fixtui Indicate IC rating,ASTM E283 cart.,and gasketing or caulking to ceiling N.A. 1314.5 Loading Dock Seal Indicate weatherseal at cargo and loading dock doors N.A. 1314.6 Continuous Air Barrier I ndicate air barrier sealing on all roof,wall &floor details ndicate leakage testing method. Provide testina results to buildina official. Max leakage of 0 40 cfm/ft2 at 0.3 inch w - PRESCRIPTIVE PERFORMANCE(Sections 1320-1323) N.A. ENV-SUM Form Completed and attached. N.A. 1323 Glazing Indicate number of glazing panes and location of emissivity,coating or exception take _ COMPONENT PERFORMANCE(Sections 1330-1338) Yes ENV-SUM,ENV-TA, Completed and attached &ENV-SHGC Forms If"no"is shown for any question,provide explanation: 2009 Washin ton State Ener y Code Com liance Forms for Nonresidential and Multifamil 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifan Revised February 2011 FENESTRATION,SKYLIGHTS,&DOORS.Per Energy Code Section 1312.1, • U factors shall be"determined,certified,and labeled in accordance with RS-31 by a certified independent agency licensed by the National Fenestration Rating Council(NFRC)." If using this approach,provide manufacturer, model number and NFRC rating on the drawings. • "Unlabeled glazing and doors shall be assigned the default U factor in Table 10-6.". If using this approach, provide all glazing characteristics on the drawings:list number ofglazing layers,gap width,low-e coating,gas fill,frame material,thermal break details per footnote 2 to Table 10-6B. OPAQUE ASSEMBLIES:Per Energy Code Section 1332, • "The U factors for typical construction assemblies are included in Chapter 10. These values shall be used for all calculations." For example:see Table 10-5A for metal stud walls and metal building walls/roofs,see Table 10-7A to E for steel truss ceilings,etc. FURTHER INFORMATION:Refer to the Northwest Energy Efficiency Council website at:www.neec.net Below are examples of how the Component Information on ENV-UA-1 are to be completed Building Component Proposed UA Typical Example List ID&Daae_# code table#or calculation oaae_# U-factor x Area CA) Roofs Othe JR=38 I.D:Ri A1.5, T.10-7 default 0.031 532 R-38 blown-in attic insulation per default Deck I R=4 0 ID Al.5, T.1 - G default 0.025 985 R-40 uniform thickness rigid insulation per default walls - - -- --- m R=13+7 5 ID:Wl Al.6, T.1 -5A(1) default 0,064 7587 R-13 cavity+R-7.5 rigid ins.over metal studs per default R=S ID:W2/Al.6, T.10-SB(2) default 0.157 923 R-5 rigid ins-at edge of intermediate concrete floors per def EL R= ID: 0 R= ID: R=ll iD:W4 Ai.6, T.10-5(i) default 0.094 512 R-11 cavity ins between wood studs on cons wall per def. 00 R= ID_: Doors U=0.6 ID:Di A1.3, T.10-6 default 0.60 1=Non-NFRC fire-rated exit door per default U=1.2 ID.D2/Al.3, T.10-6 default 1.20 40 Non-NFRC warehouse door ner default Floors and Slabs Floor R=30 ID:Fl Al.7, T.10-4A default 0.031 1041 R-30 continuous ins. under concrete floor slab per default R= ID: Slab R=10 ID:rZfAl.7, T.:LU-Z Csuu.luu 6 10 slab edge ins for 2 feet wit hnnt thermal break ner W Fenestration and Skylights ID:Wl Al.3, NFRC certified 0.36 12307 Curtainwall rated,certified,and labeled per NFRC 8 ID:W2/A1.3, T.10-6 default 0.50 5240 Non-NFRC curtainwall,2 layer,0.05emis,argon,TB,fixed ID:W3/A1.3, T.10-6 default 0.65 282 Non-NFRC curtainwall,2 layer,0.05cmis fixed ID:W3/A1.3, T.10-6 default 0.78 282 Non-NFRC curtainwall-2 laver-0 05emis o_nera_hle W�nsVD:S2/Al.3, ID:Sl/A1.3, NFRC certified 0.50 453 Sloped glazing rated,certified,and labeled per NFRC T.10-6 default 0.78 118 Non-NFRC atrium sloped glazing,2 layer,0 05 emis.,fixed 2009 Washington State F -gy Code Compliance Form for Nonresidential >-] Multifamily Residential Project 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Project Address Smoking Point Blvd Date 12/28/2012 Arlington, WA For Building Department Use Applicant Name: Mitchell Stockton Applicant Address: 2040 East Sunshine Springfield, MO 65804 Applicant Phone: 417-es1-0020 �R Bo89® 090 sees ee No.'4I�$75 a .; .q� e ee 0 fp vac:' I V DEC 2 8 2012 D 1736 E SUNSHINE ST, 2009 Washington State F ,rgy Code Compliance Form for Nonresidential —d Multifamily Residential Interior • • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Project Address Smoking Point Blvd Date 12/28/2012 Arlington, WA For Building Department Use Applicant Name: Mitchell Stockton Applicant Address: 2040 East Sunshine Springfield, MO 65804 Applicant Phone: 417-eel-0020 Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option Prescriptive DQ Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist(over). Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions ❑ No changes are being made to the lighting and space use not changed (check appropriate box-sec. 1132.3) ❑ Less than 60%of the fixtures new,installed wattage not increased,&space use not changed. Maximum Allowed Lighting Wattage Location Allowed Gross Interior (floor plan/room#) Occupancy Description Watts Der ft2** Area in ft2 Allowed x Area 100-105 Retail 1.33 7735 10288 From Table 15-1 (over)-document all exceptions on form LTG-LPA Total Allowed Watts 10288 Proposed Lighting Wattage Location Number of Watts/ Watts (floor plan/room#) Fixture Description Fixtures Fixture Proposed 100 A - Suspended 8' Fluorescent 52 96 4992 100, 102, 103, B - Suspended 4' Fluorescent 12 48 576 InA 101, 105 C - Suspended 8' Fluorescent 36 96 3456 101 D - Suspended 4' Fluorescent 6 48 288 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 9312 Notes: 1.For proposed Fixture Description,indicate fixture type,lamp type(e.g.T-8),number of lamps in the fixture,and ballast type(if included). For track lighting,list the length of the track(in feet)in addition to the fixture,lamp,and ballast information. 2.For proposed Watts/Fixture,use manufacturer's listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section 1530. For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50,or as applicable,the wattage of current limiting devices or of the transformer. For low voltage track lighting list the transformer rated wattage. 3.List all fixtures.For exempt lighting,note section and exception number,and leave Watts/Fixture blank. � ) ', ,1 2009 Washington State F gy Code Compliance Form for Nonresidential ---ri Multffamily Residential Interior • • • . 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Prescriptive Spaces Occupancy: O Warehouse or Parking Garage Q Other Qualification Checklist Lighting ❑ Check if 95%or more of fixtures comply with 1,2 or 3 and rest are ballasted. Note:If occupancy type is"Other"and fixture Fixtures: 1. Fluorescent fixtures with a)1 or 2 two lamps, b)reflector or louvers, answer is checked,the number of fixtures in (Section the space is not limited by Code. Clearly 1521) c) p )5-60 watt T-1,T-2,T-4,T-5,T-8,or CFL lamps,and d hard-wired electronic indicate these spaces on plans. If not dimming ballasts. Screw-in CFL fixtures and tracking lighting do not qualify. qualified,do LPA Calculations. 2.Metal Halide with a)reflector b)ceramic MH lamps< 150w c)electronic ballasts 3.LED lights. TABLE 15-1 Unit Lighting Power Allowance LPA Use LPA W/ft Use LPA W Automotive facility 0.85 Office buildings,office/administrative areas in facilities 0.91 of other use types(including but not limited to schools, hospitals,institutions.museums,banks,churches)5 Convention center 1.10 Parking garages 0.20 Courthouse 1.10 Penitentiary and other Group 1-3 Occupancies 0.90 Cafeterias,fast food establishments', 1.20 Police and fire stations 0.90 restaurants/bars5 Dormitory 0.85 Post office 1.00 Dweling Units 1.00 Retail ,retail banking,mall concourses,wholesale 1.33 stores(pallet rack shelving) Exercise center 0.95 School buildings(Group E Occupancy only),school 1.00 classrooms,day care centers Gymnasia,assembly spaces 0.95 Theater,motion picture 0.97 Health care clinic 1.00 Theater,performing arts 1.25 Hospital,nursing homes,and other Group 1-1 and 1.20 Transportation 0.80 1-2 Occupancies Hotel/motel 1.00 Warehouses 0.50 Laboratory spaces(all spaces not classified 1.62 Workshops 1.20 "laboratory"shall meet office and other appropriate categories) Laundries 1.20 Libraries 1.20 Plans Submitted for Common Areas Only' Manufacturing facility 1.20 Main floor building lobbies except mall concourses 1.10 Museum 1.00 Common areas,corridors,toilet facilities and 0.80 washrooms.elevator lobbies Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed,the specific use shall apply. In cases in which a use is not mentioned specifically,the Unit Power Allowance shall be determined by the building official.This determination shall be based upon the most comparable use specified in the table.See Section 1512 for exempt areas. 2) The watts per square foot may be increased,by 2%per foot of ceiling height above 20 feet,unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by 2%per foot of ceiling height above 12 feet. 4) For all other spaces,such as seating and common areas,use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by 2%per foot of ceiling height above 9 feet. 6) Reserved. 7) For conference rooms and offices less than 150fe with full height partitions,a Unit Lighting Power Allowance of 1.1 w/ftz may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000,the Unit Lighting Power Allowance for the court area is 2.60 W/fe. 10) Display window illumination installed within 2 feet of the window,provided that the display window is separated from the retail space by walls or at least three-quarter-height partitions(transparent or opaque)and lighting for free-standing display where the lighting moves with the display are exempt. An additional lighting power allowance is allowed for merchandise display luminaires installed in retail sales areas that are specifically designed and directed to highlight merchandise. The following additional wattages apply: i.0.6 watts per square foot of sales floor area not listed in items ii and iii below; ii. 1.4 watts per square foot of furniture,clothing,cosmetics or artwork floor area;or iii.2.5 watts per square foot of jewelry,crystal or china floor area. The specified floor area for items 1,ii,or iii above,and the adjoining circulation paths shall be identified and specified on building plans. Calculate the additional power allowance by multiplying the above LPDs by the sales floor area for each department excluding major circulation paths. The total additional lighting power allowance is the sum of allowances for sales categories 1,ii,or iii plus an additional 1,000 watts for each separate tenant larger than 250 square feet in area. The additional wattage is allowed only if the merchandise display luminaires comply with all of the following: (a)Located on ceiling-mounted track or directly on or recessed into the ceiling itself(not on the wall). (b)Adjustable in both the horizontal and vertical axes(vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). This additional lighting power is allowed only if the lighting is actually installed and automatically controlled,separately from the general lighting,to be turned off during nonbusiness hours. This additional power shall be used only for the specified luminaires and shall not be used for any other purpose. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan,indicating rack location and height,is submitted,the square footage for a warehouse may be defined,for computing the interior Unit Lighting Power Allowance,as the floor area not covered by racks plus the vertical face area(access side only) of the racks.The height allowance defined in footnote 2 applies only to the floor area not covered by racks. ,� �`. i 2009 Washington State F Vy Code Compliance Form for Nonresidential;- _1 Multifamily Residential Exterior • • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Prof Addresl Smoking Point Blvd Date 12/28/2012 Arlington, WA For Building Department Use Name: Mitchell Stockton Appl. Name 2040 East Sunshine Springfield, MO 65804 Appl.Phone 417-881-0020 Project Description ❑ New ❑ Addition ❑ Alteration ❑ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Lighting Zone O Zone 1 Zone 2 O Zone 3 O Zone 4 (as specified by Jurisdiction) Compliance Option * Lighting Power Allowance Q Systems Analysis Building Grounds Efficacy>60 lumens/W ❑ Controlled by motion sensor (luminaires>100 Watts) ❑ Exemption(list) Alteration Exceptions ❑No changes are being made to the lighting and space use not changed. (check appropriate box-sec. 1132.3) ❑Less than 60%of fixtures are new,installed wattage not increased,&space use not changed. Tradable Maximum Allowed Lighting Wattage Base Site Allowance: 750 Allowed Watts Area(fil perimeter Allowed Watts Tradable Surfaces Description per ft2 or per If (If)or#of items x ft2(or x If) Uncovered Parking and drives Uncovered Parking and Drives 0.10 W/ft2 20002 2000 Grounds Walkways <10 wide Walkways < 101 wide 0.8 W/LF 301 241 Main Entry Main Entry 30 W/LF of door widti 8 240 Total Allowed Tradable Watts: 2481 Tradable Proposed Lighting Wattage (use mfgr listed maximum input wattage for luminaire.) Number of Watts/ Watts Surface Fixture Description Fixtures Fixture Proposed Walkways <10' wide Full cut off wallpacks 8 150 1200 Uncovered Parking and Cutoff pole mounted fixtures 6 320 1920 Main Entry Main Entry 1 25 25 Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus Total Proposed Tradable VIatts. 3145 the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non-tradable categories. Non-Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining. 86 Allowed Watts Area(ft),perimeter Allowed Watts Non-Tradable Surfaces Description per ft2 or per If (If)or#of items x ft2(or x If) Non-Tradable Proposed Lighting Wattage Number of Watts/ Watts Surface Fixture Description Fixtures Fixture Proposed Non-tradable proposed watts may not exceed allowed watts for any individual Total excess Non-Tradable watts: 0 surface unless the total excess watts for all non-tradable surfaces are less than the 86 remaining site allowance. Site Allowance Balance: 2009 Washington State F -gy Code Compliance Form for Nonresidential -d Multifamily Residential Exterior • • SuMmary • • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 TABLE 15-26 LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Specific area description Zone 1 Zone 2 Zone 3 Zone 4 Base site allowance] 500 W 600 W 750 W 1300 W Tradable Surfaces' Uncovered Parking Parking lots and drives 0.04 W/ftZ 0.06 W/ftZ 0.10 W/ftZ 0.13 W/ftZ Areas Building Grounds Walkways less than 10 ft wide 0.7 W/linear 0.7 W/ 0.8 W/ 1.0 W/ foot linear foot linear foot linear foot Walkways 10 ft wide or greater 0.14 W/ftZ 0.14 W/ftZ 0.16 W/ftZ 0.2 W/ftZ Plaza areas Special feature areas Exterior Stairways 0.75 W/ftZ 1.0 W/ftZ 1.0 W/ftZ 1.0 W/ftZ Pedestrian tunnel 0.15 W/ftZ 0.15 W/ftZ 0.2 W/ftZ 0.3 W/ftZ Landscaping 0.04 W/ftZ 0.05 W/ftZ 0.05 W/ftZ 0.05 W/ftZ Building Entrances 20 W/linear 20 W/linear 30 W/linear 30 W/linear and Exits Main entries foot of door foot of door foot of door foot of door width width width width Other doors 20 W/linear 20 W/linear 20 W/linear 20 W/linear foot of door foot of door foot of door foot of door width width width width Entry canopies 0.25 W/ftZ 0.25 W/ftZ 0.4 W/ftZ 0.4 W/ftZ Sales Canopies Free standing and attached 0.6 W/ftZ 0.6 W/ftZ 0.8 W/ftZ 1.0 W/ftZ Outdoor Sales Open areas' 0.25 W/ftZ 0.25 W/ftZ 0.5 W/ftZ 0.7 W/ftZ Street frontage for vehicle No 10 W/linear 10 W/linear 30 W/linear sales lots in addition to"open Allowance foot foot foot area"allowance Non-Tradable Surfaces° Building Facades No Allowance 0.1 W/ftZ for 0.15 W/ftZ for 0.2 W/ftZ for each each each illuminated illuminated illuminated wall or surface? wall or surfaces wall or surface Automated teller machines and night depositories 270 W per 270 W per 270 W per 270 W per location$ location$ location location$ Entrances and gatehouse inspection stations at guarded 0.75 W/ftZ of covered&uncovered area facilities Loading areas for law enforcement,fire,ambulance 0.5 W/ftZ of covered&uncovered area and other emergency service vehicles Material handling and associated storage No Allowance No Allowance No Allowance 0.5 W/ftZ Drive-up Windows&Doors 40OW per drive-through Parking near 24-hour retail entrances 800 W per main entry FOOTNOTES FOR TABLE 15-213: 1.Base site allowance may be used in tradable or nontradable surfaces. 2.Lighting power densities for uncovered parking areas,building grounds,building entrances and exits,canopies and overhangs and outdoor sales areas may be traded. 3.Including vehicle sales lots. 4.Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted in the"Tradable Surfaces"section of this table. 5.May alternately use 2.5 watts per linear foot for each wall or surface length. 6.May alternately use 3.75 watts per linear foot for each wall or surface length. 7.May alternately use 5 watts per linear foot for each wall or surface length. 8.An additional 90 watts is allowed per additional ATM location. 2009 Washington State F Code Compliance Form for Nonresidential ^^d Multifamily Residential • • • • • 20079shington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Address Smoking Point Blvd Date 12/28/2012 The following information is necessary to check a permit application for compliance with the lighting,motor,and transformer requirements in the 2009 Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section lComponent Information Required on Plans Notes LIGHTING CONTROLS(Section 1513) Yea 1513.1 Local control/access Schedule with type,indicate locations El Yee 1513.2 Area controls Maximum limit per switch E1 No 1513.3 Daylight zone control Schedule with type and features,indicate locations No No vertical glazing Indicate vertical glazing on plans No No overhead glazing Indicate overhead glazing on plans No No 1513.4 Display/exhib/special Indicate separate controls No Yea 1513.5 Exterior shut-off Schedule with type and features, indicate location ._ FYYea (a)timer w/backup Indicate location E1, ES1 Yes (b)photocell. Indicate location SU1, El Yes 1513.6 Inter.auto shut-off Indicate location Yea 1513.6.1 (a) occup.sensors Schedule with type and locations E1 Yes 1513.6.2 (b) auto.switches Schedule with type and features(back-up,override capability); Indicate size of zone on plans E1, ES1 No 1513.7 Hotel/motel controls Indicate location of room master controls No No 1513.8 Commissioning Indicate requirements for lighting controls commissioning No EXIT SIGNS Section 1514 Yea 1514 1 Max.watts Indicate watts for each exit sign 100-105 LIGHTING POWER ALLOWANCE Section 1530-1532 Yes 1531 Interior Lighting Completed and attached. Schedule with fixture types, No Summary Form lamps,ballasts,watts per fixture Yes 1532 Exterior Lighting Completed and attached. Schedule with fixture types, No Summary Form lamps,ballasts,watts per fixture MOTORS (Section 1511 No 1511 1 Elec motor efficiency MECH-MOT or Equipment Schedule with hp,rpm,efficiency No TRANSFORMERS Section 1540 No 1540 Transformers Indicate size and efficiency No If"no" is circled for any question, provide explanation: 4 �. � . i 2009 Washington State ��ergy Code Compliance Forms for Nonresidential a,- MUltifamily Residential Mechanical Permit PlIffs Checklist MECH-CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Address Smokey Point Blvd Arlington, WA Date 12/28/2012 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code Applicability Code Location Building Department (ves,no,na) I Section Component Information Required on Plans Notes HVAC REQUIREMENTS(Sections 1401-1424) 1411 Equipment Performance Yes 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency M2 Yes 1411.1 Combustion htg. Indicate intermittent ignition,flue/draft damper&jacket loss Mi,M2 No 1411.1 Air-cooled chiller Provide total air and water chiller capacity NO No 1411.2.1 Water-cooled chiller Full-load and NPLV values adjusted for any non-standard conditions NO No 1411.4 Pkg.elec.htg.&clg I List heat pumps on schedule NO No 1411.5 Unenclosed Heat Indicate radiant heat system and occupancy controls NO 1412 HVAC Controls Yea 1412.1 Temperature zones Indicate locations on plans Ml Yea 1412.2 Deadband control Indicate 5 degree deadband minimum Ml No 1412.3 Humidity control Indicate humidistat NO Yes 1412.4 Setback and Shutoff Indicate thermostat with 7 day program capability&required setback Ml,M2 Yes 1412.4.1 Dampers Indicate damper location,leakage rate,control type,&max.leakage Ml No 1412.4.2 Optimum Start Indicate optimum start controls NO No 14125 Heat pump control Indicate heat pump thermostant&outdoor lockout on schedule No Yes 1412.6 Combustion heating Indicate modulating or staged control M1,M2 Yes 1412.7 Balancing Indicate balancing features on plans M1,M2 No 1412.8 Ventilation Control Indicate demand control ventilation for high-occupancy areas NO No 1412.9 Loading Dock& Indicate enclosed loading dock&parking garage ventilation system NO Garaqe Ventilation activation and control method. No 1423 Thermostat interlock Indicate thermostat interlock on plans No No 1432.2 1 Temperature Reset Indicate temperature reset method No 1413 Air/Water Economizers Yes 1412.1 Single zone systems Indicate multiple cooling stage control capability. Ml•M2 Yes 1413.1 Air Econo Operation Indicate 100%capability on schedule Ml•M2 No 1413.1 Wtr Econo Operation Indicate 100%capacity at 45 degF db&40 deg F wb NO No 1413.2 Wtr Econo Document Indicate max.OSA condition for design clg load&equipment NO performance data. No 1413.3 Integrated operation Indicate capability for partial cooling No No 1413.4 lHumidification Indicate direct evap or fog atomization w/air economizer NO 1414 Ducting Systems Yes 1414.1 Duct sealing Indicate duct design pressures,sealing,and testing requirements Ml Yes 1414.1.2 Low press duct test Indicate applicable low pressure duct systems shall be leak tested Ml Yes 1414.1 3 High press.duct test Indicate high pressure duct systems shall be leak tested,and identify Ml the location of this ductwork on plans Yes 1414.2 Duct insulation Pridicate R-value of insulation on duct Ml 1415 Piping Systems Yes 1415.1 1 Piping insulation Indicate R-value of insulation on piping Ml 1416 omp etion Requirements Yes 1416.3.2 System Balancing Indicate air and water system balancing requirements Ml•M2 No 1416.3.3 Functional Testing Provide sequence of operations and test procedures. NO Yes 1416.3.4 Documentation Indicate O&M manuals,record drawings,staff training ALL No 1416.3.5 JComm.Report Indicate requirements for final commissioning report NO No 1416.4 lCompliance Chklist Submit to building official upon substantial completion NO Mechanical Summary Form Completed and attached. Equipment schedule with types,input/output, efficiencv,cfm,hp,economizer 2009 Washington State ergy Code Compliance Forms for Nonresidential 94 Multifamily Residential ■ � ra I 009 Washington Slate Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 roject Address Smokey Point Blvd Arlington, WA Date 12/28/2012 T fie following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department es, no na Section Com onent Information Required on Plans Notes SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water Mg. No 1441 Elec.water heater Indicate R-10 insulation under tank xo No 1442 Shut-off controls Indicate automatic shut-off of circulators or heat trace No No 1443 Pipe Insulation Indicate R-value of insulation on piping NO No 1444 Pump Energy Indicate method of pump energy management(Sec 1438) NO No 1445 Heat Recovery Indicate preheat capacity as%of peak service water demand. NO 1460 Heated Pools NO No 1452 Heat Pump COP Indicate minimum COP of 4.0 NO No 1452 Heater Efficiency Indicate pool heater efficiency NO No 1453 Pool heater controls Indicate switch and 65 degree control No No 1454 Pool covers Indicate vapor retardant cover No No 1454 Pools 90+degrees Indicate R-12 pool cover NO No 1455 Heat Recovery Indicate method and capacity of exhaust air temperature reduction NO COLD STORAGE (Sections 1460-1465) 1460 Cold Storage No 1463 Evaporators Indicate motor type and speed control No No 1464 Condensors Indicate condenser cooling type,design wb temp and control NO No 1465 Compressors Indicate design minimum condensing temp and control. NO If"no" is indicated for any item in Sections 1401-1424 or 1440-1465, provide explanation: 1 1 ,..� f- ti l� � ��� i G11 Y City of Arlington Community Development NG�o Building Inspection Division Submitter: Tim Guillot Street Address: 1736 East Sunshine Street City, State, Zip Springfield, MO 65804 Permit Review Corrections/Comments Date Mailed: 12/6/12 The plans for the project referenced below have been reviewed and were found to be incomplete and/or to contain violations of the Code(s). As a result, your plans cannot be approved at this time. Part I of this notice serves as a Correction Letter to inform you of the information needed for plan approval. Part II of this notice provides FYI's, comments, and/or conditions that are required upon completion of the project. PART I: Building The plans affected by this notice are known or described as: Project Title: O'Reilly Automotive Stores, Inc Project Address: Smokey Point Boulevard Your plans cannot be approved until all of the information specified below is submitted, reviewed, and approved: Bldg. NON-COMPLIANCE ISSUE WSEC Provide Envelope, Mechanical, and Lighting Compliance Forms and compliance paths. Energy Code web-site: www.neec.net/energy-codes M306.5 Provide roof access details for HVAC P1.1 Change ADA Lav vent from % inch to 1 % inches S1.5 Add Sub-Grade compaction to Special Inspection per Project Manual S1 Engineering calls out a 2'-6" grade beam for the east wall and the plans do not indicate a grade beam at that location. i 1 Bldg. Cont. NON-COMPLIANCE ISSUE IBC 1408.2 Provide EIFS Specification/Performance Characteristics per ASTM 2568 Table 13-1 Listed SHGC of .56 is non-compliant for window glazing per WSEC WSEC Will need Guardian Building Products installation specs for air barrier fasteners IBC 717.2.6 All concealed spaces in soffits, etc. require fire blocking at 20' intervals 1513.6 Occupancy sensors required in restrooms per WSEC In order to minimize the time it takes to review revised plans, circle the area or areas of revision on resubmitted drawings with a red pencil. Mark the item number referenced above adjacent to the circled area. This needs to be done on one set of the revised plans only. Two identical sets of revised plans must be submitted. If there are any questions, you may call your Plan Examiner or make an appointment by telephone to meet with your Plan Examiner. PART II: Other Comments, FYI's and Conditions Mechanical Permit will be deferred to the mechanical contractor Plumbing Permit will be deferred to the plumbing contractor Electrical Permits obtained through State L & I www.lni.wa.gov The list of conditions will be listed on the building permit and the conditions must be met prior to the issuance of a Certificate of Occupancy. Sincerely, Christopher Young, Building Official 360-403-3432 cyoung6a,arlingtonwa.gov i i STRUCTURAL ENGINEERING CALCULATIONS FOR O'REILLY AUTO PARTS STORE SMOKEY POINT BLVD. ARLINGTON,WA PREPARED BY WAYNE E. DAVIS, P.E. OF BOB D. CAMPBELL&CO., INC. STRUCTURAL ENGINEERS 4338 BELLEVIEW KANSAS CITY, MISSOURI 64111 (816) 531-4144 FOR RECEIVED NOV 16 2612 O'REILLY AUTOMOTIVE STORES, INC. 233 S. PATERSON COA Engineering Dept, SPRINGFIELD, MISSOURI 65802 � (417) 862-3333 VSV JUNE 25, 2012 ENE E. ECE OWE O 9f�'L.I, � �l✓ I JUN 2 6 1012 1736 E.SUNSHINE ST..SUfft SPRINGFIELD,W, ti. �, .. •r: ' 1_u R 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 20611 67th Ave.NE.Unit A.Arlington, WA 98223 OeOTG'ST phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Soil Observation Report PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT#: S0001 PERMIT#: Pending DATE: 4/24/2013 CLIENT: Stout Building Contractors PAGE#: 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Ben Fox OBSERVATION OF: Proof Roll of Existing Subgrade-Building Pad Comments:GeoTest was on-site as requested to observe a proof roll of the existing subgrade underneath the proposed building. The contractor stripped the existing brown/dark brown silty sand down to the crushed gravel layer because of the difficulty in achieving adequate compaction in the silty sand layer. The area was proof rolled with a Bomag single drum roller. GeoTest observed that the subgrade appeared firm and unyielding with no deflection or pumping observed under the weight of the single drum roller. In GeoTest's opinion,the subgrade appeared suitable for placement of structural fill for the building foundation and continued construction. The parking lot areas were not proof rolled and still consist of approximately 1 foot of brown/dark brown silty sand. Some structural fill had been placed over the area,but the contractor informed GeoTest that it would be stripped off and placed in the building pad area. The contractor informed GeoTest that further discussion will take place about the silty sand underlying the parking lot. COPIES: Stout Building Contractors City of Arlington Community Development Reviews This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. GeoTesl's representatives are on-site to observe,test and provide recommendations.The Contractor retains sole responsibility for the methods, operations and sequences of construction,including obtaining approval from the design authority and owner prior to proceeding with any change In the work scope and/or any associated costs. Sieve Analysis Test Report - ASTM C136/C117 E 100 1 90 60 1 I I 1 I I I t I I I I 1 I I 1 I 1 I 1 t f 70 _ I I I 1 W 60 Z 1 1 I 1 I I I I 1 1 1 I I I 1 1 i 1 I I 1 I I LL 50 W 1 I 1 1 I 1 1 I I 1 U 1 W 40 d I I I I I 1 I I 1 I I 30 ; 1 I I I I I 1 1 1 1 I 1 I I I 1 1 1 I 1 I I I 20 1 10 I 1 I I I 1 1 i I I I I I I I I I I I I I I 1 0 I I I I I I I 1 I 100 10 1 0.1 GRAIN SIZE-mm. %Gravel %Sand %Fines %+3" Coarse Fine Coarse Medium Fine Silt p 1 4 3 12 51 29 SIEVE PERCENT SPEC.' PASS? Material.Description SIZE FINER PERCENT (X=NO) Native Subgrade 3" 100 silty/clayey sand 1-1/2" 100 3/4" 99 Atterberg Limits 3/8" 97 PL= LL= Pl= #4 95 #10 92 Coefficients #20 88 D90= 1.1352 D85= 0.5769 D60= 0.2358 #40 80 D50= 0.1823 D30= 0.0782 D15= #60 ' 62 D10= Cu= Cc= 9100 43 Classification #200 29 USCS= AASHTO= Remarks Natural Moisture:33.2% (no specification provided) Location:Native Sample Number: 1318A Date: 4-19-13 Client: Stout Building Contractors �.� OG'OTC'ST %A5-Ow,a„v� Project: O'Reilly Auto Parts wy"ua,�A�,tiva 4ea�a Smokey Point Boulevard,Arlington,WA �W.GMTP�t•lnC cnm Project No: 13-0223 Report No. Spool Tested By: RF Checked By:GR i � ., Moisture-Density (Proctor) Test Report 102.5 0 100 IS 97.5 c N Z ZAV for 0 95 roll-, Sp.G. _ 2.65 92.5 901 1 ITI 12.6 15 17.5 20 22.5 25 27.5 Water content, % —0---Rock Corrected --0—-Uncorrected Test specification: ASTM D 1557-09 Method A Modified ASTM D 4718-87 Oversize Corr.Applied to Each Test Point Elevl Classification Nat. S G. LL PI %> "fie Depth USCS AASHTO Moist. p #4 No.200 5 29 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 100.1 pcf 98.0 pcf Native Subgrade silty/clayey sand Optimum moisture= 17.6% 18.4% Project No. 13-0223 Client: Stout Building Contractors Remarks: Project: O'Reilly Auto Parts SPG:assumed Smokey Point Boulevard,Arlington,WA Date: 4-19-13 Location:Native Sample Number: 1318A QwCieoTG'ST •.. wrvw 6wtal.inc cns Report No. SP001 Tested By: BF Checked By: GR i OAP1214 ARLINGTON, WA (AR2) APRIL 3, 2012 2009 INTERNATIONAL BUILDING CODE CMU BUILDING STRUCTURAL DESIGN (OCCUPANCY CATEGORY II) (REFER TO STRUCTURAL DRAWINGS) 1. LIVE LOADS ROOF (1/4" / 12"): 20 PSF 2. COLLATERAL LOADS ROOF: 2.5 PSF 3. SNOW LOADS GROUND LOAD (Pg): 15 PSF (PLUS RAIN-ON-SNOW= 5 PSF WITH Pg=<20 PSF) MINIMUM ROOF SNOW LOAD (Po: 25 PSF IMPORTANCE FACTOR (Is): 1.0 4. WIND LOADS BASIC WIND SPEED: 85 MPH EXPOSURE: C IMPORTANCE FACTOR (Iw): 1.0 5. SEISMIC Ss: 1.042 S 1: 0.354 Sds: 0.752 Sd 1: 0.399 IMPORTANCE FACTOR (le): 1.0 SITE CLASS (NOT IN GEOTECH. REPORT): D DESIGN CATEGORY: D 6. BUILDING DEFLECTION LIMITS: (REFERENCED CODE DEFLECTION LIMITS SHALL SUPERSEED THE FOLLOWING DEFLECTION LIMITS.) MAX. ROOF SNOW OR LIVE LOAD DEFLECT.: SPAN/240 MAX. ROOF TOTAL LOAD DEFLECT.: SPAN/180 MAX. METAL BUILDING RIGID FRAME LATERAL DEFLECTION: HEIGHT/150 MAX. METAL BUILDING HORIZONTAL GIRT LATERAL DEFLECTION: SPAN/240 i .� � - - Print- Maps Page 1 of 1 Ming' Maps 169th St NE & Smokey Point Blvd, Arlington, WA 17',nd St-NE- 98223 I I I My Notes 169th St N( I 168th St-NE On the lje?Use m.bing.eom to find mars, yQ� in directia-ns, businesses,and more j 16Fry I o a � . I F Ii 2010 Navteq®2011 Microsoft t t Kelowtu JL Pexhtiti'd.. lluirP[ !Penticton { printeton VanevuVer 4 aQliver , f3urna6yy �trai IV�taima� SO.41Y- ,.p�►6ot3�tNd ' Grand Forks I . litlyitatn Like Cowichan° ' 1�estdes 'Republic t Up. a Il Yluun dt> muk Vertion I +Oksnonan 42'o)01fs ind9sta Reservation Glacier � 3fttr `nr Peak Wilderness Wit+"✓ 4L l !orsCrescent odeCrescent itverett rCoukerJern Spoltalte Ednlojids �, tj ! I.R. '1 _ Olympic • Shoreline __ Qlymptc National Parld z� Spokar nsuia Seattle 9ellevue •�?Leavenworth. pren>erton �iti` Roriton Wenatchee r IR Unlversity,place..7acoiil►s Ephrata l CI4 EINg1 tviow -liitzv,ae Olympia Ellensbuty Merdeen I t'Ima Lacey Etainfor i ,r! 'South sendfekln►a 1 Utedll park �� NodrteiuY° 1'oppenlsh° I12 Richland Yakarna Ind-lati Kr?nnc�vick ` �`�ngview Reservatlt}it Willa Walla I •ii • l r, Se"Ide t:errtilate,i Colun•:bia Vancouver Rlv - - �0 13ss1 t�endlatpn `�Mea6ialsl L i20t0 Navt A softWiilsboro ,oryt b-clty '-u- �r-------5_�.__ _,..�/.,.,.,..,.,./.,...:...s ....«..O.,...L+—o.. ..�..P�•�—^1Rr�.—rR,•nr�=d'1 Q(1Z775 _171 1Fh7(15Rr a�7�7n�7 I' I - - - I � Print- Maps Page 1 of 1 Ming Maps -Silvana 169th St NE & Smokey Point Blvd, Arlington, WA N Arlington 98223 ' My Notes (ss1 j li � s me*Point JAI a� a 0 SIimson m L x On the gs?Use tn.bing.ea�r 9c find m�1rs, an, v, directions, businesses, and more ung AA U-4tfti_PI NE CID ,I 4 0 173rd PINE N sit 172 n Stt-N:E i I , 169.th"St:_NE- �-I 1681 St NE � Y67ch sf 206; 166th.P_I_NE I oii> i zaia Nm,"®201QMicrSsgi htt„•//�xnxnxr hinn nr�m/mor�c/r�rint acrw7mirt—An noRro-1 AJfrQ-rRrn"=AQ 1;OAQA _.177 1 Q)AQ0 A/1)/')n11) I I I 1 1 1 1 �4 -�• _ I _ • a. ^ y I '. �w'w~•i7d�g4PIINEt:•Q _ .. MOM dh IK • Ir II ..At to=L - 1 +a1G9thaSVNE, f i i •e n 68 am I 1�68tIi•StANE ~► _ 's aMi 166th:,PltNIC } i III •j' 'I 1 - „q d. � ';� � :IC} �: � � i Zi 4 11 Ell,•i i i i BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/3/2012 KANSAS CITY, MISSOURI (LSJ6/96) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE: ASCE 7 05 SNW.xI; DESIGN CODE: ASCE 7-05 PROJECT: OAP1214 FACILITY LOCATION Arlington, WA SNOW LOAD: ROOF SLOPE 1 0.251 INCHES TO 12 INCHES GROUND SNOW LOAD(Pg) = 15 PSF IMPORTANCE FACTOR: 1 = L'J OCCUPANCY: <300 SNOW LOAD COEF Ce= 1 Ct= 1 ROOF LOAD(Pf)= 0.7(Ce)Ct(I)Pg = 10.5 PSF MIN. ROOF SNOW LOAD (Pf>= Pg =20 PSF) _ - 15 PSF (CONTROLING DESIGN LOAD) RAIN ON SNOW= 5 PSF MIN. SNOW LOAD = TOTAL LOAD (INCLUDING RAIN ON SNOW) = 15.5 PSF 15.5 PSF SNOW DRIFT LOADING NOT INCLUDED UNLESS OTHERWISE NOTED DRIFT SNOW LOAD, LEEWARD LENGTH OF ROOF PERPENDICULAR TO OFFSET Wb= �FT USE 25 FT DENSITY USE Wb= 25 FT D 15.95 PCF WINDWARD LENGTH OF ROOF PERPENDICULAR TO OFFSET: Wb= 80 FT USE Wb USE Wb= 80 FT HEIGHT OF ROOF OFFSET: hr= 287 FT (hr-hb)/hb= 1.75 IF LESS THAN 0.2 THEN he= 1.70 FT NO DRIFT REQUIRED i :� �.:, BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/3/2012 KANSAS CITY, MISSOURI (LSJ6/96) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE: ASCE 7 05 SNW.xIs DESIGN CODE: ASCE 7 - 05 PROJECT: OAP1214 FACILITY LOCATION Arlington, WA LEEWARD DRIFT DEPTH: ICALC DRIFT LOAD hd = 1.31 FT he> hd USE hd = 1.31 FT hb= 0.97 FT LEEWARD DRIFT WIDTH. LESSER OF THE FOLLOWING: Wd = 5.25 FT 4hd = 5.25 FT hd<hc 4(hdA2)/hc= 4.05 FT I8 he= 13.59 FT WINDWARD DRIFT DEPTH: hd a 1.98 FT he<hd USE hd = 1.73 FT fhb; 0.94 FT WINDWARD DRIFT WIDTH: LESSER OF THE FOLLOWING: t_ Wd = 9.26 FT 4hd = 6.92 FT hd>/=hc 4(hdA2)/hc= 9.26 FT 8 he= 13.59 FT L_ l- l_ L L L 1 I ti BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/3/2012 KANSAS CITY, MISSOURI (LSJ6/96) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE: ASCE 7 05 SNW.xI4 DESIGN CODE: ASCE 7-05 PROJECT: OAP1214 FACILITY LOCATION: Arlington, WA LEEWARD DRIFT LOAD: hd x D= 20.92 PSF IWINDWARD DRIFT LOAD: hd x D = 27.59 PSF LEEWARD TOTAL UNIFORM LOAD AND DRIFT LOAD: Pm = 36.42 PSF D(hd+hb) = 36.42 DRIFT PLUS UNIFORM ICONTROLS: ADD RAIN ON SNOW D(hr) = 42.59 MAX FOR OFFSET IF APPLIES IDensity D = 15.95 PCF WINDWARD TOTAL UNIFORM LOAD AND DRIFT LOAD: Pm = 42.59 PSF D(hd+hb) = 42.59 DRIFT PLUS UNIFORM CONTROLS: ADD RAIN ON SNOW D(hr) = 42.59 MAX FOR OFFSET IF APPLIES IDensity D= 15.95 PCF �a L L i i i BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/2/2012 KANSAS CITY, MISSOURI (LSJ12/93) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE: ASCE 7 05 Wind C Exp. DESIGN CODE: ASC3E 7-05 PROJECT: OAP12'14 FACILITY LOCATION AMIngton. WA WIND DESIGN VELOCITY(V) = 85.00 MPH BUILDING EXPOSURE: BUILDING CLASSIFICATION II ENCLOSED STRUCTURE BUILDING IMPORTANTS: I = 1.00 Kd= 0.85 Main Frm/Components Kzt= 1 Level Site Exposure Case Analysis; 1 Component and Main Frame WIND PRESSURE AT BUILDING HEIGHTS: qz=0.00256 Kz Kzt Kd I (V)^2 POINT: POINT HEIGHT(z): Kz qz(PSF) Gz 1 0-15 FT 0.85 13.36 0.85 2 20 FT 0.90 14.15 0.85 3 25 FT 0.94 14.78 0.85 4 30 FT 0.98 15.41 0.85 5 40 FT 1.04 16.35 0.85 Kh qh (PSF) Gh ROOF HT . 20.00 FT 0 ( 14 0.85 BLDG HEIGHT (h): 20, FT BLDG LENGTH (L): FT h/L= 0,20 BLDG LENGTH (L): 1,Q; FT h/L= 0.26 ROOF ANGLE: 1,2 DEGREES RF Cp; Q.7 OR -0.'18 EXTERNAL PRESSURES: POINT: WALL: ROOF: WINDWRD LEEWRD SIDE NEG, POSIT, Cp 0.80 -0.50 ,0.70 .070 -0.18 POINT PRESSURES: (RF HT) (RF HT) (RF HT) (RF HT) 1.00 9,1 -6.0 •8.4 -8.4 -2.2 2.00 9.6 DO DO DO DO 3.00 10.0 DO DO DO DO 4.00 10.5 DO DO DO DO 5.00 11.1 DO DO DO DO INTERIOR PRESSURES(ENCLOSED STRUCTURE): WINDWARD OPNG. GCpi = 0.18 gh(GCpi) = 2.55 PSF (CONFIRM BUILDING OPENING CONFIGURATION FOR INTERNAL COEF.) LEEWARD OPNG. GCpi = .0.18 gh(GCpi) = -2.55 PSF i I i �. i BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/2/2012 KANSAS CITY, MISSOURI (LSJ12/93) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE, ASCE 7 05W(00-0 0� 0: DESIGN CODE: ASCE 7-05 PROJECT: OAP'I 214 FACILITY LOCATION: Arlin ton, WA SUMMARY OF MAIN FRAME WIND PRESSURES: OPENINGS ON WINDWARD SIDE (POSITIVE INTERNAL PRESSURE): POINT: WALL ROOF: WINDWRD LEEWRD SIDE NEG. POSIT. POINT PRESSURES: (RF HT) (RF HT) (RF HT) (RF HT) 1.00 7 -8 .11 -11 -4 2.00 7 DO DO DO DO 3.00 8 DO DO DO DO 4.00 8 DO DO DO DO 5.00 9 DO DO DO DO OPENINGS ON LEEWARD SIDE(NEGITIVE INTERNAL PRESSURE): POINT; WALL ROOF: WINDWRD LEEWRD SIDE NEG. POSIT. POINT PRESSURES: (RF HT) (RF HT) (RF HT) (RF HT) 1,00 11 -4 -6 -6 0 2.00 12 DO DO DO DO 3.00 12 DO DO DO DO 4.00 13 DO DO DO DO 5.00 13 DO DO DO DO I 1 - - - - - - - - - - - - - - - - - - - - - BOB D. CAMPBELL AND COMPANY PAGE OF 4338 BELLEVIEW DATE: 4/2/2012 KANSAS CITY, MISSOURI (LSJ12/93) BY: CLJ PHONE NO. (816) 531-4144 FAX NO. (816) 531-8572 FILE: ASCE 7 05 Wind C Exp. DESIGN CODE: ASCE 7-05 PROJECT; OAP1214 FACILITY LOCATION: Arlington, WA SUMMARY OF PARTS AND COMPONENTS WIND PRESSURES INTERIOR PRESSURE ADDED FOR ENCLOSED STRUCTURE(ADJUST FOR OPEN STRUCT) WIND qh FOR ROOF HEIGHT: AREAS; 10 20 50 1 Q0 200 500 WALL FIELD(POSIT): 17 16 15 15 14 12 (NEGAT): -18 -17 -16 -16 -15 -14 WALL CORNERS (P): 17 16 15 15 14 12 (NEGAT): -22 .21 -19 -17 -16 -14 ROOF SLOPE LESS THAN 7 DEGREES-OUTWARD FORCE: AREAS: 10 20 50 100 200 500 ROOF FIELD: -17 47 -16 -15 -15 -16 RF EDGES&EVES: -28 ..25 -21 -10 .18 -18 ROOF CORNERS: -42 .35 .25 -18 -10, -1$ ROOF SLOPE LESS THAN 7 DEGREES-INWARD FORCE. AREAS: 10 20 50 100 200 500 ROOF FIELD: 7 7 6 5 5 5 RF EDGES&EVES: 7 6 5 5 ROOF CORNERS: 7 6 5 5 5 1_ DIMENSION "a" (THE LESS OF THE FOLLOWING BUT NOT LESS THAN 3 FEET) 10°/q OF BLDG. MIN.WIDTH 8 FT LEAST HOR. DIM. (FT)= 78 I 0.4*h = 8 FT l NOT<4% MIN.WIDTH = 3 FT a= 8 FT f I Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98223 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.042 (Ss) 1.0 0.354 (S1) Period Maximum Sa (sec) (g) 0.2 1.094 (Ss) 1.0 0.382 (S1) Period Minimum Sa (sec) (g) 0.2 0.927 (Ss) 1.0 0.302 (S1) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98223 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D Period Centroid Sa (sec) (g) 0.2 1.128 (SMs, Fa = 1.083) 1.0 0.599 (SM1, Fv = 1.693) Period Maximum Sa (sec) (g) 0.2 1.162 (SMs, Fa = 1.062) 1.0 0.625 (SM1, Fv = 1.637) Period Minimum Sa 1 1.0 0.543 (SM 1, Fv = 1.796) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Zip Code = 98223 Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.752 (SDs) S D C, D 1.0 0.399 (SD1) `p Period Maximum Sa (sec) (g) 0.2 0.775 (SDs) 1.0 0.416 (SD1) Period Minimum Sa (sec) (g) 0.2 0.698 (SDs) (sec) (g) i T r I I Design Spectrum Sa Vs Sd 0.775 0.750 0 725 0.700 0.675 0.650 0.625 0.600 0.575 0.550 0.525 0.500 0.475 0.450 0.425 0.400 I 0.376 0.350 \ ` . 0.325 0.300 ( 0,275 0.250 L 0.225 I' 0.200 L 0.175 0.150 I 0.125 I 0.100 0.075 0.050 I 0.025 0.000 l &0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 40 4.5 50 55 6.0 6.5 7.0 7.5 80 Sd (in) i r, i _ _ _ C• v ,ATC A S S O C I A T E S I N C FOUNDATION ENGINEERING STUDY For Proposed O'Reilly Auto Parts Store SWQ 1691"Street NE &Smokey Point Boulevard Arlington, Washington Prepared for: O'Reilly Auto Parts 233 South Patterson Springfield, Missouri 65802 Prepared by: ATC Associates Inc. 1555 Valwood Parkway, Suite 160 Carrollton, Texas 75006 ATC Project No. 90.75356.0062 February 13, 2012 CY 1555 Valwood Parkway, Suite 160 Carrollton,TX 75006 www.atcassociates.com A972-919-3300 AS S 0 C I ATE S I N C . Fax 972-919-3395 Environmental,Geotechnical and Materials Professionals February 13, 2012 Mr. Curtis McNay O'Reilly Auto Parts 233 South Patterson Springfield, Missouri 65802 Re: FOUNDATION ENGINEERING STUDY Proposed O'Reilly Auto Parts Store SWO 169th Street NE & Smokey Point Boulevard Arlington, Washington ATC Project No. 90.75356.0062 Dear Mr. McNay, ATC Associates Inc. (ATC) is pleased to present this Foundation Engineering Study for the referenced O'Reilly Auto Parts store site. The attached report describes our exploration procedures, summarizes existing site and subsurface conditions, and presents our geotechnical findings and recommendations. ATC appreciates this opportunity to provide these services and looks forward to working with O'Reilly Auto Parts on future projects. Please contact us if you have questions or require additional information regarding this report. Sincerely, ti M. c ATC ASSOCIATES INC. O�pE wasi��Lj� O'Z 30455 CS' r S�OI`ALG` t Tyrone M. Clinton, DBA, PE, GE Jeffrey M. Wold Principal Geotechnical Engineer Senior Project Manager iI Dale M. Allison Director, National Client Management TABLE OF CONTENTS Page INTRODUCTION..................................................................................................................................................1 PROJECTDESCRIPTION.............................................................................................................................1 PURPOSEAND SCOPE...............................................................................................................................1 FIELD EXPLORATION AND TESTING...............................................................................................................3 FIELDEXPLORATION..................................................................................................................................3 LABORATORYTESTING..............................................................................................................................3 SUBSURFACE CONDITIONS.............................................................................................................................4 SUBSURFACE CONDITIONS........................................................................................................................4 GROUNDWATER OBSERVATIONS...............................................................................................................4 ANALYSIS AND RECOMMENDATIONS............................................................................................................5 PROJECT INFORMATION.............................................................................................................................5 SITE PREPARATION.................................................................................... ......5 ......................................... PLACEMENT AND COMPACTION..................................................................................................................6 SITE EXCAVATION CHARACTERISTICS........................................................................................................7 BUILDING PAD PREPARATION RECOMMENDATIONS....................................................................................8 MONOLITHIC SLAB ON GRADE ...................................................................................................................8 FOUNDATION SETTLEMENTS....................................................................................................................10 SITE DRAINAGE AND LANDSCAPING.........................................................................................................10 WINTERCONSTRUCTION.........................................................................................................................11 PAVEMENT........................................................................................................................................................12 DESIGNCONSIDERATIONS.......................................................................................................................12 PAVEMENT SUBGRADE PREPARATION.....................................................................................................12 PORTLAND CEMENT CONCRETE PAVEMENT(PCCP)...............................................................................12 HOT MIX ASPHALTIC CONCRETE PAVEMENT(HMAP)..............................................................................13 PAVEMENT CONSIDERATIONS..................................................................................................................14 BASISFOR RECOMMENDATIONS .................................................................................................................16 APPENDIX SITE/TEST PIT LOCATION PLAN TEST PIT LOGS KEY TO SOIL SYMBOLS AND CLASSIFICATIONS ASFE IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL REPORT O'Reilly Auto Parts V SWO 169t" St. NE & Smokey Point Blvd., Arlington, Washington V TC FOUNDATION ENGINEERING STUDY PROPOSED O'REILLY AUTO PARTS STORE 169'" STREET NE & SMOKEY POINT BOULEVARD ARLINGTON, WASHINGTON INTRODUCTION Project Description O'Reilly Auto Parts (hereafter referred to as client) retained ATC Associates Inc. (ATC) to provide geotechnical services for the development of foundation, pavement and site preparation recommendations at a proposed O'Reilly Auto Parts store site located in Arlington, Washington. The site is located in the southwest quadrant of the intersection of 169th Street NE and Smokey Point Boulevard in Arlington, Washington. It has a relatively flat topography and ground cover generally consists of grass. Currently, the site is being used as a park, which includes picnic tables supported on concrete slabs. The general arrangement of the proposed development on the site is shown on the Site/Test Pit Location Plan included in the Appendix. It is anticipated that the proposed store will be a single-story structure of masonry construction with a slab on grade floor and no basement. Plan area of the new store is approximately 7,000 sf. According to O'Reilly Work Order No. AR2, the maximum anticipated structural loads are 125 psf for floor, 1 kip/lineal foot for walls and 30 kips for columns. Site grading information was not provided; however, for purposes of this study we anticipate that from 1 to 4 feet of fill will be required to establish finished floor elevation for the proposed store. Recommendations for Portland Cement Concrete pavement (PCCP) and asphaltic concrete pavement (ACP) are included herein. It is anticipated that traffic in the proposed pavement areas will consist primarily of automobile and light truck traffic with an occasional semi-tractor trailer. If the details of the proposed construction differ from that described herein, ATC should be contacted to evaluate the potential impact on the recommendations provided in this report. Exploration for underlying geologic conditions or evaluation of potential geologic hazards, such as mining, seismic activity, faulting and/or ground subsidence%racking potential due to groundwater withdrawal, were beyond the scope of this study. Potential for liquefaction is addressed in the Building Pad Preparation Recommendations section. Purpose and Scope The purpose of this study has been to develop foundation design and subgrade modification recommendations for the project. The scope of services presented in this report has been based upon the information provided by the client. To accomplish its intended purpose, the study has been conducted in the following phases: 1. Excavation of test pits to determine the general subsurface conditions and to obtain samples for possible laboratory testing; O'Reilly Auto Parts 1 V 169"'St. NE & Smokey Point Blvd., Arlington, Washington V TC 2. Performing laboratory tests on appropriate samples to determine pertinent engineering properties of the subsurface materials; and, 3. Performing engineering analyses, using the field and laboratory data to develop foundation design and subgrade modification recommendations for the proposed development. O'Reilly Auto Parts 2 169'"St. NE & Smokey Point Blvd., Arlington, Washington (VkTC FIELD EXPLORATION AND TESTING Field Exploration The field exploration was conducted at the site on February 6, 2012. ATC retained the services of an independent contractor to excavate the test pits and collect soil samples for testing. Soil conditions beneath the site were explored for this study by excavating 6 test pits to depths of approximately 12 to 14 feet below existing grades. ATC established the approximate location and depths of the test pits. Test pits were located in the field by reference from existing features and by using conventional measuring methods. The accuracy of the test pit locations should only be considered to the level implied by the method used to determine them. Approximate test pit locations are shown on the Site/Test Pit Location Plan included in the Appendix. A track-mounted backhoe was used to excavate the test pits. Representative samples of the subsurface materials were obtained at selected depths in the test pits. Samples were sealed in plastic bags for use in future visual observations and possible testing in the laboratory. Test pits were logged by the subcontractor's engineering geologist. The Field Test Pit Logs were reviewed by a geotechnical engineer and edited using the results of laboratory tests performed on selected soil samples from the test pits. The Test Pit Logs represent the geotechnical engineer's interpretations of the subsurface conditions based on field observations, visual observation of samples and laboratory test results. Lines designating the interface between various strata on the Test Pit Logs represent the approximate positions of the interface. The in-situ transition between strata may be gradual. Samples will be retained for 30 days from the date of this report, after which time they will be discarded unless client requests otherwise. Groundwater conditions recorded on the Test Pit Logs are based on the field observations at the time the exploration was conducted. Each test pit was backfilled with the excavated material upon completion of the test pit. Laboratory Testing Soil samples were transported to the laboratory where the Field Test Pit Logs were reviewed and edited by a geotechnical engineer. Soil samples were then selected for geotechnical laboratory testing. Testing included minus #200 sieve analyses and moisture content tests. All geotechnical testing was conducted in general accordance with the applicable ASTM Standards. The results of the laboratory tests are provided on the appropriate Test Pit Logs, which are included in the Appendix. Soil descriptions recorded on the Test Pit Logs result from field data as well as laboratory test data. O'Reilly Auto Parts 3 - 169`h St. NE & Smokey Point Blvd., Arlington, Washington NYATC SUBSURFACE CONDITIONS Subsurface Conditions Generally, subsurface materials within the maximum depth explored (14 feet) consist of loose to dense silty sands, silty, sandy gravels, sands and sandy gravels. Density classifications of soils are based on the field engineering geologist's opinion of the excavation difficulty. Fill (undocumented), consisting of loose silty sands and dense silty, sandy gravels was observed in the test pits to depths of approximately 1.5 to 4 feet. Fill may extend to greater depths and exist at other locations on the site resulting from previous grading. Site Class — Part of the International Building Code (IBC) procedure to evaluate seismic forces requires the evaluation of the Seismic Site Class, which categorizes the site based upon the characteristics of the subsurface profile within the upper 100 feet of the ground surface. To define the Seismic Site Class for this project, we have interpreted the results of our soil test pits excavated within the project site and estimated appropriate soil properties below the base of the test pits to a depth of 100 feet, as permitted by Section 1613.5.2. Based upon our evaluation, it is our opinion that the subsurface conditions within the site are consistent with the characteristics of Site Class D as defined in Table 1613.5.2 of the IBC. Groundwater Observations During the excavation operations, groundwater was observed in the test pits at depths of approximately 4 to 5 feet below ground surface (bgs). The presence, depth, and quantity of groundwater seepage may fluctuate based on variations in seasonal rainfall, climatic conditions, site surface runoff characteristics, permeability of on-site soils, continuity of pervious materials, irrigation practices, and other factors. These observations do not constitute a long-term groundwater study nor was such an evaluation authorized as a part of the scope of this study. Any changes noted in groundwater levels during the construction process may require a review of the recommendations presented in this report. O'Reilly Auto Parts 4 C\TJ%TC 169'" St. NE & Smokey Point Blvd., Arlington, Washington ANALYSIS AND RECOMMENDATIONS Project Information The site is located in the southwest quadrant of the intersection of 1691" Street NE and Smokey Point Boulevard in Arlington, Washington. It is anticipated that the proposed store will be a single- story structure of masonry construction with a concrete slab on grade floor and no basement. Plan area of the new store is approximately 7,000 sf. Portions of the site will be paved for parking and vehicle traffic. According to information provided in O'Reilly Work Order No. AR2, the maximum anticipated structural loads are 125 psf for floor, 1 kip/lineal foot for walls and 30 kips for columns. Site grading information was not provided; however, for purposes of this study we anticipate that from 1 to 4 feet of fill will be required to establish finished floor elevation for the proposed store. General arrangement of the proposed development is shown on the Site/Test Pit Location Plan included in the Appendix. ATC has developed foundation design recommendations on the basis of the previously described project characteristics and subsurface conditions observed in the test pits performed during the field exploration. After final design plans and specifications are available, a general review by ATC is recommended as a means to check that the evaluations made in preparation of this report are correct, and that earthwork, foundation, pavement and subgrade preparation recommendations are properly interpreted and implemented. Site Preparation Before proceeding with construction, any old building foundations, buried structures, picnic table concrete slabs, construction debris, vegetation, root mats, topsoil, refuse, sediment in low-lying areas, and other deleterious non-soil materials should be stripped/removed, as needed, from proposed construction areas. The actual stripping depth should be based on field observations with particular attention given to old drainage areas, uneven topography, unexpected fill material areas, and excessively wet soils (if present). The stripped areas should be observed to determine if additional excavation is required to remove weak or otherwise objectionable materials that would adversely affect the fill placement. The stripping should extend at least 5 feet beyond the limits of construction areas. After site stripping and excavation to the required subgrade elevations (see the following Monolithic Slab on Grade section), the subgrade shall be proofrolled to detect soft spots, which, if they exist shall be reworked. The bottom of the building pad excavation shall be graded so that engineered fill will have a uniform depth. Proofrolling shall be performed using a heavy pneumatic tired roller, loaded dump truck, or similar piece of equipment weighing approximately 25 tons. The proofrolling operations shall be observed by a geotechnical engineer or his representative. The subgrade shall be firm and able to support the construction equipment without displacement. Soft or yielding subgrade shall be corrected and made stable before construction proceeds. The depth and extent of the undercut operations at the site should be established by a qualified geotechnical engineer during earthwork construction activities. Proofrolling is intended O'Reilly Auto Parts 5 NATC169`�'St. NE & Smokey Point Blvd., Arlington, Washington not only for the building and foundation areas, but also within all areas of pavement, sidewalks, and other locations that will support surface loads. Prior to engineered fill placement and/or construction of the slab on grade foundation, pavement and other flatwork, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). The on-site soils are moisture sensitive and may become unstable when saturated (wet). Generally, more undercutting and delays due to the need for extended drying times can be expected if the grading is performed in the seasonally wet periods of the year. Placement and Compaction The project may include the placement and compaction of a variety of fill materials, including on- site materials, non-expansive select fill, and base materials. Typical material requirements and compaction specifications for each of these materials are provided below. On-Site Soils—Approved on-site sandy soils used in areas subject to surface loads or used as backfill or engineered (structural) fill should be compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Backfill or Engineered (Structural) Fill - Non-expansive backfill or engineered (structural) fill placed beneath the slab on grade foundation, sidewalks, pavement and other exterior flatwork should consists of a select, well-graded granular material with no particles greater than 3 inches and contain no more than 5 percent fines passing the No. 200 US Standard Sieve. Organic content should be less than 4 percent. The select fill should contain no deleterious material and should be compacted to 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). It appears that the majority of on-site soils will not meet these requirements; however, this should be confirmed during site grading. Crushed Aggregate Surfacing - Aggregate base course placed beneath pavements should meet the requirements for crushed surfacing in Section 9-03.9(3) of the 2010 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction herein after referred to as WSDOT Standard Specifications. In addition, the base course material should be moisture stable. Aggregate base course should be compacted to a minimum of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The moisture content must be maintained until placement of the first fill lift. Fill material, whether non-expansive select fill or moisture-conditioned on-site soils, should be placed in loose lifts not exceeding 8 inches in uncompacted thickness. The fill material should be uniform with respect to material type and moisture content. Clods and chunks of material should be broken and the fill material mixed as necessary, so that a material of uniform moisture and density is obtained for each lift. Water required to bring the fill material to the proper moisture content should be applied J evenly through each layer. O'Reilly Auto Parts 6 1691" St. NE & Smokey Point Blvd., Arlington, Washington (VtATC Each lift should be compacted, tested, and approved before another lift is added. As a guide, one field density test per lift for each 5,000 square feet of compacted area is recommended. For small areas or critical areas the frequency of testing may need to be increased to one test per 2,500 square feet. A minimum of two tests per lift should be required. The purpose of the field density tests is to provide some indication that uniform and adequate compaction is being obtained. The actual quality of the fill, as compacted, should be the responsibility of the contractor and satisfactory results from the tests should not be considered as a guarantee of the quality of the contractor's work. Backfill placed within utility trenches that cross building, pavement and other flatwork areas should be properly compacted. Settlement of parking, drive, sidewalk, and landscape areas due to improper compaction of the backfill within utility trenches is a common problem. Therefore, backfill placed in utility trenches or other excavated areas within the building, pavement and other flatwork areas should be placed in lifts, compacted, and tested in accordance with these earthwork recommendations. Trenches should be opened a sufficient width to safely allow compaction equipment access to the backfill and to safely allow for confirmation testing to occur. Backfill should be placed in horizontal lifts. If the trench is over 5 feet deep, the side slopes should be benched or sloped to meet OSHA requirements prior to placing the backfill. Site Excavation Characteristics Finished grades at the site were not provided to us at the time of this report. However, we do not anticipate that excavations that exceed the depth of our test pits will be required to develop the site. "Rock" was not encountered in the test pits performed during this exploration. Therefore, rock excavation is not anticipated. We present the following general comments regarding our opinion of the excavation conditions for the designers' information with the understanding that they are opinions based on information from test pits. More accurate information regarding the excavation conditions should be evaluated by contractors or other interested parties from test excavations using the equipment that will be used during construction. Based on our subsurface exploration, it is our opinion that shallow excavations in soils at the site will be possible using standard excavation equipment. During the excavation operations, groundwater was observed in the test pits at depths of approximately 4 to 5 feet bgs. Some dewatering problems are anticipated. Cuts or excavations made in close proximity or below the apparent groundwater level will cause construction difficulties. Since the on-site sandy soils generally become unstable when exposed to free water, every effort should be made to keep excavations dry should groundwater be encountered. It is anticipated that minor or slow groundwater seepage could be effectively handled by simple dewatering methods, such as periphery ditches and sumps. A suitable sump could consist of a large diameter pipe set vertically with a coarse sand and gravel mixture placed in the bottom to act as a filter. Care should be exercised in pumping directly from the excavation since this may cause deterioration of the excavation base. Significant groundwater seepage may require dewatering utilizing well points. O'Reilly Auto Parts 7 N-MATC169" St. NE & Smokey Point Blvd., Arlington, Washington The presence and magnitude of groundwater seepage may fluctuate based on variations in seasonal rainfall, climatic conditions, site surface runoff characteristics, permeability of on-site soils, continuity of pervious materials, irrigation practices, and other factors. Groundwater traveling through the soil is often unpredictable. This could be due to seasonal changes in groundwater and due to the unpredictable nature of groundwater paths. Therefore, it is necessary during construction for the contractor to be observant for groundwater seepage in excavations in order to assess the situation and make necessary changes and/or recommendations. In accordance with OSHA requirements, the design and maintenance of all excavation retention systems is the sole responsibility of the Contractor. Attention is drawn to OSHA Standards 29 CFR - 1926 Subpart P for guidance in the design of such systems. Building Pad Preparation Recommendations The building pad area should be prepared as previously recommended in the Site Preparation section and the following Monolithic Slab on Grade section. Prior to engineered fill placement, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Liquefaction - Soil liquefaction is the loss of soil strength during a significant seismic event. It occurs primarily in loose, fine to medium grained, granular soils lying below groundwater. Liquefaction occurs during rearrangement of soil particles into a denser condition, resulting in localized areas of settlement. Based on visual observations of soil samples and laboratory test results, it is our opinion that the potential for seismically induced liquefaction is unlikely. However, since we cannot completely rule out liquefaction, it is recommended that the store be supported by a monolithic slab on grade foundation. Recommendations follow for a monolithic slab on grade foundation system supported on engineered fill. Monolithic Slab on Grade It is recommended that the structural frame and walls of the proposed store be supported on a conventional reinforced, monolithic slab on grade foundation system. To provide more uniform bearing conditions and help reduce the potential for settlement of the foundation, the slab on grade foundation should bear on engineered fill having a uniform thickness. The engineered fill should extend a minimum of 1 foot below the bottom of the deepest grade beam and a minimum of 5 feet beyond the perimeter of the building and any external footings. Care should be taken not to extend excavations approximately 3 feet below the existing grade (ground surface existing at the time of our field exploration) because of the apparent shallow groundwater. Construction difficulties should be anticipated if excavation are extended below the apparent groundwater level. Dewatering methods are presented in the previous Site Excavation Characteristics section. O'Reilly Auto Parts 8 169th St. NE & Smokey Point Blvd., Arlington, Washington (WkTc Once the removal and grading operations are completed, the bottom of the excavation should be proofrolled as previously mentioned in the Site Preparation section. Following proofrolling, the bottom of the excavation should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Weak or compressible areas which cannot be satisfactorily compacted should be removed and replaced with a properly compacted select material or approved on-site soils, as described in Placement and Compaction section. Alternatively, 3 to 6 in (greatest dimension) angular rock can be pushed into these areas with a roller until a stable base is achieved. Final recommendations should be based on the observations by the geotechnical engineer at the time of construction. If the required compaction of the subgrade cannot be achieved, then it is recommended that a layer of geotextile, such as Mirafi HP 570 or approved equivalent, be placed on the subgrade. The qeotextile should be placed on the bottom of the excavation in stages rather than in a single operation. Fill should be placed on the geotextile as it is rolled out. Minimum overlap of the geotextile should be 20 percent of its width. The geotextile will help distribute foundation loads more evenly over the subgrade. Once the subgrade is properly compacted or the geotextile is in place, placement of the engineered fill should promptly commence. On-site soils not meeting the criteria for engineered fill should not be placed in the building pad area. Compaction of the engineered fill material should be accomplished by placing it in approximately 6 to 8 inch thick loose lifts and compacting each lift to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The slab foundation should be designed with exterior and interior (as deemed necessary by the structural engineer) grade beams adequate to provide sufficient rigidity to the foundation system. All grade beams and the floor slab should be adequately reinforced with steel to minimize cracking as normal movements occur in foundation materials. The structural engineer should evaluate configurations and reinforcement requirements for structural loadings, anticipated foundation movements, shrinkage and temperature stresses. A net allowable soil bearing pressure of 2,000 psf (dead + live loads) can be used for design of grade beams bearing on engineered fill at a minimum depth of 18 inches below lowest adjacent grade. The recommended bearing value is based on a Factor of Safety of 3 and can be increased by 1/3 for effects of seismic or wind forces. For frost and seasonal moisture protection, the exterior grade should be a minimum of 18 inches above bases of the exterior grade beams or as required by local building code. Lateral Resistance - Lateral loads against building grade beams may be resisted by friction between bottoms of grade beams and laterally supporting soils. An allowable frictional coefficient of 0.35 is recommended. Alternately, provided grade beams are cast neat against compacted soils, an allowable lateral bearing pressure of 300 pounds per square foot per foot of depth can be used with a maximum lateral bearing pressure of 3,000 pounds per square foot. A combination of friction and lateral bearing pressure can be used provided the latter is reduced 1/3. O'Reilly Auto Parts 9 NVATC 1691h St. NE & Smokey Point Blvd., Arlington, Washington Foundation excavations shall be properly observed by the geotechnical engineer or his representative to confirm that loose, soft or otherwise undesirable materials are removed so that foundations will bear on sound material. Soils exposed in the bases of all satisfactory foundation excavations shall be protected against detrimental changes in conditions such as disturbance, rain, freezing or excessive drying. Surface runoff shall be directed away from the excavations and not allowed to pond within or near formed foundation excavations. If possible, all concrete for the foundation should be placed the same day the excavation is made. It is recommended that the floor slab be supported on a 4-inch layer of compacted granular material such as sand, sand and gravel or crushed stone having no more than 5 percent fines passing the No. 200 US Standard Sieve. This will improve subgrade support, aid in distributing concentrated loads, equalize moisture conditions beneath the slab and reduce potential subgrade deterioration due to construction traffic and weather. If a capillary moisture barrier is desired, the blanket should consist of a free-draining granular material meeting the following gradation, as determined by ASTM D 422: Sieve Size Percent Passing 1 inch 100 #4 0 In moisture sensitive areas, a vapor barrier consisting of 10 mil polyethylene sheeting should be placed directly above the granular blanket. A 2-in thick layer of damp, clean sand should be placed on the vapor barrier to promote uniform curing of slab concrete and as a vapor barrier puncture protection during construction process. The sand layer should be moistened with water just prior to concrete placement. Foundation Settlements Provided the grade beams bear on materials approved by the geotechnical engineer, and placement, compaction and composition of engineered fill are as outlined herein, it is estimated that total settlements under static loads should be limited and not exceed approximately 1 inch. Differential settlements should not exceed 75 percent of the estimated total settlement. Site Drainage and Landscaping Adequate drainage should be provided at the site to minimize any increase in moisture content of the underlying soils. Adjacent pavement, sidewalks and other exterior flatwork should be sloped a minimum of 1% (minimum of 5% for a distance of 10 feet for ground surface surrounding the structure) to prevent ponding of water around the building. Downspouts should be connected to gravity drains or discharge onto splash blocks to prevent erosion adjacent to the structure. Also, good drainage should be provided in paved areas since the at/and near surface soils are susceptible to pumping if they become saturated (wet). Pumping will contribute significantly to pavement failure. Drainage patterns approved at the time of finish grading should be maintained throughout the life of the building. It should be understood that altered drainage patterns, landscaping, planters and other improvements, as well as irrigation and variations in seasonal O'Reilly Auto Parts 10 V 169t" St. NE & Smokey Point Blvd., Arlington, Washington rainfall, all affect subsurface moisture conditions, which in turn could affect pavement and structural performance. It is recommended that all joints in pavements and where pavements, sidewalks, other exterior flatwork, etc. butt against building foundation and/or curbs, be sealed. Sealing joints will help minimize the infiltration of surface water into the underlying subgrade materials. In general, the sealant used should remain plastic and flexible at normal service temperatures. Maintenance should include periodic inspection for open joints and cracks and resealing as necessary. Winter Construction If construction of the project is accomplished during winter, steps should be taken to prevent the soils under the grade beams or floor slab from freezing. IN NO CASE should the slab on grade foundation, pavements or other exterior flatwork be placed on frozen or partially frozen materials. Frozen materials should be removed and replaced with approved on-site soils or imported select fill material as described the Placement and Compaction section. O'Reilly Auto Parts 11 V 169"' St. NE & Smokey Point Blvd., Arlington, Washington V TC PAVEMENT Design Considerations Traffic loading information for the proposed pavement was not available at the time of this report submittal. It is anticipated that the parking stalls will be subject to automobile traffic only (standard duty pavement section) and that drives will be subject to both automobile and occasional medium to heavy truck traffic (medium duty pavement section. If the anticipated traffic loading conditions are different than indicated herein ATC should be contacted since it could impact the recommendations presented in the following sections. Pavement Subgrade Preparation The pavement area should be prepared as previously recommended in the Site Preparation section. Prior to fill placement and/or construction of the pavements, the subgrade should be scarified to a minimum depth of 12 inches, its moisture content adjusted, and the subgrade then compacted to at least 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density within plus or minus 2 percentage points of optimum moisture content (-2 to +2). Compaction of the subgrade should extend a minimum of 2 feet beyond the outer edges of pavement or curbs. Portland Cement Concrete Pavement (PCCP) If PCCP pavements are utilized, the following recommendations are made expecting that the pavement subgrade soils will consist primarily of on-site sandy soils. Typical pavement sections for PCCP are presented in the following Table 1. Table 1 —PCCP Sections Pavement Section Pavement Type Parking Areas Main Drive Lanes Fire Lanes and Dumpster Pad/Approach Portland Cement 5 inches 6 inches 7 inches Concrete Compacted 12 inches 12 inches 12 inches Subgrade Concrete should have a minimum flexural strength of 600 psi at 28 days; that corresponds to roughly 3,600-psi compressive strength. Concrete should be steel reinforced and include joints to control the formation of temperature and shrinkage related cracks. Concrete should include air entrainment to increase the resistance to temperature effects and improve workability. As a general guide, the air entrainment should vary from 5 to 7 percent (by volume). A granular subbase consisting of a clean sand layer placed between the pavement and the properly O'Reilly Auto Parts 12 169t" St. NE & Smokey Point Blvd., Arlington, Washington NAT compacted subgrade is optional. If a sand subbase is used, it should be moistened with water immediately prior to concrete placement. Utility trench backfill that lies within paved and other flatwork areas must be properly compacted. Fill or backfill areas should be proofrolled to verify that soft or yielding subgrade areas have been properly compacted (refer to the Site Preparation section for detailed proofrolling recommendations). It is important to minimize moisture changes in the pavement subgrade. The pavement and adjacent areas should be well drained. Regular maintenance should be performed on cracks in the pavement surface to prevent water passing through to the subgrade. Hot Mix Asphaltic Concrete Pavement (HMAP) Typically, a rigid pavement section is recommended for long term performance and should be used in Fire Lanes and Dumpster Pad areas. However, ATC understands that a flexible section may be considered for the majority of the paved areas at the site. Typical flexible pavement sections for similar applications are provided in the following Table 2: Table 2- HMAP Sections Traffic Section Section Standard Duty' 3" HMA Class 1/2-inch (WSDOT 5-04) 6"Crushed Aggregate Surfacing Base-WSDOT 9-03.9(3) Medium Duty2 3"HMA Class '/cinch (WSDOT 5-04) 8"Crushed Aggregate Surfacing Base-WSDOT 9-03.9(3) Compacted Subgrade 12 Inches 1. Standard Duty- Parking and light traffic 2. Medium Duty- Drive lanes Crushed aggregate surfacing base course placed beneath pavements should meet the requirements in Section 9-03.9(3) of the 2010 WSDOT Standard Specifications. In addition, the base course material should be moisture stable. Aggregate base course should be compacted to a minimum of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. The performance of the recommended pavement sections can be enhanced by minimizing excess moisture that can reach the subgrade soils. The following recommendations should be considered at minimum: • Site grading at a minimum 2 percent grade away from the pavements; • Compaction of any utility trenches to the same criteria as the pavement subgrade. Preventive maintenance should be planned and provided for through an on-going pavement management program to enhance future pavement performance. Preventive maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. O'Reilly Auto Parts 13 OWYATC169"'St. NE & Smokey Point Blvd., Arlington, Washington All asphalt concrete mixes and aggregate base materials used in construction of pavement should be approved by the geotechnical engineer and meet the 2010 WSDOT Standard Specifications, and/or. The placement of asphaltic concrete should be in accordance the 2010 WSDOT Standard Specifications or as directed by the geotechnical engineer. Pavement Considerations Pavement design methods are intended to provide an adequate thickness of structural materials over a particular subgrade, such that wheel loads are distributed to a level, which the subgrade can support. It is important to minimize moisture changes in the subgrade. All pavements shall be sloped to provide rapid surface drainage. Water should not be allowed to pond on or adjacent to the pavement. The pavement design recommendations are subject to successful completion of site and subgrade preparation and engineered fill placement as recommended in this report. Imported soils used in paved areas should meet the criteria for engineered (select) fill outlined in the Placement and Compaction section. The compaction, quality, and gradation of the crushed aggregate surfacing base course will directly affect the quality and life of the pavement section. Consequently, we recommend a minimum compaction of 95 percent of modified Proctor (ASTM D 1557) maximum laboratory dry density. This will improve the support for the edge of the pavement. Since paving and site grading are typically performed by separate contractors, a time lapse generally occurs between the end of site grading operations and the commencement of paving. Disturbance, desiccation, and/or wetting of the subgrade prior to completion of paving can result in deterioration of the previously compacted subgrade. A non-uniform subgrade can result in poor pavement performance and local failures relatively soon after pavements are constructed. Where applicable, we recommend the pavement subgrade be proofrolled and the moisture content and density of the top 12 inches of subgrade be checked within two days prior to commencement of actual paving operations. If any significant event, such as precipitation, occurs after proofrolling, the subgrade shall be reviewed by qualified personnel immediately prior to placing the pavement. The subgrade shall be in its finished form at the time of the final review. A soil engineering technician working under the direction of a geotechnical engineer should observe compaction of the subgrade and perform soil density tests to confirm that the subgrade has been properly compacted in accordance with the recommendations presented herein. In addition, all paving materials and paving operations should meet applicable specifications of the local governing agency. All joints including sawed joints should be properly cleaned and sealed as soon as possible to avoid infiltration of water, small gravel, etc. Either cold-poured or hot-poured sealing material may be used. Backing should be provided to hold the isolation joint sealant in place. Manufacturers' instructions for mixing and installing the joint materials should be followed. O'Reilly Auto Parts 14 NATC169"' St. NE & Smokey Point Blvd., Arlington, Washington It is recommended that the concrete pavement be reinforced with No. 3 or larger bars supported on appropriate chairs and placed on a minimum of approximately 24-inch centers in each direction. Additional reinforcing consisting of #5 bars should be included around openings for manholes, drains, planters, etc. The perimeter of the pavement should have a stiffening curb section to reduce the potential for distress due to heavy wheel loads near the edge of the pavements and to provide channelized drainage. Periodic maintenance of all of the pavements should be anticipated. This should include sealing of all cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or near the pavement areas. Even with these precautions, some movements and related cracking may still occur, requiring additional maintenance. O'Reilly Auto Parts 15 (VYATC169"' St. NE & Smokey Point Blvd., Arlington, Washington BASIS FOR RECOMMENDATIONS ATC's professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. ATC is not responsible for the conclusions, opinions, or recommendations made by others based upon this data. The scope of our services was intended to evaluate soil conditions within the primary influence of the proposed structure and does not include an evaluation of potential deep soil conditions. Analyses and recommendations submitted in this report are based upon the data obtained from the soil test pits performed at the locations indicated. Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between test pits will be different from those at specific test pit locations and that conditions will not be as anticipated by the designers or contractors. In addition, the construction process itself may alter soil conditions. If any subsurface variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after ATC has had an opportunity to observe the characteristics of the conditions encountered. The applicability of this report should also be reviewed in the event that significant changes occur in the design, nature, or location of the proposed construction. Recommendations provided herein are based in part upon project information provided to ATC and they apply only to the specific project and site discussed in this report. If the project information is incorrect or if additional information is available, the correct or additional information should be conveyed to ATC for review. ATC's recommendations may then be modified, if necessary. Experienced geotechnical personnel should observe and document the construction procedures used and the conditions encountered. Unanticipated conditions and inadequate procedures should be reported to the design team. ATC further recommends that ATC is retained to provide these services based upon our familiarity with the project, the subsurface conditions, and the intent of the recommendations and design criteria. Environmental issues regarding this site are not addressed in this study. Only geotechnical recommendations for use in design of specific construction elements, earthwork and quality control observation and testing during construction are presented herein. O'Reilly Auto Parts 16 NKM 169"' St. NE & Smokey Point Blvd., Arlington, Washington APPENDIX O'Reilly Auto Parts \�/ 169"'St. NE & Smokey Point Blvd., Arlington, Washington V T UJI I co } A.�.4 � •a rn (� ors r es.ecc oust r ML= a I1MI Haul nrnr.-ss.r 1 .� eu,.r eo.n na wnP O q��I�� le or _rw �M ~ i C M P tl l7-nLe f �tl( r erw sc„r. r nc rr _ r s R00 fi.. LAI.rURIr !/ `1IMAM .� FM y�ry :'1a11 Y I TP-1 TP-51 Ti{gp0 bi R � 1 r ick m TP-4 TP-6 TP-3 0 `II C as wro Woi° 3 a I�ur.nc{4-Iwn I ti rsa�ac � lavi'emu' _ B / r..•- .... - -. I„�-.,may.... �.< ,i � I tip cvwwrrl�ma:-e m.er I®vaiw I rvr ao =1 aica 10�f art-L Imtutr - 1 ra�aamra ulrr M. u 11111 _I(. i0= 1 FRO.I.Lf rM RL !d•M Y �Y 71111, 7f IIM m(}N1•� •o n .�.0 r a w.A m p�lyLl m-�I t7 �lI.Y `I !K RT ,IWMriY tnc h.r.rpA.D4l rm.M l�r� I art�trotl�lr,s rnr���w�a Approximate Test Pit Locations rt- Re�I IY�AUTD PARTS AMM71W sa,ffi PaiWwx AmrNglUct go MU BMW CM WASHIN TON Fhmw M*SU-arm FM (OM dW-72ro me or-as--rs .00 Site/Test Pit Location Plan vO'Reilly Auto Parts Store — Arlington, WA ATC Project #90.75356.0062 A 6 S 0 C I A T E S I H C February 2012 TEST PIT LOG (� w�' _V-� hJ A 6 S O C I A T E 6 1 N C Client: O'Reilly Auto Parts Test Pit#: 1 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:dark brown,fine to medium,loose,moist-FILL --------- @±15", SILTY,SANDY GRAVEL:grayish brown,dense,moist 1 BS 23 34 ................................................ -------- SAND:orangish brown,fine to medium,compact,moist,trace silt 2 BS 7 24 ............................................ ......... SAND: orangish brown, fine to medium, compact, moist to V saturated,trace silt&gravel 3 BS 3 21 -••-•.............••-•--------------------••---- SAND:light gray,fine to medium,loose,saturated,trace silt,some gravel ----- 4 BS 1 25 --10 compact Bottom of test pit at 13 feet REMARKS: --15 +4-7',Slow groundwater seepage +7-13',Signification groundwater seepage&caving --20 --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE v AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG (:VATC A 6 5 0 G I A T E 5 I H G Client: O'Reilly Auto Parts Test Pit#: 2 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL --------- 1 BS @±16",SILTY,SANDY GRAVEL:grayish brown,dense,moist ------•-- SILTY SAND:orangish brown,fine to medium,compact,moist --------- 2 BS I ------------------------------- saturated,trace silt&gravel ••5 3 BS ------------------------------------------------ ---- SAND:light gray,fine to coarse,saturated,trace silt,some gravel - - 4--- BS --10 ••••••••- compact Bottom of test pit at 14 feet --15 REMARKS: +4-7',Slow groundwater seepage l_ +7-14',Signification groundwater seepage&caving _ --20 _ --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG (�VVATC Client: O'Reilly Auto Parts Boring#: 3 (Building) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL --------- @±16",SILTY,SANDY GRAVEL:grayish brown,dense,moist 1 BS ............................................. ........ SILTY SAND:orangish brown,fine to medium,compact,moist -- --•2--- BS ................................................ SAND: orangish brown, fine to medium, compact, moist to saturated,trace silt&gravel -•5 ----•-•-- V 3 BS ..................... •----•----------—------- SAND:light gray,fine to coarse,loose,saturated,trace silt,some --..---- gravel 4 BS --10 Note:compact at 12' Bottom of test pit at 12 feet REMARKS: +5-7',Slow groundwater seepage --15 +7-12',Signification groundwater seepage&caving --20 --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 5 FT ST-SHELBY TUBE 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com e8' CreoTG'ST 20611 67thAve.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M FDO02 PERMIT M Pending DATE: 4/23/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Ben Fox Compaction Of: Native Fill Soils-Building Pad Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) N (pcf) # Fall 1 SW Area of Pad EG DT/8 99.2 38.1 71 8 1 72 95 F 2 NW Area of Pad EG DT/8 1050 362 770 1 77 95 F 3 SE Area of Pad EG DT/6 1012 324 764 1 76 95 F 4 NE Area of Pad EG DT/6 1056 32.7 796 1 80 95 F Lab Max.Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # I (pcf) (a/o) M) Method 1-1318A Silty/Clayey Sand Native-Near Surface 100.1 17,6 5 ASTM D1557/D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Troxler 3440P/60558 MID Standard Count: 654/2986 Comments: GeoTest was on-site to provide density testing of native soils after site clearing.The above tests were carried out at Existing Grade(EG)prior to import of structural fill. The above tests failed to attain the required compaction. All the tests contained much higher moisture than the optimum moisture. Significant reduction in moisture content will be necessary to meet compaction requirements.Traditional scarification methods of drying site soils may not be possible due to variable spring weather conditions. It is GeoTest's understanding that the geotechnical engineer of record (ATC)has accepted leaving site conditions as is(darker brown layer of existing fill near surface-above existing crushed rock layer) provided the contractor can achieve 95%compaction and near optimum moisture content of soils. Contractor Continued on Next Page... i i ...Continued from Previous Page was hauling structural fill for parking areas, GeoTest was instructed by the contractor not to test existing subgrade in these areas(dark brown soils). COPIES: Stout Building Contractors City of Arlington Community Development Reviewed„y This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested. ti I I I I SOILS AND FOUNDATIONS loads, the calculations shall be in accordance with Sections 1807.1.1 Design lateral soil loads.Foundation walls shall 1806.3.1 through 1806.3.4. be designed for the lateral soil loads set forth in Section 1610. 1806.3.1 Combined resistance.The total resistance to lat- eral loads shall be permitted to be determined by combining 1807.1.2 Unbalanced backfill height.Unbalanced backfill the values derived from the lateral bearing pressure and the height is the difference in height between the exterior finish lateral sliding resistance specified in Table 1806.2. ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish 1806.3.2 Lateral sliding resistance limit.For clay,sandy ground level. Where an interior concrete slab on grade is clay,silty clay,clayey silt,silt and sandy silt,in no case shall provided and is in contact with the interior surface of the the lateral sliding resistance exceed one-half the dead load. foundation wall,the unbalanced backfill height shall be per- mitted to be measured from the exterior finish ground level 1806.3.3 Increase for depth.The lateral bearing pressures to the top of the interior concrete slab. specified in Table 1806.2 shall be permitted to be increased by the tabular value for each additional foot (305 mm) of 1807.1.3 Rubble stone foundation walls. Foundation depth to a maximum of 15 times the tabular value. walls of rough or random rubble stone shall not be less than 16 inches(406 mm)thick.Rubble stone shall not be used for 1806.3.4 Increase for poles.Isolated poles for uses such as foundation walls of structures assigned to Seismic Design flagpoles or signs and poles used to support buildings that Category C,D,E or F. are not adversely affected by a 1/2 inch(12.7 mm)motion at 1807.1.4 Permanent wood foundation systems. Perma- the ground surface due to short-term lateral loads shall be nent wood foundation systems shall be designed and permitted to be designed using lateral bearing pressures installed in accordance with AF&PA PWF.Lumber and ply- equal to two times the tabular values. wood shall be treated in accordance with AWPA U1 (Com- modity Specification A,Use Category 413 and Section 5.2) and shall be identified in accordance with Section SECTION 1807 2303.1.8.1. FOUNDATION WALLS, RETAINING WALLS AND 1807.1.5 Concrete and masonry foundation walls.Con- EMBEDDED POSTS AND POLES crete and masonry foundation walls shall be designed in 1807.1 Foundation walls.Foundation walls shall be designed accordance with Chapter 19 or 21, as applicable. and constructed in accordance with Sections 1807.1.1 through Exception:Concrete and masonry foundation walls shall 1807.1.6.Foundation walls shall be supported by foundations be permitted to be designed and constructed in accordance designed in accordance with Section 1808. with Section 1807.1.6. TABLE 1806.2 PRESUMPTIVE LOAD-BEARING VALUES LATERAL BEARING LATERAL SLIDING RESISTANCE VERTICAL FOUNDATION PRESSURE CLASS OF MATERIALS PRESSURE(psf) (psf/f below natural grade) Coefficient of friction' Cohesion(psf)b 1. Crystalline bedrock 12,000 1,200 0.70 — 2. Sedimentary and foli- 4,000 400 0.35 — ated rock 3. Sandy gravel and/or 3,000 200 0.35 — gravel(GW and GP) 4. Sand,silty sand,clayey sand,silty gravel and 2,000 150 0.25 — clayey gravel(SW,SP, SM,SC,GM and GC) 5. Clay,sandy clay,silty clay,clayey silt,silt and 1,500 100 130 sandy silt(CL,ML, MH and CH) i For SI: 1 pound per square foot=0.0479 kPa, 1 pound per square foot per foot=0.157 kPa/m. a. Coefficient to be multiplied by the dead load. b. Cohesion value to be multiplied by the contact area,as limited by Section 1806.3.2. 392 2009 INTERNATIONAL BUILDING CODE® 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 009111 GeO 1 e7 1 20611 67th Ave.NE.Unit A.Arlington, WA 98223 1 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M FDO07 PERMIT M BLD2012-0280 O'Reilys DATE: 6/26/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Brett O'Brien Compaction Of: Gravel Base Field Data: Depth/ DTI Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcfl (%) (pcfl # •. Fall 1 20'E TOG 8 132.8 73 123.8 1 98 95 P 2 WE/25'S TOG 8 131.5 5.8 124.3 1 98 95 P 3 20'E/60'S TOG 8 1291 66 121.1 1 96 95 P 4 5'E/85'S TOG 8 131.5 8.6 121.0 1 95 95 P 5 WE 90'S TOG 8 1310 7.0 122.4 1 97 95 P Lab Max.Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # (pcf) (%) (%) Method 1-1320A PGS w/Gravel Stilly Sand and Gravel 126.8 7.0 27 ASTM D15571D4718 2- 0.0 None 3- 0.0 None Gauge Make/Model/Serial#: Trox/3440P/32856 �M/D Standard Count: 648/2399 Comments:TOG=Top of Grade GeoTest was on site as requested by the contractor.All density tests attained the required compaction. Approximate test locations were referenced from the Northeast corner of the proposed building. COPIES: Stout Building Contractors City of Arlington Community Development City of Adington Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate only to the sample(or location)tested. i 741 Marine Drive,Bellingham, WA 98225 www geotest-inc.com OO' OeoTeST 20611 67th Ave NE Unit A Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 STRUCTURAL STEEL INSPECTION REPORT PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M SS001 PERMIT M BLD2012-0280 O'Reilys DATE: 6/17/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Type of Inspection: Field Welding,Visual Item(s)Inspected Location Pudin Clips at Ledger,1l8"Fillet Welds Roof,Lines 1 and 5 Wall Plates at WF Girder Struts,114'Fillet Welds Roof,Lines A and C(Only Bottom Welds) Ledger Splice Plates,3/16'Fillet Welds Roof,Lines A,C,1 and 5 WF and HISS Strut End Connections 3116"Fillet Welds Roof,Lines 1/A and C/5/A and C Reference Drawing(s): S-5 and Butler Drawings 18 and 20 W Reference Fabrication Welders Comments E Inspection Code Code Certification Welders Name/Cert.No. L AWS D1.1 LrJ AWS ❑ WABO Luis Estrada,AWS(WPQ)ID#E16 D AWS D1.3 Se AISC ❑ AWS-SMAW be I AWS D1.4 AWS-FCAW N IBC nProcedures G AISC ❑ - - I _ B Size i Type Torque Method Comments O L ASTM A307 ❑ Turn-of-Nut T ASTM A325 0 Cal.Torque Wrench I ASTM A490 ❑ Load Indicating ❑ N IBC ❑ G j AISC n The above items were conforming V Nonconforming Items(see below) Comments:The welding and the inspection of the above items was in progress. GeoTest will return when requested by client. COPIES: Stout Building Contractors City of Arlington Community Development City of Arlington Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(06-26-13) i i 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com OOV OeOTe5T 20611 67th Ave.NE.Unit A.Arlington, WA 96223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 STRUCTURAL STEEL INSPECTION REPORT PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M SS002 PERMIT M BLD2012-0280 O'Reilys DATE: 6/18/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Type of Inspection: Field Welding,Visual and Bolting Items)Inspected Location Bolted Connections Columns,Beams,Purlins and Struts All Locations at Roof Pudin Clips at Ledger,1/8"Fillet Welds Roof Lines 1 and 5 Strut Wall Plates to WF Struts,1/4'Fillet Welds Roof Lines A and C Strut End Connections,3/16 Fillet Welds Roof,Lines 1/A and C-5/A and C Roof Ledger Splice Plates,1/4'Fillet Welds Roof,Lines A,C,1 and 5 WF Strut Reinforcing Plates(4 Locations in WF Webs) Line A Reference Drawing(s): Sheet 5(Notes and Details)General Notes-Plus Butler's Erection W Reference Fabrication Welders Comments E Inspection Code Code Certification Welders Name/Cert.No. L AWS D1.1 / AWS WABO Luis Estrada AWS(WPQ)ID#E16 D AWS D1.3 AISC AWS-SMAW he I I AWS D1.4 AWS-FCAW N IBC Procedures G AISC B Size Type Torque Method Comments O L 3/4",7/8",1-1/4",1-1/ ASTM A307 ❑ Turn-of-Nut T 2" ASTM A325 -" Cal.Torque Wrench ( ASTM A490 Load Indicating N IBC G AISC The above items were conforming Se Nonconforming Items(see below) Comments:The above items were found to conform with the building manufacture drawings,the project plans,AWS D1.1 and AISC specifications. COPIES: Stout Building Contractors City of Arlington Community Development City of Adington Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(06-26-13) I I 1 I 741 Marine Drive,Bellingham, WA 98225 www.geolest-inc.com C7eoTe5T 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Grout Compressive Strength Test Report PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT#: GB001 PERMIT#: BLD2012-0280 O'Reilys DATE: 5/24/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Dan Weaver Placement Location: 8"CMU Walls at All Perimeter Walls 0'-8"First Course Field Data: Eq.No. Supplier Concrete Nor'West Slump,in.(C143) 9.50 13 Mix# 370030 Air Content,%(C231) N/T Mix Description 7 Sak,30/70 and Pea/Sand Unit Weight,pcf(C138) N!T Truck/Ticket# C141/141996 Air Temperature,°F 59 Strength Required 2000 psi at 28 days Mix Temperature,°F(C1064) 69 C31 Quantity Placed,cy 4 Field Cure Temperature,°F 58-67 C31 Time Batched 11:36 AM Water Added on Job,gals 8 Time Sampled 12:20 PM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load I Area T Corr. Compressive i No. I (Days) Date (Ibs) L(in2) IFactorl Strength(psi) Remarks 24650 7 05-31 30250 10.76 1.00 2810 24651 28 06-21 45360 10.30 1.00 4400 24652 28 06-21 45400 10.79 1.00 4210 24653 Hold 00-00 0 0.00 1.00 0 Reinforcement Inspection Yes ri not applicable Specimen Size 4"X 4"X 8" Reinforcement Conforms Yes r t: not tested Test Reference C1019/C39 Comments: The above walls were grouted solid via line pump and internally consolidated. Reinforcing steel was in place per details on S1 thru S4. Permit#-BLD2012-0280 COPIES: Stout Building Contractors City of Arlington Community Development City of Arlington Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested r i 741 Marine Drive,Bellingham, WA 98225 www.gootest-inc.com 00W Geo I J I 20611 67th Ave.NE Unit A.Arlington, WA 98223 1 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 FIELD DENSITY/MOISTURE REPORT Nuclear Gauge * ASTM D6938 PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M FDO01 PERMIT M Pending DATE: 4/22/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Logan Senrud Compaction Of: Native Fill Soils-Building Pad Field Data: Depth/ DT/ Wet Field Dry Compaction Test Location Elev BS Density Moisture Density Lab % Pass/ # (ft) (in) (pcf) (%) (pcf) # Fall 1 South Portion of Building Pad EG DT/10 101.1 47.9 683 1 68 95 F 2 Center Portion of Building Pad EG DT/10 1079 367 78.9 1 79 95 F 3 East Portion of Building Pad EG DT/10 105.7 369 772 1 77 95 F 4 North Portion of Building Pad EG DT/10 106.3 41.7 75.0 1 75 95 F Lab Max.Dry Optimum Retained Sample Soil Type Source Density Moisture On#4 Test # I I (Pcf) (%) (%) Method 1-1318A Silty/Clayey Sand Native-Near Surface 100.1 17.6 5 ASTM D1557/D4718 2- 0.0 None 3- 0,0 None Gauge Make/Model/Serial#: Troxler/3440P/60558 I M/D Standard Count: 657/2965 Comments: GeoTest was on-site to provide moisture-density testing of native soils after site clearing and Grubbing.The above tests were carried out at Existing Grade(EG)prior to import of structural fill. Moisture contents appeared to be representative of conditions site wide and were well over-optimum. Significant reduction in moisture content will be necessary to meet compaction requirements.Traditional scarification methods of drying site soils may not be possible due to variable spring weather conditions. It is GeoTest's understanding that the geotechnical engineer of record (ATC)has accepted leaving site conditions as is(darker brown layer of existing fill near surface-above existing crushed rock layer) provided the contractor can achieve 95%compaction and near optimum moisture content of soils. COPIES: Stout Building Contractors City of Arlington Community Development Reviewed by^ This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above lest results relate only to the sample(or location)tested. TEST PIT LOG (:VATC A 6 6 O C I A T E 6 I N C Client: O'Reilly Auto Parts Boring#: 4 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose,moist-FILL 1 BS I SILTY,SANDY GRAVEL:grayish brown,dense,moist-FILL 2 BS SAND:.orangish brown,fine to medium,compact,saturated,trace silt&gravel --5 3� BS ------------------------------------------------ - --------- SAND:light gray,fine to coarse,loose,saturated,trace silt,some 4 BS gravel --10 compact Bottom of test pit at 12.5 feet REMARKS: --15 +4-7',Slow groundwater seepage ±7-125,Signification groundwater seepage&caving --20 j -- --25 SAMPLE GROUNDWATER(GW) l TS-TUBE SAMPLE 0 AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT ST-SHELBY TUBE TEST PIT LOG V T • s s o o.w r e s i n c Client: O'Reilly Auto Parts Boring#: 5 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose, moist-FILL ......... +12",SILTY,SANDY GRAVEL:grayish brown,dense,moist 1 BS ---------•--------------------- -------• ......--- SILTY SAND:orangish brown,fine to medium,compact,moist 2 Y BS SAND:orangish brown,fine to medium,compact,saturated,trace —5 silt&gravel 3 BS --•---------------• ............................ SAND:light gray,fine to coarse,loose,saturated,trace silt,some gravel --10 .......-- 4 BS Note:compact @ 12' Bottom of test pit at 12 feet REMARKS: +5-7',Slow groundwater seepage --15 +7-12',Signification groundwater seepage&caving --20 --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE v AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 5 FT ST-SHELBY TUBE TEST PIT LOG A 6 6 0 C I A T E 6 1 N C Client: O'Reilly Auto Parts Boring#: 6 (Pavement) Project: O'Reilly Auto Parts Store Project#: 90.75356.0062 Location: Arlington,Washington Drawn By: TMC DRILLING&SAMPLING INFORMATION Date Started: 02-06-12 Hammer Wt.,lb: Date Completed: 02-06-12 Hammer Drop,in: Excavator: E3RA Split Sampler OD,in: Logger: ZL Rock Core Dia.,in: Excavation Method: Backhoe Shelby Tube OD,in: DESCRIPTION FIELD&LABORATORY DATA Depth Smpl. Smpl. N -#200 Mc GW LL PL PI Dd Surface Elevation- Scale No. Type BI/Ft % % PCF SILTY SAND:grayish brown,fine to medium,loose, moist-FILL @±12",SILTY,SANDY GRAVEL:grayish brown,dense,moist -- -•.............................................. 1 BS SILTY SAND:orangish brown,fine to medium,compact,moist ......... ...2... BS ................................ --------------- _....... V SAND:light gray,fine to medium,compact,saturated,trace silt& gravel --5 -------- - 3 BS SAND:light gray,fine to coarse,loose,saturated,trace silt,some gravel --10 -------- 4 BS - --------------------------------------- ------ SANDY GRAVEL:gray,dense,fine to coarse,saturated 5 BS Bottom of test pit at 14 feet i --15 REMARKS: +4-T,Slow groundwater seepage LLL +7-13',Signification groundwater seepage&caving ` --20 I i l --25 SAMPLE GROUNDWATER(GW) TS-TUBE SAMPLE V AT COMPLETION See remarks BS-BAG SAMPLE V AFTER HR FT RC-ROCK CORE V ENCOUNTERED DURING SS-SPLIT SAMPLER EXCAVATION 4 FT f ST-SHELBY TUBE KEY TO SOIL SYMBOLS AND CLASSIFICATIONS The abbreviations commonly used on each"Boring Log", as seen on the figures and in the text of the report, are as follows: I. SOIL DESCRIPTION V. SOIL PROPERTY SYMBOLS (a) Cohesionless Soils N: Standard Penetration Resistance: Number of blows by a 140 lb Relative Density N, BLOWS/FT hammer dropped 30 in, required to drive a 2 in OD split spoon Very Loose 0 to 4 sampler 1 ft Loose 5 to 10 Qu: Unconfined Compressive Compact 11 to 30 Strength, TSF Dense 31 to 50 Qp: Pocket Penetrometer Unconfined Very Dense Over 50 Compressive Strength, TSF Dd: Natural Dry Unit Weight, PCF (b) Cohesive Soils v: Apparent Groundwater Level at Time Noted Consistency Qu, TSF Mc: Moisture or Water Content, % LL: Liquid Limit Very Soft Less than 0.25 PL: Plastic Limit Soft 0.25 to 0.50 PI: Plasticity Index Firm 0.50 to 1.00 LI: Liquidity Index (Mc-PL/PI) Stiff 1.00 to 2.00 e: Void Ratio Very Stiff 2.00 to 4.00 Gs: Specific Gravity of Solid Hard Over 4.00 Particles k: Coefficient of Permeability II. PLASTICITY is Hydraulic Gradient q: Rate of Discharge Degree of Plasticity h: Hydraulic Gradient Plasticity Index TSF: Tons per Square Foot PSF: Pounds per Square Foot None to Slight 0-4 KSF: Kips per Square Foot Slight 5 - 10 PCF: Pounds per Cubic Foot Medium 11 - 30 High to Very High Over 30 VI. DRILLING/EXCAVATING AND SAMPLING_ SYMBOLS Ill. RELATIVE PROPORTIONS AR: Air Rotary Descriptive Term Percent CFA: Continuous Flight Auger HSA: Hollow Stem Auger Trace 1 - 10 RW: Rotary Wash Little 11 - 20 BH: Backhoe Some 21 - 35 AU: Auger Sample And 36- 50 BS: Bag Sample RC: Rock Core IV. PARTICLE SIZE IDENTIFICATION SS: Split-Spoon, 1-3/8 in ID, 2 in OD, Except as Noted Boulders: 8 in diameter or more ST: Shelby Tube, 3 in OD, Except as Cobbles: 3 in to 8 in diameter Noted Gravel: Coarse- 3/4 in to 3 in WS: Wash Sample Fine- 5.0 mm to 3/4 in OD: Outside Diameter Sand: Coarse- 2.0 mm to 5.0 mm ID: Inside Diameter Medium-0.4 mm to 2.0 mm TxC: Texas Department of Transportation Fine- 0.07 mm to 0.4 mm Cone Penetrometer Test silt: -0.002 mm to 0.07 mm RQD: Rock Quality Designation Clay: - less than 0.002 mm CR: Core Recovery, % TS: Tube Sample, 2.5 in OD NOTE: SOILS ARE CLASSIFIED IN GENERAL ACCORDANCE WITH THE UNIFIED SOIL CLASSIFICATION SYSTEM conATC ASSOCIATES, INC. Impplont IMPMOtion About � Geolechnicol Engineeping Subsufface problems are a principal of constructionoverruns, . and disputes. ' following informationprovided I help you manage your Geotechnical Services Are Performed for a elevation,configuration,location,orientation,or weight of the Specific Purposes, Persons, and Projects proposed structure, Geotechnical engineers structure their services to meet the specific needs of o composition of the design team,or i their clients.A geotechnical engineering study conducted for a civil engi- - project ownership. l neer may not fulfill the needs of a construction contractor or even another civil engineer.Because each geotechnical engineering study is unique,each As a general rule, always inform your geotechnical engineer of project geotechnical engineering report is unique, prepared solelyfor the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which —not even you—should apply the report for any purpose or project they were not informed, except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on a geolechnical engineer- engineering report did not read it all.Do not rely on an executive summary. ing reportwhose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site; I or by natural events,such as floods,earthquakes,or groundwater fluctua- 1 A Geotechnical Engineefg Report Is Based on tions.Always contact the geotechnical engineer before applying the report A Unique Set of Project-Wdic FaCM to determine if it is still reliable,A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. I tors when establishing the scope of a study.Typical factors include:the client's goals, objectives,and risk management preferences;the general Most Geotechalcal Findings Are Professional nature of the structure involved, its size,and configuration;the location of Opinions I the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where l such as access roads, parking lots,and underground utilities. Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the l • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— * not prepared for your project, from those indicated in your report.Betaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Reports Recommendations Are Not Final l • the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual l_ subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability for the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled"limitations" construction observation. many of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Gootechnieal Engineering Report Is SiNect to and risks.Read these provisions closely.Ask questions.Your geotechnical Misinterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironmental Concerns Are Not Covered technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent elements of the design team's plans and specifications. Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions,or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance. Do not rely on an environmental report prepared for their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal with Mold Only photographic or electronic reproduction is acceptable, butrecognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risk. operation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention, integrated into a com- Guidanee prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report,but preface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable. Be sure contrac- tion. Proper implementation of the recommendations conveyed tors have sufficient time to perform additional study.Only then might you in this report will not of itself be sufficient to prevent mold be in a position to give contractors the best information available to you, from growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Re , on Your ASFE-Member Geotechneial Eng Weer for Additional Assistance Read Responsibility Provisions Closely Membership In ASFE/THE BEST PEOPLE ON EARTH exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project. Confer plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFF= THE BEST PEOPLE ON EARTH 8811 Colesville Road/Suite G106,Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@asfe.org www.asfe.org Copyright 2004 by ASFE,inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and only for purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation. IIGERD8041.0MRP BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN FORCES - 17'-4" FRONT WALL FRONT WALL Parapet HF; 17.33 tt SEISMIC Roof -- H. !.i,48 ft RR= 0.201 k Start of Fully H= 11,33 ft RB= 0.143 k Grouted CMU MA= 0.622 ft-k/ft Seismic Force MB= 0.009 ft-k/ft F=0.4(Sd,)(1)(W) M(seismic)= 0.436 ft-k/ft Sd,= 0.752 WIND-Positive Fully Grouted Wt 0.087 ksf RR= 0.148 k F(fully grouted)= 0.026 klf/ft RB= 0.123 k Reinforced Wt.=1 0.055 ksf MA= 0.504 ft-k/ft F(reinf.)= 0,017 klf/ft MB= 0.010 ft-k/ft Wind Force M(wind,pos)= 0.504 ft-k/ft Aeff= 100 ftZ WIND-Negative Corners: Positive 15.0 psf RR= 0.165 k Negative 17.0 psf RB= 0.139 k Fw(pos)= 0.015 klf/ft MA;' 0.572 ft-k/ft Fw(neg)= 0.017 klf/ft MB= 0.010 ft-k/ft qP 13.73 psf M(wind,neg)= 0.572 ft-k/ft G CPi= +/ 0.18 M= 0.572 ft-k/ft CGP= i 0.75 1 0.95 pP=gp(GCP GCP;)= + 13 psf 16 psf _ FP- 0.028 klf/ft M g - RR F YMI, Re V i � ,�, BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By Cu KANSAS CITY,MISSOURI PHONE NO.(816)532-4144 Project No.: OAP1214 Location: Arlington,WA BACK WALL BACK WALL Parapet H= 17.33 Ft SEISMIC Roof H= 14.92 ft RR= Q.222 k Start of Fully H= 11.33 ft RB= 0.122 k Grouted CMU MA= 0.453 ft-k/ft Seismic Force MB= 0.076 ft-k/ft F=0.4(SdJ(I)(W) M seismic = 0.453 ft-k/ft Sd,= 0.752 WIND-Positive Fully Grouted 0.087 RR 0.186 k F(fully grouted)= 0.026 klf/ft RB= 0.106 k Reinforced Wt 0.055 ksf MA= 0.377 ft-k/ft F(reinf.)= 0.017 klf/ft MB= 0.082 ft-k/ft Wind Force M(wind)= 0.377 ft-k/ft AQft= 100 ft, WIND-Negative Corners: Positive 15.0 psf RR= 0.2 k Negative 11.0 psf RB= 0.121 k FW(pos)= 0.015 klf/ft MA= 0.433 ft-k/ft FW(neg)= 0.017 klf/ft MB= 0.082 ft-k/ft qp 13.73 psf M(wind)= 0.433 ft-k/ft GCPI= +/- 0.18 SEISMIC CONTROLS CGp 0.75 M= 0.453 ft-k/ft 0.95 pew.gp(GCP GCPI)= + 13 psf 16 psf 0.028 klf/ft R R MB T -- R B l_ V BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.; OAP1214 Location: Arlington,WA SIDE WALLS SIDE WALLS Parapet H= 17.33 ft SEISMIC-Positive Roof H= 15.70 ft RR= 0.233 k Start of Fully H= 11.33 ft RB= 0.112 k Grouted CMU MA= 0.377 ft-k/ft Purlin Force MB= 0.035 ft-k/ft Roof Load= 0;040 ksf M seismic = 0.377 ft-k/ft 1'rib Width= 15.00 ft SEISMIC-Negative Purlin Force to= 0.57 ft RR- 0.189 k 1 Centerline CMU RB;; 0.155 k F= 0.600 klf/ft MA= 0.729 ft-k/ft r Seismic Force me. 0.035 ft-k/ft I F=0.4(SdJ(I)(W) M(selsmic)= 0.729 ft-k/ft sds 0.752 WIND-Positive = _ Fully Grouted Wt.= 0.087 ksf RR= 0.188 k 1 F(fully grouted)= 0.026 kif/ft RB= 0.094 k Reinforced Wt,= 0.055 ksf MA= 0.292 ft-k/ft I F(reinf.)= 0.017 klf/ft MB= 0.038 ft-k/ft Wind Force M(wind)= 0.292 ft-k/ft Aef f= 100 ftz WIND-Negative Corners: Positive 15.0 psf RR= 0.16 k Negative 11.0 psf— RB= 0.153 k FW(pos)- 0.015 klf/ft MA= 0.687 ft-k/ft fFW(neg) 0.017 k)f/ft MB= 0.038 ft-k/ft qp- 13.73 psf I M(wind)= 0.687 ft-k/ft GCPI= #} 0.18 SEISMIC CONTROLS CGP # 0.75 M= 0.729 ft-k/ft 0.95 pp�gp(GCP GCp;)= + 13 psf 16 psf Fpz 0.028 klf/ft l R FT M B I F M i - - Rs - i BOB D.CAMPBELL AND COMPANY Date, 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 17'-4" - Front Wall M (per ft)= 0.572.ft-k/ft Parapet H=1 .17.33 ft Roof H= 16.48 ft M=(M per ft)(s)- Start of Fully H=•• ft ((yS Est.x)(Wall Wt.)(s)/12)= Grouted CMU M= 0.83 ft-k Fully Grouted Wt_� 0487 ksf Relnf,@32"oc Wt.= 6.055 ksf Wall Wt. 1.145 klf LO � >< OR M - � Masonry Steel CMU Size 7.Q5 in y,=Centroid= 3.81 in f'm= 3506 psi of Rebar Em=(900)f'm= 1350 ksl Es= .19000 ksi Fbm(1/3)f'm= 500 psi Fbs= . 2 ksl n= E,/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf. @ 32 "oc Wm=s/n= 1.49 in A,= O',k in Am=Wm(Est.X)= 1.58 in x=[0.5(Am)(Est.x)+A,(y,)]/(Am+A,)= 1,07 In OK Masonry Im=Wm(x3)/12+Am(0.5x) +As(y5 x):= 2.94 in' Sm=[Im/(0,5X)](n)= 117 In Mallow,m—Fbm(Sm = 4.88 ft-k Steel S,=Im/(y5 x)= 1.07 In Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK i � . BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No,: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 17'-4" - Back Wall M(per ft)= 0.453 ft-k/ft Parapet H=1 17,33 ft Roof H=1 44--92 ft M=(M per ft)(s)- Start of Fully H= 11.33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU M= 0.51 ft-k Fully Grouted Wt.= MOW.ksf Reinf.@32"oc Wt.= . .055.ksf Wall Wt. 1.145 klf t -- x oo Masonry Steel CMU Size 7.075 in y,=Centroid= 3.81 in f'm= 1500 psl of Rebar Em=(900)f'm= 1350 ksi E,= 29000 ksl Fbm=(1/3)f'm= 500 psi Fbs 19.2 ksi n=E,/Em= 21.5 Rebar Size #5 Est.x= 1A6 in s=Reinf. @ �2 "oc Wm=s/n= 1.49 in As= 0.31 in` Am:Wm(Est.x)= 1.58 in x=[0.5(Am)(Est.x)+A,(y,)]/(Am+A,)= 1.07 in OK Masonry Im=Wm(X3)/12+Am(0.5x) +A,(yi x) 2.94 in Sm=[Im/(0.5x)](n)= 117 in Mallow,m=Fbm(Sm)= 4.88 ft-k Steel % Im/(Ys x)= 1,07 in Mallows= Fbs(5s)= 1.71 ft-k Steel Controls-M 4 M(allow),OK I I BOB D.CAMPI3ELL AND COMPANY bate: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 17'-4" - Side Wall M (per ft)= 0.729 ft-k/ft Parapet H= 17.33 ft Roof H= 15.70 ft Mz:(M per ft)(s)- Start of Fully H= 11,33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU M- 1.24 ft-k Fully Grouted Wt.= 0,087 ksf Reinf.@32"oc Wt.= 0.0$5 ksf Wall Wt. 1.145 klf I � � ►YpYf OR M Masonry Steel CMU Size 7.625 in ys Centroid= 3.81 In f'm, 1500 psi of Rebar Em=(900)f'm= 1350 ksf ES 29000 ksi Fbm=(1/3)f',,,= 500 psi Fb,= 19.2 ksf I n= E,/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf. @ 32 "oc Wm s/n= 1.49 in A,= 0.31 'I Am=Wm(Est.x)= 1.58 In x=(0•5(Am)(Est.x)+AJys))/(Am+AS)= 1.07 in OK Masonry Im=Wm(x3)/12+Am(O.Sx)2+A;(y,-x)2= 2.94 in Sm=;(Im/(0.5x))(n)z 117 in' Mallow,m Fbm(Sm)= 4.88 ft-k steel Se=Im/(Ys-x)= 1.07 in Mallows Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK 1 �� I BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW ey: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4244 Project No, OAP1214 Location: Arlington,WA CMU WALL DESIGN FORCES - 18'-8" FRONT WALL f i FRONT WALL Parapet H= 18.67 ft I SEISMIC Roof H= 16.48 ft R = 0.239 k Start of Fully H= 11.33 ft RB= 0.14 k Grouted CMU MA= 0.595 ft-k/ft Seismic Force MB= 0.063 ft-k/ft F=0A(Sd,)(I)(W) M(selsmic)= 0.416 ft-k/ft So,= 0.752 WIND-Positive Fully Grouted Wt.= 0 087 ksf RR 0.189 k F(fully grouted)= 0,026 klf/ft RB= 0.118 k Reinforced Wt.= 0,055 ksf MA= 0.469 ft-k/ft F(reinf.)= 0.017 klf/ft MB= 0.069 ft-k/ft Wind Force M(wind,pos)= 0.469 ft-k/ft Aeff= 116 ft' WIND-Negative Corners: Positive 14.8 psf RR= 0.205 k Negative 16.8 psf RB= 0.134 k FW(pos)= 0.015 klf/ft MA= 0.536 ft-k/ft FW(neg)= 0.017 klf/ft MB= 0.069 ft-k/ft qP 13.94 psf M(wind,neg)= 0.536 ft-k/ft GC — +{ 0.18 M= 0.536 ft-k/ft CGP + 0.75 0.95 p,=q,(GCP(jCpl)= 13 psf 16 psf Fp= 0.029 klf/ft mg RR , / FM A REi i I �� i ' BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By, CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4244 Project No.: OAP1214 Location: Arlington,WA BACK WALL BACK WALL Parapet H= 18,67 ft SEISMIC Roof Hz 14.92 ft RR 0.264 k Start of Fully H= 11.33 ft Re= 0.115 k Grouted CMU MA 0.401 ft-k/ft Seismic Force MB= 0.184 ft-k/ft F=0.40JI[l)(W) M seismic = 0.401 ft-k/ft Sd,= 0.752 WIND-Positive Fully Grouted Wt.- 0.087 ksf RR= 0.232 k F(fully grouted)= 0.026 klf/ft RB= 0.097 k Reinforced Wt.= 0,055 ksf MA= 0.317 ft-k/ft F(reinf.)= 0.017 klf/ft MB= 0.202 ft-k/ft Wind Force m(wind)= 0.317 ft-k/ft Aeff= 116 ftZ WIND-Negative Corners: Positive 14.8 psf RR= 0.247 k Negative 16.8 psf RB= 0.112 k FW(pos)= 0.015 klf/ft MA= 0.372 ft-k/ft FW(neg)= O.p17 klf/ft MB= 0.202 ft-k/ft qP 13.94 psf M(wind)= 0.372 ft-k/ft GCPi= 0.18 SEISMIC CONTROLS CG P i 0.75 M= 0.401 ft-k/ft 0.95 pa gp(GCP GCP;)= + 13 psf 16 psf FP= 0.029 klf/ft RIt M1 IKA I -- I - - RB l L i BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA SIDE WALLS SIDE WALLS Parapet ii= 18.67 ft SEISMIC-Positive Roof H= 15.70 ft RR= 0.273 k Start of Fully H= '41.�A ft RB= Q.107 k Grouted CMU MA= 0.343 ft-k/ft Purlin Force MB- 0.115 ft-k/ft Roof Load= aj&Ol.ksf M(seismic)= 0.343 ft- ft Trib Width= 115.00 ft SEISMIC Negative Purlin Force to= A.57 ft RR 9.229 k Centerline CMU RB= 0.150 k F= 0.600 klf/ft MA= 0.681 ft-k/ft Seismic Force MB= 0.115 ft,k/ft F=0.4(5d,)(1)(W) M(seismic)= 0.681 ft-k/ft 5ds 0.752 WIND-Positive Fully Grouted 0.087 ksf RR= 0.231 k F(fuIly grouted)= 0.026 klf/ft RB= 0.086 k Reinforced Wt.= 0:055 ksf MA 0.252 ft-k/ft F(reinf.)= 0.017 klf/ft MB 0.127 ft-k/ft Wind Force M(wind)= 0.252 ft-k/ft Aeff= 116 ft' WIND-Negative Corners: Positive 14.8 psf RR= 0.203 k Negative 16.8 psf RB= 0.146 k FW(pos)= 0.015 klf/ft MA= 0.631 ft-k/ft FW(neg)= 0.017 klf/ft MB= 0.127 ft-k/ft� q = 13.94 psf M(wind)= 0.631 ft-k/ft n Kpl= */- 0.18 SEISMIC CONTROLS fCGP + 0.75 M= 0.681 ft-k/ft 0.95 i pp=q,(GCP GC,,)= + 13 psf 16 psf l FPS 0.029 klf/ft M. RR �} f r — % Iyl A i R8 L V i I BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Front Wall M (per ft)= 0.536 ft-k/ft Parapet H= 18.67 ft Roof H= 16.48 ft M=(M per ft)(s)- Start of Fully H= 11; 3 ft ((ys-Fst.x)(Wall Wt.)(s)/12)= Grouted CMU _ M= 0.66 ft-k J Fully Grouted Wt,= 0.087 ks€ Reinf.@32"oc !l Wt.= 0.055 ksf Wall Wt. 1.262 klf w N - -I C M - - • Masonry Steel CMU Size 7.625 in ys=Centroid= 3.81 in f'm= 1500 psi of Rebar I Em=(900)f'm= 1350 ksi Es= 29000 ksi Fb,=(1/3)f'm= 500 psi Fbs= 19.2 ksi n=EJEm= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf.@ 32 "oc Wm=s/n= 1.49 in As= 0.31 in Am Wm(Est.x)= 1.58 in L x= 0.5 Am)l Est.x)+A,(ys)]/(Am+A,)a 1.07 in OK ( 2- L Masonry Im=Wm(x)/12+Am(0.5X) +A,(yi X) = 2.94 in Sms 11m/(0.5x)l(n)= 117 in Mallow,m=Fbm(Sm)= 4.88 ft-k L SS Im/(ys-X)= Step[ 1.07 in IMallows= Fbs(Ss)= 1.71 ft-k ` Steel Controls-M<M(allow),OK l� i BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CL) KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Back Wall M (per ft)= 0.401 ft-k/ft Parapet H= 18.67 ft Roof H=, 14.92;ft M7(M per ft)(s)- Start of Fully H=' 11.33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU ,_ _ M= 0.30 ft-k Fully Grouted Wt.= 0:087 ksf Reinf.@32"oc Wt.= 0:055 ksf Wall Wt. 1.262 kif in N r o0 _ M Masonry Steel CMU Size 7.625 in y5=Centroid= 3.81 in f'm= 1500 psi Qf Rebar Em=(900)f'm= 1350 ksi Es= 29000 ksi Fbm=(1/3)f'm- 500 psi Fbs= 19.2 ksi n=EJEm= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf. @ -32 "oc Wm=s/n= 1.49 in As= 6.31 in Am—Wm(Est.x)= 1.58 in x=[0.5(Am)(Est.x)+A,(ys))/(Am+As)= 1.07 in 01{ Masonry Im=Wm(x;)/12+Am(0,5x) +As(ys-x)2= 2094 in Sm=1Im/(0.5x)j(n)= 117 In' Mallow,m=Fbm(Sm)= 4.88 ft-k Steel Ss=Im/(ys-x)= 1.07 In Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK i 800 D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Side Wall �M (per ft)- 0.681 ft k/ft Parapet H= 18.67 ft Roof H= 15.70 ft M=(M per ft)(s)- Start of Fully H= 11.33 ft ((ys Est.x)(Wall Wt.)(s)/12)- Grouted CMU ly_ 1.04 ft-k Fully Grouted 0,087 fieinf.@32"oc Wt,= 0.055 ksf Wall Wt. 1.262 klf 04 ,- ._ x 00 cli - - -• Masonry Steel —� CMU Size 7.625 nn y$=Centroid= 3.81 in l f'm= 1500 psi of Rebar (� ' Em(900)f'm 1350 ksi Es= 29000 ksi Fbm=;(1/3)f'm= 500 psi Fbez: 19.2 ksi n=ES/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf. @ 32 "oc Wm=s/n= 1.49 in AS 0.31 in` A,r,=Wm(Est.x) I x=(0.5(Am)(Est.x)+A,(ys)]/(An,+AS)t 1.07 in OK Masonry Im=Wm(x )/12+Am(0.5x)'+A:(y:x) 2.94 in Sm=[Im/(0,5x)](n)= 117 In Mallow,m=Fbm(Sm)= 4.88 ft-k Steel Ss=lm/(ys'x)= 1.07 In.. �Mallow,s= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK BOB D.CAMPOELL AND CO3h4PANY Data, 4/11/2012 4338 BELLEVIEW By: KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No: C A1117 14 Location: Arlington,WA Metal Stud Design - R!. Mg, /MA I - - Ra V FreettWr8He2lult l Brick/Stone? NO FfonL Wall!Hel hts Brick/Stone? Nth Parapet :�Q;B3'it Pua et tt i 18,AU ftff Aoc! WlndBru Front Wall Front Wall-OverCurtalnwall _ Flum CORNER FIELD _ Stud Spacing= q�e��it Stud Spacing= OAQft Stud Spacing- 'ft A,,,= 145 sf Est.Stud GP= 16 ga Est.Stud Ga= 0'ga Est.Stud Ga= 98 A."= 145 sf A,n= 145 sf P.„.,,(Pos)= ;psf pw,y(neg)= 15.6 psf r Pw.n(Pos)= 10 Psf P.APos)= p.Q psf w-"(pos)= 19.5 plf w.a,(neg)= 20.8 pif Pw:n("eg)= Y3; -Psi P.Aneg)= - QA psf P,.na.w.n(pos)= 112# P„n,,,,(ne8)= 120 N 9.7 plF w.,tdpos)= 0.0 plf aP ig`:0 psi. 'Nw.u(neB)= 10.4 pif w.n,lne6)= 0.0 pif GC.(Pos)= GC,(negl= ( qp 14i2'psi 4o i psf Pr 27.0 psf wo 35.9 pif GC,(PDs)-- 0.72 GC,(Pos)= j Positive Wind GC,(neg)= 0.81, GC,(neg)= 0.1w RR= 250 11 RB= 115 N . 3 pP 27.0 psi P,= 0.0 psf M= 340 ft-N S,,y= -0.124 in I w,= 18.0 plf w„- 0.0 PH I= ! i ,:1 i" S= 1.b95'in Positive Wind Positive Wind A.,,,„�= 0,133 in Amw= 009 m RR= 169 N RR= 0 n d,.ia<e,...,mm? OK Re' 7U Al No 0 N A—,..d.!!V 0,290 in A�,ay= 0.028 in ( NA_ 251 ft-N M= NDIV/01 ft-N Du4 <p a, 7 OK III S„a 0.091 in Sg NDIV/01 in A,,,,,„d•b.nsm 0.067 in 4.4w,,,m= 0.001 S= -}4S5 la, S= 0.000 MF 4.a.bon.m<A n..,.e.bon"m 7 OK le 11. in' I=- - 9. in4 Negative Wind 0.549 in A,,,,ma= 0.549 in IL,= 250 q Ra= L 19 11 IlA...r 0.048 in Amn= #DIV/OI in f i= 340 ft-a�5,-= 0.124OK Q,r<A ,, d7 gDIV/01 I= 5.740 in 1.435 M Am..,..d= 0190 in A.. .d= 0190 in 4„ ,,,= 0.133 in JAm,= 0.000 in I A.nd= 1,OS3 in 4..a= NDIV/01 in 4.r<p„o„y7 md OK k v.d.mId? OK 1e.d<e.nd,mrd? NDIV/01 A,...•..d,mo- 0.290 in 0,4 im 0.028 in Negative Wind I Negative Wind A,,,,d,,,i<q,,,,.,,,4io? OK Rq= 174 N fia= rt emu... - 0.067 in A. ,b.n.m= 0001 [� d,b.n"m= Re= 75 N &-- ❑d M= 273 ft-N M= NOIV/01 ft-N r N NOOS162.5� 016 oe Sm= 0,099 in S,„= pDIV/01 kn c= 1.43S in' S- 0.000 in I I= 5,740 in' l= 0.000 ins Am„,mid= 0.549 in 4,,,,_,,,,r= 0.549 in Amid= 1.051 in A.na= NDIV/01 in t Am1d14n,.,m111 OK _ �,ta<4aa... � NDIV/01 Ama.,o.d= 1297 in 6......a= 0.290 in A..d= N0IV/0!in Q..a<4nd, fd? NDIV/01 -. 8"x 16ge(BNO5162.54)Cs"oc I 1 BOB D. CAMPBELL & COMPANY Project OAP IZ14 - Ar l.�x%�� , 1�1A_- STRUCTURAL ENGINEERS Date. 4-14-17- Page of 4338 Belleview•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 Q-A W-�9-p l — um C I-�, Vt r - To TL �-- 4 $•To' wkoAV+/Z4 F3•33' pck- (.or)m ��= f S•33 �It. p1 n a Lit.+(3)X/2. CGa 2<� f z 2 4 9 l��Z FT - �•�,�' 23�q = 3 6J( •33 =- pt p 12.�5 5-3)(3)/z Q I o to Vz r I BOB D. CAMPBELL & COMPANY Project 081' I' ' - I'LY N % . W STRUCTURAL ENGINEERS Date � -�� 13 Page Z of 4338 Belleview•Kansas City,MO 64111 8161531-4144 Overland Park,KS 66204 913/642-2687 m +3.-6(01 ps-p (- c-p i- tot. p _ c).to D + W o .V (s 22 1 Ct pS� Ws - tott (8.-1-3) - - 1+ 8 pw- 23-Trd-k 2E3_pW 1 u} � (55 34)m 5 Z5 ?If- Ra,i.nfr 32-``pc, -- C0.-to?q L04AS S r0oVJt 4 to 60XS . 1—i= 3 - Igo Cif = 9:538* Z - Z-.keg -Emu== uao-A 1z a R 2 r�5 32 i I I BOB D.CAMPBELL AND COMPANY (Date: 4/30/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Side Wall w/ Canopy M (perft)= 0.762 fi k/ff Parapet H 18.67_ft Roof H= 15.70 ft M=(M per ft)(s)- Start of Fully Hm 11.33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU _ M= 1.26 ft-k Fully Grouted Wt. 0,087 ksf Relhf.@32"oc Wt,= 0.055 ksi Wall Wt. 1.262 klf ED 0000, _ � ? M '} • r Masonry Steel CMU Size 7,625 In y;=Centroid= 3.81 in f'm= 1500 psi of Rebar Em(900)fm= 1350 ksi Es= 29000 ksi Fbm=(1/3)f'm 500 psi Fb5 19.2 ksi n=EJEm= 21.5 Rebar Size i#5 Est.x= 1.06 s=Reinf.@ 32 "oc [ Wm=s/n= 1.49 in As= 0,31 In' Am=Wm(Est.x)= 1.58 in x=[0.5(Am)(Est.x)+A,(ys)]/(Am+A,)= 1.07 in OK Masonry Im—Wm(x3)/12+Am(0.5X)`+As(Ys-x)2= 2.94 In Sm=[Im/(0.5x)](n)= 117 In Mallow,m=Fbm(Sm)= 4.88 ft-k Steel Ss=lm/(Yi X)= 1.07 In Mallows=Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK i f BOB D. CAMPBELL & COMPANY Project OAPIZ14- _A-s.v.�,,� -�, wf� STRUCTURAL ENGINEERS Date 4-11-VL Page 1 of 4338 Belleview•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 CAN FY To ,I 3 Vz �•x' ��•tom} " t'i•i + i 2= 12•33t POr (on'n. • J)L Imo — 5(12w11 3 (01 . - p If fo1, [3?�z = 93* 9 3-A 21 pst- , 12 rs* 3" 9 Psi DI1 �•��� 3y Psi *9 T Vi = 4,9(3)2 2 * 2%2 p = r r� i Z= LI V 1 (3) + Z+L2- `I 0 :F��*L' # 1�2 i I BOB D. CAMPBELL & COMPANY Project CA FIZI 4-- 6r Ck to cn--,a VJA STRUCTURAL ENGINEERS Date -ti -IL Page�of 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 W Lg1Ioff. w -- 9 02.43) 25'A pw I Tt.W �D F—S t&A w C"CA�-- f ,J z (5+ 4x1 .33) P Asti ?if VI = q$1 0)7/Z {- 2:tZ411) 4. ` f fb5i+iyb Ww.d f f � 3.98 ik 9? , tii 90A I I(1 .7/3� 0.43:4 iv.� 'C. 1s4 . 35i3 � p = � 395c�=tk - 2-C 9 r ✓ J'z (act 0 J-I ck�nS5 � S+iw lip RL.0 oU --_u I .• BOB D. CAMPBELL & COMPANY Project 0AP 1214- A-y6- -vq&dam ,wA STRUCTURAL ENGINEERS Date '�-� _�Z Page-a-or 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 4 Ictvl' V Ll WRtow` M=0. �} • w � SR= 0•}}4(1Z)/339� 0o2.831ra�.A- 1.43510 C:JA.'y C.k.Ccl-, F 2 -2 05qLt 4 2 091 rr F 3 2 vL '- 16(09*- .c.19 U5 5.Ai w:4A At.In )0- i i I 40 BOB D. CAMPBELL & COMPANY Project OAP I'2.1 y - Arkin sgju -N . W A STRUCTURAL ENGINEERS Date `1-18 - 12 Page I of 4338 Belleview•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 w r 2 o 399 �. Lo; (A.) 4-�,�55(�133��(y0=��P-) Li le- 11 v a,'4 (ID-2 J r t YQ 4 0)I � a,0 (jtr+ q$y- 3-T.Cl 44— _ 40.g 1, 029 k5 rn"L 2, aCc k5 ✓ WccU. LAB' f3r-e . • I 1 i I n Order Number BUTLER MFG. COMPANY ENGINEERING DATA 199032 JOB MADE BY CKD.BY DATE PAGE OF O'Reilly Automotive Inc. JSSeymour 4/17/12 Arlington, WA (AR2) REVI-I DIVISION Masonry Wall Load Calculations SION 12 Wall Connection Loads 1- RVIIAL-) R(coNN) Wall support beam 1,71 Connection Wall at Load at Grid Grids Type RICON") kips W 3,60 1 &S A 1= + 2.85 W ± 3.60 E ± 2.85 SheanNall Reactions Wall at Between H (W) H (E) Shearwall Grid Grids A 1 i 5 2.10 520 5 2.30 5.70 I L — H Note: The H load (kips) is in each BMC braced bay strut (eave strut or box strut). Each braced bay strut must be adequately connected to the shearwall in order to transfer the H load to the foundation. This insures structural integrity of the longitudinal framing. Date: 4/17/12 6t1./TLER Adington, WA (AR2) Reactions Package Time:02:06 PM Page: 3 of 14 overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq lt.), tte- ht- Pitch Pitch Height Arlington,WA 75/0/0 100/0/0 1 7500 5451 7502 16/4/4 14/9/8 1 0.250:12 Overall Shape Description - Roof 1 _R_o_of2_ I From Grid To Grid Width L.ettgth Save Ht. Eave Ht.2 Pitch j Pitch 2 Dist.to Ridge Peak I[eight 1 A i 1-A 1 1-C 75/0/0 100/0/0 14/9/8 16/4/4 1 0.250:12 arr.n. (2 �. �rtus �3)�' err xr' S• A dY 9.g 8.1n - t0'3 tu.q 5•tc .T - 9.2 _9.0 5H 3 a too.9 �.0 39•S q t _ p 0 L ` <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. 1 _ File: 199032 12-8710 Arlington,WA Version: 2012.2 Butler Manufacturing,a division of BlueScope Buildings North America, Inc, i BOB D. CAMPBELL & COMPANY Project—UA-,pi2I l- Arr UrT�.r� V\)A __ STRUCTURAL ENGINEERS Date H- 12- Page of 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 9131642-2687 FCC>`j ii N(-,S 7 Q,Q V+a�- r- H-A Qu. = •t��o•IsLt3 -4-! a. , Ca7a,� ifw >��W•5 ) ` -- )[ [ {�o 7)�1 � ( u - '226\ 2-13 wo-9y- 13 -F(D t M/2� a.92 ��. =3 �t �- fir' Cs,d��t,.l�����Z"" C�.IfO�"� �J•7 �� �' £�lr�f��� " �a'�h�/�.���t 1 . 1 BOB D. CAMPBELL & COMPANY Project OAIPi2d- (fir t� wA STRUCTURAL ENGINEERS Date 1A - AZ- . Page I of I 4338 Belleview•Kansas Clty,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 0um0A-' oN �� f CAV O V_7 q,d o EtFs' Wad = I y t00-r .1 a (0.33 xt )(440.,33) 3 8Z•9 V. � ��.l��l�•[-F •U.�� = t�,����12(20..$3)+ 3"�.��t�1•����= Bib 1� Fe cxx brl ► o•1"30{2XZX350 = Zo . 1 I` q off' ' Ir,,o } 20o 105V � I o I.3 3� (�to•���"� l WV-1 JJ�>r-shod �: lam' .�. Cvu; 0.2.1 S 1*-At L�•c r- to•45 F+ rJ- 14 o.9 s Y_5 C Lc,)2 (a.(01 # N 45/I i + 1 - - b1 w's IDS = 1 oo/1q- + 1 C tp m --,p beams A 5S u.rn-Q, 24"QKVLx parr b rms c' i BOB D. CAMPBELL & COMPANY Project` I n W STRUCTURAL ENGINEERS Date q-`� - �Z- Pagel—of 4338 Belleview•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 913/642-2687 hA6'A Zoo(tA. )2.05:) = 347- 7.ao4� m-, -4 2oc>4 (P.WL)"610 0) z List Vr''F•►�-� 2000 CLL = uuN 3`i2X5) t = 5.r.4�� --,p Z4�� ISO e3 tbwA Li$b 6-kazi "e4attb►rr S+ef-L,- Ljbhob"Dire tb TA,= too ksl c•= 0°o'FS'l 0 (4)A6 in7.4" cjr.brn. V (31� in ti1B ter,bran. As %NX0-SI) + 4 ('5X0.11) -- Lo,tOire' CL 04,060600o> a 0.34 41 0.'65(3 o4D61 4V4 flu- V4. ( (A0XZ4 -3)/12. s. Lo 1 Ir'1- M C U 51 / 1.10 - k• TI.1. (Mt..) -� 5` 4.AA •- l or1% ^D(reL+i err, 304 ?-x'.•5.55 X 2Li -4)/1'Z u I Rio = t 2 ={•.fie.. 347.— i02 = 2'10 �q •V- 01� •_ -erk�. (4) 01�- -- -1r'Y �'•41 '� �'n 2 y" �.b1 ,. 'r (31*4 i r•� 18"C',bm. As z(4tmz) + y (316-W) r N-00 kv�& o,BS(,3000Y5o�o7 i i �� BOB D. CAMPBELL & COMPANY Project OAP12-I N - AT1LhOftr-A I-SAJA_ STRUCTURAL ENGINEERS Date a-9- ►2 Page 3 of 4338 Bellevlew•Kansas City,MO 64111 816/531.4144 Overland Park,KS 66204 913/642-2687 (3(aal17-133 8512 4- y)/l2o 1C1 4 123 �t-V- 438 - I2-3 = 39115 Ft- V- W aEe;* (5P 37+ Sri oz)l (W.lr4) e 2y{24 �t12 i 2�(o 4 8 ;n" 12(% ?.9 3 LIA 0013X 9 to-+:P) I BOB D. CAMPBELL & COMPANY Project-OAF- 1,<r _on ,WA STRUCTURAL ENGINEERS Date +11 -12 Page of 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 Sel5M1C. f.JgR R Area, 1 oo -4,4c; oo R = Psfi x m oo : (,p o ooa-� W0.l.� � Fu.�.l,�.� (�rot�,d Cu1Ul. = $� Qs•� �Avtu kAin @ 3z,�oc. S5 PyF CaA(V%*r %3 Fs a" S4.uds = 2.0 sf (p,1 SAS. m 1.r5 IFS�- i F%tAw()ode 9 psi e.1.r. s. 4 si,C psi \N AN [0.081(�Q-00) + 0.0;3c�(3 $S + Q.c84- l•337i(V-i�C�03K- 1� •WLLL ` L. 0.o8:•(Io 13 �Bl�('t�9•�a�) -� 0.08�(�,33X�8•�o�) f E, W wLL-Dlr cam• 3a ({p-- o.�� {?.aq � �rps•3 �- c•a1 L�F�3)(�# ) 1 +t),o�)9C$,K tcj) + Q.014 12•ro91(12_) 4-0,01Q kI.�o�3S•t��) too.o + 9ta•5 -h *1. 3 +-*1,'3 -+�( •3' 51•`� k- tN-5 a.231 (35 �"# 83�„�oK `� � �lo�. o •�- �I.3 �-�1•��/Z -�o•ok��l1•FJDX38•�n� -��,.�ti�1�9,33�3�•t��) + c�,o�� C31� b•eo�-� = �i1.� 1� i I i BOB D.CAMPBELL AND COMPANY Date: 4/18/2012 4338 BELLEVIEW By: Cu KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA ( Purlin Angle Connection-2 Bolts/Purlin r P.E.M.B.Loads I V V(k) H(k) f L=i 1.$0 E=; Q�2•k S=) 2.88 k Angle Size 3/4"Dia.Bolts y' H= b In V= 3.53 'It [ N. H1=T/Angle to Bolt r )In T,= 2 #k . F 14 H3=B/Angle to Brg= 4�t (n H3=H-H1 Hz= 3.25 in - L= 4AW iu Lx=Wall to Pt.Load= :3. -,in WIND CHECK BEARING D+0.75L+0.75W f ni 13Si V=(D+Q.75L)/2 1.37 k Az= l.Uq In T=((D+0.75L)*Ll+ t:= 355In i 0.75*W*(H-H1))/(2*H3)= 1.92 K B,= 750 p5l V/Va+T/T.s 1.Q0 OK 8= 606 psi OK SEISMIC D+0.751+0.75(0.7E) Overcapacity=00= 2.0 V=(D+0.75E)/2 1.37 k T=((D+0.75L)*Ll+ 0.75*Q.7*f)0*E*(H-H1))/(2*lH3) 1.86 K V/V,+T/Ta 0.98 OK L i Order Number BUTLER MFG. COMPANY ENGINEERING DATA 199032 J0I4 MADE BY CKO.BY OA E PAGE OF O'Reilly Automotive Inc. JSSeymour 4117112 DIVISION Arlington,WA (AR2) REVI- 1 Masonry Wall Load Calculations SOON 2 Ledger Angle Loads i.. H V Land (kips) Load Case H V D + CG Dead + Collateral 0.58 L Live Load 1.50 S + SD Snow Load 2.86 W1/W2 Uplift - -20 WPL/WPR Endwall Pressure/Suction 1.42 E jSeism1c 0.92 Notes: 1. Reactions given are the maximum reactions per purlin location on ledger angle. The resultant horizontal or vertical load values are the responsiblilty of the masonry wall engineer. 2.The masonry/angle connection design is the responsibility of the masonry wall structural engineer. i BOB D.CAMPBELL AND COMPANY Date: 5/15/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA Horizontal Girt Connection to End Walls N=Bolts per Conn. = 3 3/4"Dia. Bolt Y=D btwn Bolts= 28,00 In V.=V(allowable)= 1.687 k X=D from P.E.M.B. 6.00 In T.=T(allowable)= 3.130 k Bolts to Wall= 4 - f)o=Overstrength= 2.0 �� P.E.M.B.Loads W= 3.60 k E= 2.85 k y o IJ C'? IT N i x / WIND SEISMIC V=W/N= 1.20 k V=0.7*00*E/N= 1.33 T=W*X/Y= 0.77 k T=0.7*()o*E*X/Y= 0.86 V/Va+T/Ta- 0.96 OK V/Va+T/Ta= 1.06 OK P.E.M.B. Girt Connection to Parallel Wall NB=Bolts per Conn.= 1 X=Conn.Spacing= 32 in OX L=Length of 60.00'ft CMU Wall= Oo=Overstrength= 2,0 Nc=#of Conn.= 23 P.E.M.B.Loads 3/4" Dia.Bolt W- 2.30 k V.;=V(allowable)= 3.55 k E=J 530 k WIND SEISMIC V=W/(Nc*NB)= 0.10 k V=0.7*()o*E/(Nc*NB)= 0.35 K V<Va= OK V<Va= OK I I y I f Order Number BUTLER MFG. COMPANY ENGINEERING DATA 199032 Kie IMADE BY CKD.BY GATE PAGE O'Reilly Automotive Inc. JSSeymour 4/17/12 Arlington, WA (AR2) IRFL9 1 DIVISION Masonry Wall Load Calculations SOON 2 Wall Connection Loads R(WALL) _I R(CONN) 0 0 Wall support beam Connection Wall at Load at Grid Grids Type R(CONN) kips W 3_60 E t 2.85 &;5 C W f 3.60 E 2.85 Shearwall Reactions Wall at Between H (W) H (E) Shearwall Grid Grids 1 .5' 2,10 5.20 1 .5 2.30 5.70 j L — H Note: The H load (kips) is in each BMC braced bay strut(eave strut or box strut). Each braced bay strut must be adequately connected to the shearwall in order to transfer the H load to the foundation. This insures structural integrity of the longitudinal framing. i I I I ]f A. IL t�T TM GUARDIAN - - ROOF SYSTEM INSTALLATION INSTRUCTIONS JAII,1 ?i ub Z.ol?�Zo� STEP 1: Install a series of longitudinal (parallel) bands within each purlin space. It is required that two longitudinal bands be installed in the eave purlin spaces. For the remaining purlin spaces greater than 48", install two bands per space-, for purlin spaces 47" or less, install one band per space. Occasionally contractors will have to splice banding due to building length or width. For O I the correct splicing technique, please see the Energy Saver Field FP'"Splicing sheet. STEP 2: Pull this banding tight and fasten it to the tops of the endwall rafters using a banding clip with a single*high strength 12-24 TY51 Yn" self-drilling fastener that is fsupplied with the Energy Saver FP system. trnportant Note: A banding clip is required. See detail drawing on back for proper clip and banding connection and location. Longitudinal bands are only attached at endwall rafters. DO NOT fasten longitudinal bands to any intermediate rafters. If longitudinal bands are fastened at an intermediate rafter an alternative means of fall protection must be used within 6'0"of either side of this rafter. STEP 3: © Install a series of cross bands 60" on center threaded above every fifth or sixth longitudinal band by first attaching the end of one piece to the eave strut using a single*12-14 TY3 3/" self-drilling fastener with 3/" OD washer. It is required that you position one run �- of banding exactly 6" from the rafter. When you reach the ridge space, thread the cross bands above the longitudinal bands.This positioning will allow you to deploy the Energy Saver FP fabric from one side of the building to the other, without interruption. Continue to thread the bands to the opposite eave strut. Pull hand tight and screw to the eave strut with a single* 12-14 TY3 3/a" fastener and banding clip. Be sure to remove all twists during this procedure. Repeat until all the banding within each bay space is installed. IMPORTANT—Refer to step 6 of the wall instructions if you are using the Energy saver FP'"in both the roof and walls. STEP 4: Unwrap and position the Energy Saver FP support fabric between the two ridge purlins in double slope building applications. Pull one edge of the fabric beneath the purlins toward the eave strut and temporarily connect the fabric to the eave strut with a vise grip C-clamp. Momentarily clamping the fabric << , allows you a last opportunity to square and smooth the fabric before the final attachment. If you intend ~l to sheet both slopes at once, pull the other end of or the fabric beneath the purlins toward the opposite eave. If sheeting only one slope, leave the remaining ti fabric gathered in the ridge purlin space. ' r 1p 70 .1 0 n ONEW.N.t. 1 EL NO No mix ■ T • ' � IN f NON 0 ON NIN ` A - ■ � 9 O • • I�F•1 . ' 1 1•• N. 2 � � 04JNN� ` 1.■-. . . —NO r-rNN- ■ 1• NO ME ■ I • 0 • . . MEN ON MEMEME . _ i . � L _ . �7 . T _ _ , . I.I 1 • • : 11 11 . • ■ - � Ne ME • r � - , •i f I ■ il 1■ • _ NO 0 L • • NOW 119 . • - I 1 NO MON . . WOMEN 0 0 0 0 NNI. 0: u-. Arm." • • ; � & NO - A IN 0 0 NO . . ; 1 • ■ _ _ ■ ■ - _ Lo ■ 0 NO 0 MEN N0LO *0L 0 0 ME 0!It %;pO N3 r 0 W- NO M 1111 .t Ir ir mNO NN Od . 4 N-oIwII0 . . rrN.O r Zti - _ . 1 , 17 • - ' F � • � 1 f- IT1 � • : NO T; Step 5: Once the fabric is smooth, install a single*fastener and banding clip through each support band and the fabric into the bottom of the eave strut. Proceed from the eave strut towards the ridge, screwing the cross bands into the bottom of each intersected purlin. Continue to smooth the fabric throughout this process. If sheeting only one slope the last fastener is installed into the near ridge purlin. If both slopes will be sheeted 4&P: simultaneously, continue from the ridge down the opposing slope terminating at the far eave strut. O _= IMPORTANT-Some bay spaces may be larger than can be accommodated with a single piece of fabric.If two pieces of fabric are used see the detail provided by Guardian on splicing fabric.If the Guardian splice detail is not followed exactly you may not rely on the Energy Saver FP system to provide fall protection within 6'0"of either side of the splice location. Step 6: Carefully notch the fabric around the purlins. Step 7: 40 The edge of the fabric can now be sealed to the top of the rafter with brush adhesive (included) or two-sided tape (optional).This will be the final © opportunity to tighten and smooth fabric. When installed by an Energy Saver FP certified contractor, the • system now provides OSHA-compliant, leading edge fall protection. Perimeter fall protection is still required. Step 8: Fiberglass insulation can now be installed on the support fabric. Most customers choose a double layer system in which one layer is installed parallel with the purlins and the second layer is installed above the first layer and perpendicular to the purlins. IMPORTANT-It is a generally accepted design principle that air cavities above a vapor retarder should be avoided for optimum 7 condensation control. For this reason,you should make every effort to fill the purlin cavity with insulation. NOTES: The Energy Saver FP system is not recommended for high humidity applications and should never be used in buildings housing pools or open sources of water. The Energy Saver FP system is designed for only single 1 - use leading edge fall protection. It is not intended to ` be stepped into or walked upon. In the event of a �v fall, Energy Saver FP cannot be relied upon to provide leading edge fall protection until the fabric and 8 banding are replaced with new components. `Do not place more than one(1)fastener Through the banding BANDING CLIP DETAIL 1.When installing both the cross banding _ and longitudinal banding, insert the 1" white steel banding through the clip, J O fl- leaving approximately 4"to 6" of extra 0. = banding(Figure 2). Oro _ O 2.Where the bands intersect the endwall rafters, drill the provided 1 %" TEK screw down through the clip,then through banding and into the building's endwall rafter(Figure 3). 3.Where the bands intersect the eave struts,drill the provided Y4"TEK screw ,I up through the clip,then through the Figure 4 �. banding and into the eave strut.Any cross band directly adjacent to a rafter must be spaced EXACTLY 6"from rafter edge.Remaining cross bands should be spaced on equal centers, no greater than 60"apart(Figure 4). Note:Clips may be painted white to match the banding and underside of the Energy Saver FP"System fabric if desired Note:The banding clip should be installed at the origination and termination point additional fasteners though clip or directly through banding.Each clip should be of each run of white galvanized steel banding around the perimeter of the building tightened as securely as possible,without stripping the threads Longitudinal bands (Figure 1).The clips should be positioned so that the screw will first penetrate should be secured at endwall rafters only.Do not use fasteners to secure through the clip and then the banding using only one screw.Do not install longitudinal bands to any interior rafters WE 0 w ME Em elmlomm 0) 0 0 0 I'lo NEW c EEO 0 WEE 0 .4 11 1 1 `O . 7 . . • r • 1 EWE ■ . _ . . r 0 0 EE; lei . r1 1 X ■ ME It• ' -P �••' • IL� • ■ • , ■ 1 ^ ■ . Ek ` 1 _ , MERY 1 ` 1 1 �• , ' ■ E. NJ ■ `mc � J ■ 1 NO NO ■ ■ NO _ NE luk .J 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com C7eoTG 5T 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Concrete Inspection & Compressive Strength Test Report PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT#: CB005 PERMIT#: BLD2012-0280 O'Reilys DATE: 7/20/2013 CLIENT: Stout Building Contractors PAGE M 1 of 2 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Placement Location: Drive Lanes and Parking Areas at West and the South Sides of the Building.The Side Walk at the East Side of the Building,Running East/West From Smokey Point Blvd to the Parking Lot (2)Light Pole Bases. Sample Location: 3rd load at truck chute placed at the N Side of the W parking/drive lane,25'to 40'from trash enclosure Field Data: Eq. No. Supplier Concrete Nor'West Slump,in.(C143) 6,25 8 Mix# 0940AF6 Air Content,%(C231) 49 11 Mix Description 5 1/2 Sack,and Fly,7/8",WRA,AEA Unit Weight,pcf(C138) NIT Truck/Ticket# C150/143767 Air Temperature,°F 67 Strength Required 4500 psi at 28 days Mix Temperature,°F(C1064) 77 2-12 Quantity Placed,cy 182 Field Cure Temperature,°F 57-83 2-12 Time Batched 6:57 AM Water Added on Job,gals 10 Time Sampled 8:56 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Area Compressive Remarks No. (Days) Date (Ibs) (ins) Strength(psi) 2 L]E 58437 07-27 58480 12.69 4610 TYPE 2: 25844 28 08-17 74920 12.69 5900 TYPE 2: 25845 1 28 08-17 75630 12.69 5960 TYPE 2: 25846 Hold 00-00 0 0.00 0 Reinforcement Inspection Yes I n/a:not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39 Comments:The welded wire mesh and rebar at the curbs and at the light pole bases, were in place per plan. The concrete was placed with a boom pump and was mechanically consolidated at the light bases. COPIES: City of Arlington City of Arlington Community Development Stout Building Contractors Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc, The above test results relate to the sample(or location)tested, i f �� �, GEOTEST SERVICES, INC. 741 Marine Drive,Bellingham, WA 98225 20611 67th Ave.NE, Unit A,Arlington, WA 98223 www geotest-inc com phone: (360) 733-7318 fax: (360)733-7418 Concrete Compressive Strength Test Report * Continuation PROJECT: O'Reilly Auto Parts JOB M 13-0223 CLIENT: Stout Building Contractors REPORT M CB005 CONTRACTOR:Stout Building Contractors PAGE M 2 of 2 Sample Location: 13th load at the Truck Chute,Concrete was Placed at the South/East Corner of the Site Field Data: Truck/Ticket# C144/143777 Slump,in.(C143) 6.00 Time Batched 8:43 AM Air Content,%(C231) 4.6 Time Sampled 9:38 AM Unit Weight,pcf(C138) N/T Air Temperature,°F 67 Water Added on Job,gals 6 Mix Temp.'F(Cl064) 76 Water Requested by Contractor Laboratory Data: Lab I Test Age Test Total Load Area I Compressive No. I (Days) Date (Ibs) (W) Strength(psi) Remarks 71 25847 7 07-27 52820 12.69 4160 TYPE 3: 25848 28 08-17 73980 12.69 5830 TYPE 2: 25849 28 08-17 75590 12.69 5960 TYPE 2: 25850 Hold 00-00 0 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Area Compressive No. (Days) Date (Ibs) (in 2) Strength(psi) Remarks Comments: i� �, 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com GG OTG 5T 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 STRUCTURAL STEEL INSPECTION REPORT PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M SS003 PERMIT M BLD2012-0280 O'Reilys DATE: 8/13/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Type of Inspection: Visual Field Welding Item(s)Inspected Location Plug Welds at Anchor Bolt(Nuts to End of Bolts) Line B/3 and 4(4)at Each Location Reference Drawing(s): Structural Engineers Email Dated 6/13/13 W Reference fabrication Welders Comments E Inspection Code Code Certification Welders NanlelCert.No. L AWS D1.1 AWS WABO Previously verified D AWS D1.3 AISC AWS-SMAW ®► I AWS D1.4 AWS-FCAW N IBC Procedures G IAISC n B Size Type I Torque Method Comments O L ASTM A307 Q Turn-of-Nut T ASTM A325 El Cal.Torque Wrench I ASTM A490 Q Load Indicating N IBC El G AISC The above items were conforming V Nonconforming Items(see below) Comments: Four bolts at each of the above locations were too short and the nuts did not fully engage the bolts.These were plug welded with an E7018 electrode to flush with the top of the nut. The welds were found to conform with the engineers email and code. COPIES:City of Arlington City of Arlington Community Development Stout Building Contractors Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-19-13) Www.geotest-inc.com--,225 741 Marine Drive ha ,Bellingm,Ih Unit A.Arlington,WA g8223 20611 67th Ave.NE' 888 251,5276 fax:(360)733.7418 Phone:(360)733.7318 to free( ) Strength Test Report rete inspection ressive 13-0223 action & Con'p JOB#: Conc T W. CB005 Auto Parts REPOR CT. O'Reilly 712012013 PROJE WA DATE; Smokey Point Blvd,Arlington- 1 of 2 ADDRESS: PAGE# Tim Martin BLD2012-0280 O'Reilys INSPECTOR: PERMIT#: Contractors Stout Building Contractors CLIENT Stout Building The Side Walk at the East CONTRACTOR outh Sides Of the Building. Areas at W est and the S pO'int Blvd to the Parking Lot Parking est From Smokey 25'to 4( Lanes and_ Running EastlW IDrive Lane Area Drive t a est Parking Side of the Building• North Side of the W placement Location (2)Light pole Bases. at the Eq.No. This Load was Placed 8 3rd load al the truck chute- 6,25 11 Sample Location: Slump,in (C143) 4 9 Samp ° C231) Field Data: (West Air Content, °c1(C138) NrT Concrete No 67 Supplier Unit Weight,P 2.12 0940AF6 718 WRA•AEA eralure"F and FIY• Air Temp C1064) 77 2-12 Mix# tion 5 112 Sack ( 57-83 Mix Descrip 143767 erature, C150 I Field Cure Temp 10 Truckaicket# si at 28 days Job,gals 4500 p water Added on Strength Required Quantity 182 ter Requested by Contractor Placed,cY Water 6:57 AM Time Batched 8,56 AM Remarks Time Sampled ComPfes108 Laboratory' Total Load ow Strength(Psi) Test Age Test (Iba) 0,00 o Lab spay$) Date a) No 07-27 0.00 0 e � 25843 08.17 0 28 0 p.00 25844 08_17 0 25845 2a a o.00 00-00 25846 Hold Size'� 4��X 8" Specimen ASTIVI C311C39 Yes nla..not applicable Test Reference Inspection lace per Plan_ Yes nit: not tested were in P Reinforcement lnspe ht pole bases, Reinforcement Conforms ht bases. wire mesh and rebar at the curbs and ctahe consolidated at the ll9 Comments:The welded and was Mechanically The concrete was Placed with a boom Pump r �. vreC ati City of Arlington City of Arlington CommuniH OeveloPmenl Stout Building Contractors COPIES. l of GeoTest Services,Inc. [in full,without the written aPProva �.(or loca11_)tested This report shall not be . The above lest results relate to the somP --- rePr�'�d except I� r I I I BOB D.CAMPBELL AND COMPANY Date; 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 17'-4" - Back Wall IM (perft)= 0.453 ft-k/ft Parapet H= 1•7,33:ft Roof H= : 40-1i ft JM=(M per ft)(s)- Start of Fully H= 11.33 ft 1 ((y,-Est.x)(Wall Wt.)(s)/12)= Grouted CMU M- 0.51 ft-k Fully Grouted Wt.= 0.087 ksf Reinf.@32"oc Wt.= 0.055 ksf Wall Wt. 1.145 klf I :- - X C M • Masonry Steet l CMU Size 7.625 in y,=Centroid= 3,81 in f'm= 1500 psi 4f Rebar Em=(900)f'm= 1350 ksi EM= 29000 ksi Fbm=(1/3)f'm= 500 psi Fbs= 19.2 ksi n=EJEm= 21.5 Rebar Size 0 Est.x= 1.06 in s= Reinf. @2' "oc l Wm=s/n= 1.49 in As= 0.31 in' I. Am Wm(Est.x)= 1.58 in ` x=[0.5(Am)(Est,x)+A,(ys))/(Am+As)= 1.07 in OK S Masonry _ Im=WAX3)/12+Am(0.5x) +A,(Y,-X)2= 2.94 Sm=[Im/(0.5x)](n)= 117 in Mallow,m=Fbm(Sm) 4.88 ft-k Steel Ss=Im/(Vs-x)= 1,07 in Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M <M(allow),OK l _ i J BOB D.CAMPBELL AND COMPANY bate: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 17'-4" - Side Wall IM (per ft)= 0.729 ft k/ft Parapet H= 17.33 ft Roof H.-= 15.70 ft_ M=(M per ft)(s)- Start of Fully H= 11,33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU M= 1.24 ft-k Fully Grouted 0,087 k}f Rehif.0232"oc v 0,055 ksf Wall Wt. 1.145 klf x Cq M Masonry Steel CIVIL)Size 7.625 in y:Centrold= 3.81 in P 1500 psi of Rebar En,=(900)f'm= 1350 ksi Es= 29000 ksi Fbm(1/3)f',,,, 500 psi FW; 19.2 ksl n=Es/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf.@ 37."oc Wm=s/n= 1.49 in As= 0.31 in Am=Wm(Est.x)= 1.58 In x=[0.5(Am)(Est.x)+A.(ys))/(A.+A,)= 1.07 in OK Masonry Im=Wm(x )/12+Am(0.5x) +A,(ys x) = 2.94 in $ma(Im/(0.5x))(n)z 117 In' Mallow,m=Fbm(Sm)= 4.88 ft-k Steel _ Ss=Im/(ys-x)= 1.07 In' Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: KANSAS CITY,MISSOURI PHONE NO.(816)532-4244 Project No,: OAP1214 Location: Arlington,WA CMU WALL DESIGN FORCES- 18'-8" FRONT WALL I FRONT WALL Parapet H7- 18.67 ft SEISMIC Roof Fl= 16.48 ft Ra= 0.239 k Start of Fully H= 11.33 ft RB= 0.14 k Grouted CMU MA= 0.595 ft-k/ft Seismic Force Me= 0.063 ft-k/ft F=0.4(5ds)(1)(W) M(selsmic)= 0.416 ft-k/ft So,= 0,752 WIND`Positive Fully Grouted Wt.= d,697 ksf RR= 0.189 k F(fully grouted)= 0.026 klf/ft RB= 0.118 k Reinforced Wt.= 0.055 ksf MA= 0.469 ft-k/ft F(reinf.)= 0.017 klf/ft MB= 0.069 ft-k/ft Wind Force M(wind,pos)= 0.469 ft-k/ft Aeff= 116 ftZ WIND-Negative Corners: Positive 14.8 psf RR= 0.205 k Negative 16.8 psf RB= 0.134 k FW(pos)= 0.015 klf/ft MA= 0.536 ft-k/ft FW(neg)= 0.017 klf/ft MB= 0.069 ft-k/ft qp 13.94 psf M(wind,neg)= 0.536 ft-k/ft GCPiT +/- 0.18 M= 0.536 ft-k/ft CGP + 0.75 0.95 pP=gP(GCP GCpj)= + 13 psf 16 psf FP= 0.029 klf/ft R R / �]� IlI 13 h/ F MA Rs V i u BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA BACK WALL -� BACK WALL Parapet H= 18.67 ft SEISMIC Roof Hm 14.92 ft RR= 0.264 k Start of Fully H= 11.33 ft RB= 0.115 k Grouted CMU MA 0.401 ft-k/fk Seismic Force Me r 0.184 ft-k/ft F=0.4(Sd,)(1)(w) M(seismic)= 0.401 ft-k/ft $�= 0.752 WIND-Positive Fully Grouted Wt= 0.087 ksf RR= 0.232 k F(fully grouted)= 0.026 klf/ft RB= 0.097 k Reinforced Wt.= 0,055 ksf MA 0.317 ft-k/ft F(reinf.)= 0.017 klf/ft MB= 0.202 ft-k/ft Wind Force M(wind)= 0.317 ft-k/ft Aeff= 116 ft2 WIND-Negative Corners: Positive 14,8 psf RR= 0.247 k Negative 16.8 psf RB= 0.112 k FW(pos)= 0.015 klf/ft MA= 0.372 ft-k/ft I FW(neg)= 0.017 klf/ft _ MB= 0.202 ft-k/ft t qp 13.94 psf M(wind)= 0.372 ft-k/ft GCpi= */_ 0.18 SEISMIC CONTROLS CGp 0.75 M= 0.401 ft-k/ft - 0.95 pp gp(GCP GCA;)= a 13 psf - 16 psf Fpz 0.029 klf/ft M13 R Ft 1 MA ( i i . f BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA SIDE WALLS SIDE WALLS Parapet H= 18.67 ft SEISMIC-Positive Roof H= 15.70 ft RR= 0.273 k Start of Fully H= 11.93 ft RB 0.107 k Grouted CMU MA= 0.343 ft-k/ft Purlin Force MB= 0.115 ft-k/ft Roof Load= 0.040 ksf M(seismic)- 0.343 ft k/ft Trib Width= 15.00 ft SEISMIC-Negative Purlin Force to= 0.57 ft RR; Q.229 k Centerline CMU RB= 0.1S0 k F= 0.600 klf/ft MA= 0.681 ft-k/ft Seismic Force MB= 0.115 ft-k/ft F=0..4(Sd,)(1)(W) M seismic)= 0.681 ft-k/ft Sd$= 0.752 WIND,Positive I Fully Grouted Wt.= 0.087 ksf RR= 0.231 k F(fully grouted)= 0.026 klf/ft RB= 0.086 k Reinforced Wt.= 0:055 ksf MA 0.252 ft-k/ft F(relnf.)= 0.017 klf/ft MB; 0.127 ft-k/ft Wind Force M(wind)= 0.252 ft-k/ft Aeff= 116 ft2 WIND-Negative Corners: Positive 14.8 psf RR= 0.203 k Negative 16.8 psf RE,= 0.146 k FW(pos)= 0.015 klf/ft MA= 0.631 ft-k/ft FW(neg)= 0.017 klf/ft MB= 0.127 ft,k/ft qp= 13.94 psf M(wind)= 0.631 ft-k/ft GCP,= +/- 0.18 i SEISMIC CONTROLS CGP + 0.75 M= 0.681 ft-k/ft - 0.95 pp=gp(GCP GCp;)= + 13 psf 16 psf Fps 0.029 klf/ft Mg �— RR MA I Ra 1 BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Front Wall �M (per ft)- 0.536 ft k/ft Parapet H= 18,67 ft Roof H= ,106.48 ft M=(M per ft)(s)- Start of Fully H= . �-1•33 ft ((ys-Est.x)(Wall Wt.)(s)/12)= Grouted CIVIL) M= 0.66 ft-k Fully Grouted Wt,= 0.097 ksf Reinf,@32"oc Wt.= :0 055 ksf Wall Wt. 1.262 klf LO I W Nll y T- M 0 Masonry Steel CMU Size 7.625 in y,=Centroid= 3.81 in f'm= 15W psi of Rebar Em=(900)f'm= 1350 ksi Es= z9000 ksi Fbm=(1/3)fm= 500 psi Fbs= 19.2 ksi n=E,/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf. @ 32;"oc Wm=s/n = 1.49 in A5= 0.31 mz Am=Wm(Est.x)= 1.58 in x=[0.5(Am)(Est.x)+A,(ys)]/(Am+A,)= 1.07 in OK Masonry Im=Wm(X3)/12+Am(0.5X) +As(Ys'X)2= 2.94 In _ Sm=[Im/(0.5x)](n)= 117 in Mallow,m=Fbm(Sm)= 4.88 ft-k Steel S,= Im/(Ys-X)= 1.07 in Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK ,: I BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By CIJ KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Back Wall M (per ft)= 0.401 ft-k/ft , Parapet H= 18.67 ft Roof H= 14.92 ft M=(M per ft)(s)- Start of Fully H= 11.33 ft ((y,-Est.x)(Wall Wt.)(s)/12)= Grouted CMU _ M= 0.30 ft-k Fully Grouted Wt.= 0:087 ksf Reinf.@32"oc Wt.= 0.055 ksf Wall Wt. 1.262 klf LO 00 cri � Masonry Steel CMU Size 7,625 in y,=Centroid= 3.81 in f'm= 1500 psi of Rebar Em=(900)f'm= 1350 ksi E,= 2900Q,ksi Fbm=(1/3)f'm= 500 psi FbS= 19,2'ksi n=E,/Em= 21.5 Rebar Size #5 Est.x= 1.06 in s=Reinf, @ . 2 "oc rm=s/n= 1.49 in A,= 0,31 in=Wm(Est.x)= 1.58 In x=[0.5(Am)(Est.x)+A,(y,)]/(Arn+A,)= 1.07 in OX Masonry Im=Wm(x')/12+Am(0,5x)Z+A,(ys-x)Z= 2.94 in Sm'[lm/(0.5x)](n)= 117 In Mallow,m=Fbm(Sm)= 4.88 ft-k Steel Ss=lm/(ys-x)= 1.07 In Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK i ,� �� BOB D.CAMPBELL AND COMPANY Date: 4/11/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Side Wall M (per ft)- 0.681 ft-k/ft Parapet H= 18.67 ft Roof H= 15.10 ft M=;(M per ft)(s)- Start of Fully H= 11.33 ft ((ys Est.x)(Wall Wt.)(s)/12)= Grouted CMU M= 1.04 ft-k Fully Grouted Vdt.= 0.087 ksf Reinf.@32"oc Wt,= 0,055 ksf Wall Wt. 1.262 klf 00 -t 04 Masonry Steel CMU Size 7.625 in y$=Centroid= 3.81 in f'm= 1500 psi of Rebar ER,=(900)f',,,B 1350 ksi Es= Z9000'ksi Fbm';(1/3)f',,,= 500 psi Fbs= 19:2 ksi n=Es/Em= 21.5 Rebar Size t#5 Est.x= 1.06 in s=Reinf.@ 32 "oc Wm=s/n= 1.49 in As= 0.31 in- Am=Wm(Est.x)= 1.58 in x=[0.5(Am)(Est.x)+A,(ys)]/(A,„+A,)= 1.07 in OK l Masonry Im=Wm(x3)/12+Am(O.Sx) +A,(Ys'x)? 2.94 In Sm=[Im/(0.5x)](n)= 117 in Mallow,m=Fbm(Sm)= 4.88 ft-k Steel Ss=Im/(Y5 x) Mallow,s= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK j :f �_ BOB D.CAMPBELL AND COMPANY Date; 4/11/2012 4338 BELLEVIEW By; 0! KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: 4JAPI7 14 Location: Arlington,WA Metal Stud Design Rk /w, R B V Fm_n_t Wall Ne)lets Brick/Stone? NO flint Wall Heights Brick/Stone? NO Parap4t 20.4f, 'ar�P._t_ __20-ait Rc;nf 16;9fF fi lac! _ _ x6ASI rt _ W,od 9m 12.50 it Front Wall Frvnt Wall-Over[urtafnwat HEW CORNER _ FIELD Stud Spacing= 0107i it Stud Spacing= 6.06 ft Stud Spacing= ft A,,,= 145 sf Est.Stud Gp= 16 ga Est.Stud Ga= _ 0 ga Est.Stud Ga= 416:&a A,n= 145 sf A.4r- 145 sf p„w(Posh 54,6,psf p„,.,(neg)= ';-V5 8 psi P-11(pos)= 14,6,psf P„e(Ptl* �_ Q.O,psf w—"(pos)= 19.5 plf w„ai(neg)= 20.8 plf r pw.n(neg)= F3 psf p„r(nell 4.01 Psf P..n.e,„..n(Pos)= 112 9 P—.In ,n(neg)= 120# w„,ii(pos)= 9.7 plf w„u(Pos)' 0.0 plf qp _•17F:R6;PSI w„.ti(neg)= 10.4 plf w„,"(neg)= 0.0 pIf GCP(pos)= GCp(neg)= Qt,01i 9P .14.26�psF q� psf PP 27.0 psf wo 35.9 plf Gcp(pos)= 0.72: GCv(pos)= Positive Wind GCp(neg)= 0:81' GC.(neil I 01m Ra= 250# Rs= 115# pP 27.0 psf pp 0,0 psf M= 340 ft-# S,= 0.124 in I w,= 18.0 plf w„= 0.0 PH I= -,I I" S= 1.435'in Positive Wind Positive Wind A.,, d= 0,133 in Amv= Rq= 169# Rl,c 0 n A.dd"A—,mId? OK R.= 70# Re= 0# �m..,•a,Nv 0,290 in A„a,,pP 0.028 in 14- 251ft-# M= #DIV/01 ft-# A,nd,tw4am,,,endtop7 OK S,eq 0.091 in S•a' #DIV/01 In Am„•.,a,na,om= 0.067 in A•Nn.n.m 0.001 1.435,In' S= .'ta000In, A.nd,b.n.m�A...,-d,bon..? OK I= S, ;Mr I= T W Neeative Wlnd 0.549 in Am..,mid= 0.549 in R= 250# Re t 19 11 0.048 in Amid= #DIV/01 in NJ= 340 ft-# S„y 0.124 in ill Amid<A—,mid? OK an,ld<A,„.,,m,d? #DIV/01 1= 5.740 in S= 1.435 in A..,..d= 0-290 in a..,-d= 0.290 in ey,.,. = 0.133 in Amp= 0.000 in Aend= 0,093 in A..d= #DIV/01 in �,N�O,.µaN7 OK A.nd'4.d,mId? OK d.,wdA..d...N? #DIV/01 A.......d.�.n' 0.290 in ,Anr,,.n 0.028 in Negative Wind Negative Wind A,nd,,pp<q,,,,,,,,d,,pp7 OK R,= _ 174# Rx= D It A,.,,,.na,n.n.m= 0.067 in Ap„a,p.u.m= O.CUt R.= 75# Rn= D 8 A.nd,nmtom�A,...,..d,n.n.m? OK M= 273 ft-# M= #DIV/01 ft-# 8"xl6ga(SMS162.54)e16"oc S„a 0,0991n S,.a #DIV/01 in S. 1.435 in' S- 0.000 in' I= 5.740 in' 1= 0.000 In" A—mm= 0,549 in Am„,,,,� 0.549 in Am�a= 6.051 in Amy= #DIV/01 in Amla�Am..,mid? OK .,IJ A,dd�Oy„ ? #DIV/0! µ 0-2917 in Am,,..na= 0.290 in A,.d= J 0141,n Aond==M 4DIV/01 in %.d44nd,mfd OK A.44kA.md! #DIV/01 till x i61ta(MOS162-54 ®I,"" T. i BOB D. CAMPBELL & COMPANY Project 0AP IV4 - Prr WXn , kk\A STRUCTURAL ENGINEERS Date '�-►�'►Z- —Page of 4338 Belleview•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 - . �t T, � - VZ - - - - r TL Wit, ' � 3 - 3 21 FSP ; , I rs� 9 FT = LAN•33 1 2 pip &5 ?�)/Z r + ,- r 'mow yt TZ " a'► - � i BOB D. CAMPBELL & COMPANY Project PA? ItM - r1*&b*t , , , STRUCTURAL ENGINEERS Date `��I4-12- Page 2 Ot 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 113. 6(0 psi c-Ac.p 0-toD + W 0 .w • - 2,2. - - i1 psi -r` - 2 � T- / . . = 1plf- RA.�.h�• ��-"p�.. -- �c�.!'q`��+� � ,5 �-�1rit<'b+�,ltt.d tQ �°_ ��lh'S . Ism IV T 21,09 o 3 Co .. trols I 3r � 41 3Ir 3Y. I�•�a' i BOB D.CAMPBELL AND COMPANY Date: 4/30/2012 4338 BELLEVIEW By: CU KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No,: OAP1214 Location: Arlington,WA CMU WALL DESIGN - 18'-8" - Side Wall w/ Canopy M (per ft)- 0,762 ft-k/fL Parapet H=! 18.6 qft — Roof H= ft M=(M per ft)(s)- Start of Fully H= ifl$ft ((ys-Est.x)(Wall Wt.)(s)/12)= Grouted CMU M= 1.26 ft-k Fully Grouted Wt.- , s087'ksf Wt.=! 0.05t ksf Wall Wt. 1.262 klf in ry 00 CM Masonry Steel CMU Size In W Centroid 181 in f'm= psi of Rebar Em=(900)f'm= 1350 ksi Es= 29000 Fbm=(1/3)f'.= 500 psi Fbs 19.2 ksi n= Es/Er,,= 21.5 Rebar Size #5 Est.x= 1,06_in s=Reinf.@ 32 "oc Wm=s/n= 1.49 in As= 0,31 ln' Am=Wm(Est.x)= 1.58 In x=[0.5(Am)(Est.x)+A,(ys)]/(Am+A,)= 1.07 in OK Masonry Im=Wm(x )/12+Am(0.5x) +As(ys—x)2" 2.94 in Sm=[Im/(0.5x)](n)= 117 in Mallow,—Fbm(Sm)= 4.88 ft-k Steel Ss=lm/(ys-x)= 1.07 in Mallows= Fbs(Ss)= 1.71 ft-k Steel Controls-M<M(allow),OK i i i i BOB D. CAMPBELL & COMPANY Project 0A P UN- fl" ul-1 , & STRUCTURAL ENGINEERS Date I-9-.1Z- _Page ► of 4338 Belleview•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 9131642-2687 CA F y AT ]E�:NT-F-A 1,4CE TO , 3 �-� 3�•tad ' • '�L• � �a PSG iu 5C1 .3,31= I .� P►f Ti col.4 (3)2/2— q 3-A �� 3, 9 Psi �Iz 1 F ' f� ...3 I Vi r 41 1t3 2/Z •1,2220 = 1 1 I �: BOB D. CAMPBELL & COMPANY Project oA P►ZI 9— i)y- to A- JM_,+%JA_ STRUCTURAL ENGINEERS Date - IZ Page 2- of 4336 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Perk,KS 66204 913/642-2687 ap Wl, (Ullit� c = 1 .3� NSF W-- r-1`I (12.43) = -25y V� STUD 'Ta S I &x w ('}r4sC.K- V1 = q$1 (3)2/2 4- 2RZC1J 41LO-41t 3 T, - -1-9I p*� ��t�5i•1-Nc, Uu�.�-�d 0. l2D I fit. 1. ' ti kk CAP > 3� �- 2-C91 F = \Jz . -LlCIL�a5A S-!•i�_�P A�tAUO �t�� r n n U " U � h / " n * BOB D. CAMPBELL & COMPANY Project OAP 121q- Art'lax`+ofm"n_1 wA _ STRUCTURAL ENGINEERS Date +1*-17- Page-3—of 4336 Bellevlew•Kanaas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2667 1Vec�c��,,tz 60 JQ:. o.}-+4 (IZ.)133 s o.1.631n" in' ✓ UCy Ck-aLV-: FF 2. s 85Q-k'` r. 2 to / ai -Ct' AI. OUSy-- i I f i �� i BOB D. CAMPBELL & COMPANY Project oA P 121 w A STRUCTURAL ENGINEERS Date q-18 - 12. Page of 4338 Belleview•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 913/642-2687 W = .` 0 QV- MVV 40.1939 -! 0.19 o �',"-lo" uJ t;d 1. (nr. Err) I I BUTLER MFG. COMPANY ENGINEERING DATA Order Number 199032 JOB MADE BY CKD.BY DATE PAGE OF O'Reilly Automotive Inc. JSSeymour 4/17/12 Arlington,WA (AR2) REVI- 1 DIVISION Masonry Wall Load Calculations sION 2 Wall Connection Loads .j fl R(WALL) _II R(CONN,) " " Wall support beam Connection Wall at Load at Grid Grids Type R(CON"� kips 3.60 A E + 2.85 W ± 3.60 Shearwall Reactions Wall at Between H (W) H (E) Shearwall Grid Grids )q 11':6 2.10 520 C 1-5 2.30, 5.70 — H Note: The H load (kips)is in each BMC braced bay strut(eave strut or box strut). Each braced bay strut must be adequately connected to the shearwall in order to transfer the H load to the foundation. This insures structural integrity of the longitudinal framing. 1 1 Date: 4/17/12 Arlington, WA (AR2) Reactions Package Time:02:06 PM Page: 3 of 14 Overall Ruildin•Description _ Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min,Eave Max.Roof Min.Roof Peak Width Lent�tl� {sa.it.) tsc�. Il,l I dsca.Il,} ireielt! 11ci itt 2 Pilch, Pitch Height I L Arlin on,WA 75/0/0 100/010 7500 5451 7502 16/4/4 14/9/8 0.250:12 - OveritlShe�c Dcscri lion Roof] Roof2 From Grid To Grid Width Len I� Eave Ht. Eave H_t.2 Pitch Pitch 2 Dist.to[lid a Peak Hei Itt 1-A 1-C 75/0/0 ]00/0/0 14/9/8 16/4/4 0.250:12 1 i 9.g 8.tn } o I I l 30.E 3z•l 19.3 llo•F} inrr.n' ��'� ���' L l - <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. 1 1 File: 111032 12-8710 Arlington,WA Version: 2012.2 Butler Manufacturing,a division of B1ueScope Buildings North America,Inc, I� � � BOB D. Project CAMPBELL & COMPANY 121,1 ,l��.� ' STRUCTURAL ENGINEERS Date �8-12- Page of 4338 Bellevlew•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 913/642-2687 FL`F d - L.E K- P {7-115- 3,to V0,228 = M.5H � — ,-} 9, (�,.� (p9D .d- u ° p• �0,12 -V— a• I2i0.la � �.� Ku / ,2,ze _ • v PUP IL l - i I i BOB D. CAMPBELL & COMPANY Project W, k-yj —,A STRUCTURAL ENGINEERS Date 4A Page I of 4338 Belleview•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 913/642-2687 r F o uN , EIFS" W0.1.4 I &J Floes .Ia (o.33to�,33 +0�,33) } 5'B2•9 k. C,u�r- ►�+�c�,.l�� o,o���;I,'�o�SR.�a�� = �i.�i �- d //I •t.FS�Wm = o Li�►Z(2o.$y3)-►- 3�3•+o�C`l3�)�= B+fi01 k = 0.00'7 0X 115 vq = 2.31-- Feu-x-d6C. brn = 0 •l`50 2YC3c5C> 2,10 ,01 W�•r Ju-A:�h� �� l a r�' .z. C+V a IT 4t Lc- r- �to 45 R �Y+4 I,1 p Nt'' 45/1i -I- ti : J5.L1 to Vora+ims S = Ioof1-� + 1 C W•01 * bcams A 5 ULMA, �` " x 6 r b ms ce I ti uv& b cis . SiV[ 2(z'i + Zo i i i BOB D. CAMPBELL & COMPANY Project QA F1V4- At 11!4" r% , WA STRUCTURAL ENGINEERS Date `I-9 ' IZ _ Page',ot 4338 Bellevlew•Kansas City,MO 64111 816/5314144 Overland Park,KS 66204 913/642-2687 ,zao4D M 2.00I Lo'. ')2, is a) - 43bit-f! � 1ZA tLs10k LO27 '$btttr+ ,5+eLL- uhcn "Dtire ctc n bo kss 1rr 7.q''9 r•l7rn. VC31 5 irti � " c r.IPM- A-% = + N t 3 7C v: t = u-10 t0- .. lD��� '�daDo) a 0.344�t m 0.�5(3aoox24� OPOL 2-13.$5XZ4 -4)/12 �A • 14mo = to � - 3W 2L10 pr� -V- a - -rrk ir, 24" v Iv,rn, -� (�a� '�� i�r-� l�" q�• brn As = u��;,,,x I � k0. (u0yzq-4)/12. :: uzo W v- I m wto f t.wa 3 'pt.V 24o Vi-,w --- 0 31*4 i r-1 18"or.bm. q.bt) 1 01 zq -q V 1z= 'i is W' If- CL- 1.1$ (bocoo) 0.337-1, 0,e5Q300a Cow) AA Z :*4q,/1,L = sue Pir-w *;p 436 ;1-. i f BOB D. CAMPBELL & COMPANY Project OAPIZ1 N — Art•1�.r rw a WA STRUCTURAL ENGINEERS Date LA-9 ►?- —Page-3—of 4338 Bellevlew•Kansas City,MO 64111 816/531.4144 Overland Park,KS 66204 913/642-2687 • -C'oe S4uA - Shor+ tir2.c4ri'm (3�alIex3-85T24l- 4)/Q- Iq"• •1 ls1 = 123 �t•V- 43b - IZ3 = '315 -y- 1- 5 'S w (.C.'t + 5 �[a 1(2�Ct o•�v�-1 = 2i,�3'� 2y(2'1Y3�12 : 2�co48 kq To-= 0 .-j5(23.1 4b) 9 LO-4-4 li V14 L] r- 3• �CBI)N _ + 28.-+(1R a 0.02`' 12 ale9 6,00)(9(04) 3(TA 00aX C1 b-+-) I � i i Y � BOB D. CAMPBELL & COMPANY Project--0- A?t2zI - AT -- STRUCTURAL ENGINEERS Date 44-11 •12. Page of 4338 Bellevlew•Kansas City,MO 64111 816/531-4144 Overland Park,KS 66204 913/642-2687 Srtsnnlc. 5��� R A%-ec.a 1 ac oa 2- oo - -t>k-= $ psF X Qa Gv v oafJ'0: = (o o .o Cat%. RIiY)V. @ Car,. 09%*t; 5 F e" 54&k6S = 2.a Nnf (," Sys 1,r;, ?%fi F1,�Woacl : :3 ps•F e.t.>r.S. _ J.V ps aoB �1.33 (,$M��O`1 -}` �•oa5(�1(�3.33) = °ll0.5 k- r�J . + c>.v'y�(,5 4&)1� �.04 Q.08q( 33X58.to') S,W -PL c 4 l i S 14- 1~. W WLL-X- ,. ��°{b -t- �,.o�5{3.oq � ��.3 o•c�s • i 37('i3 �) 4- o s 4 (9.SS-(311?-0) a tc O.o + 9 t.-r. -t• +f, 3 +-*1,3 -Mtao.3 ( �w) a.2.15 L3ra9.�l -}-cy.ot -1�9.33�3�•l¢�'1 -'� r<s•oa� C3 X3a•lo�'7 = ►� 1•`� I(� I i 1�� BOB D.CAMPBELL AND COMPANY Date: 4/18/2012 4338 BELLEVIEW By: Cu KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA Purlin Angle Connection-2 Bolts/Purlin P.E.M.B.Loads V V(k) H(k) R=' ;Q�SQI k I W= S=1 1.88 k J Angle Size 3/4"Dla,Bolts T H= t ..l in V,= Vwk H1=T/Angle to Bolt= A,OC I n T,=Nr Hz.=B/Angle to Brg In t H3=H Hl Hz= 3.25 in L= 4,00 un Lx=Wall to Pt.Load= 3.00:in WIND CHECK BEARING i D+0.75L+0.75W tni Ws1 V=(D+0.75L)/2 1.37 k A�= 7.04 T=((D+0.75L)*Ll+ 355In 0.75*W*(H-H1))/(2*H3)= 1.92 K B,= 750 psi V/Va+T/Ta= 1-00 OK R= 60€a psi f OK SEISMIC D+6.75L+0.75(0.7E l Overcapacity=00= 2.0 V=(D+0.75L/2 1.37 k i T=((D+0.75L)*Ll+ l 0,75*0.7*00*E*(H-H1))/(2*'lH3)= 1.86 K V/Va+T/Te 0.98 OK i i l i l L I Ordor Nk hot BUTLER MFG. COMPANY ENGINEERING DATA 199032 MADE 6Y OKD.By D:,'E PARE OP ;fill O'Reilly Automotive Inc. JSSeymour 4/17/12 DIVISION Arlington, WA (AR2) REVI- Masonry Wall Load Calculations SION 2 Ledqer Anqle Dads _I— — - V Load (kips) Load Case H T V D + CIS Dead + Collateral = 0.58 L Live Load 1.50 S + SD Snow Load 2.86 W1/W2 Uplift -2.00 WPL/WPR Endwall Pressure/Suction 1.42 E Seismic 0, 2 Notes: 1. Reactions given are the maximum reactions per purlin location on ledger angle. The resultant horizontal or vertical load values are the responsiblilty of the masonry wall engineer. 2.The masonry/angle connection design is the responsibility of the masonry wall structural engineer. i l BOB D.CAMPBELL AND COMPANY Date: 5/15/2012 4338 BELLEVIEW By: Cu KANSAS CITY,MISSOURI PHONE NO.(816)531-4144 Project No.: OAP1214 Location: Arlington,WA Horizontal Girt Connection to End Walls N=Bolts per Conn.= 3 3/4" Dia. Bolt Y=D btwn Bolts= 28,00 In V.,=V(allowable)= 1,687 k X=D from P.E.M.B. 6,00 In Ta=T(allowable)_ 3.130 k Bolts to Wall= Oo=Overstrength= 2.0 P.E.M.B.Loads W 3.60 k { E= 2.85 k _ $ Ll J f N X WIND SEISMIC V=W/N= 1.20 k V=0.7*flo*E/N= 1,33 T=W*X/Y= 0.77 k T=0.7*Clo*E*X/Y= 0.86 V/Va+T/Ta= 0.96 OK V/Va+T/Ta= 1.06 OK P.E.M.B. Girt Connection to Parallel Wall NB=Bolts per Conn.= I 1 X=Conn.Spacing= 32 in O.C. L=Length of 60.00'ft CMU Wall= 110=Overstrength= 2,0 23 P.E.M.B.Loads 3/4" Dia.Bolt W= 2.30 k Va=V(allowable)= ; 3.515 k E= 5.70 k WIND SEISMIC V-W/(Nc*NB)- 0.10 k V=0.7*()o*E/(N,*NB)= 0.35 K V<Va= OK V<Va= OK ti� I oraer Numoer BUTLER MFG. COMPANY ENGINEERING DATA 199032 JOB MADE BY CKD.BY DATE PA.9E Or O'Reilly Automotive Inc. JSSeymour 4/17/12 Arlington, WA (AR2) REM 1 DIVISION Masonry Wall Load Calculations SION 12 Wall Connection Loads I_ R(WALL) -I R(CONN) _I e Wall support beam Connection Wall at Load at Grid Grids Type R(CONN) kips 1 &5 A W t3.60 E 2.85 1 &5 C W t3.60 E + 2.85 Shearwall Reactions Wall at Between H (W) H (E) Shearwall Grid Grids A 1 -5' 2.10 5,20 C 1 5 2.30 5,70 H Note: The H load (kips) is in each BMC braced bay strut(eave strut or box strut). Each braced bay strut must be adequately connected to the shearwall in order to transfer the H load to the foundation. This insures structural integrity of the longitudinal framing. i ,, III I I I 1 I A9= GA ,mile t �. TM GUARDIAN - ROOF SYSTEM INSTALLATION INSTRUCTIONS i �!1 i !i?k 1.; i..i COA Engineering 1)cot e0201?D1�b STEP 1: Install a series of longitudinal (parallel) bands within each purlin space. It is required that two longitudinal bands be installed in the eave purlin spaces. For the remaining purlin spaces greater than 48", install two bands per space;for purlin spaces 47" or less, install one band per space. Occasionally contractors will have to splice banding due to building length or width. For O / the correct splicing technique, please see the Energy 1 Saver Field FP'" Splicing sheet. STEP 2: a . Pull this banding tight and fasten it to the tops of the endwall rafters using a banding clip with a single* high strength 12-24 TY51 /a" self-drilling fastener that is supplied with the Energy Saver FP system. Important Note:A banding clip is required. See detail drawing on back for proper clip and banding connection and location. Longitudinal bands are only attached at endwall rafters. DO NOT fasten longitudinal bands to any intermediate rafters. If longitudinal bands are fastened at an intermediate rafter an alternative means of fall protection must be used within 6'0"of either side of this rafter. STEP 3: ® Install a series of cross bands 60" on center threaded above every fifth or sixth longitudinal band by first attaching the end of one piece to the eave strut using a single*12-14 TY3 3/a" self-drilling fastener with 3/" OD washer. It is required that you position one run of banding exactly 6"from the rafter. When you reach the ridge space,thread the cross bands above the IN, longitudinal bands.This positioning will allow you to ' deploy the Energy Saver FP fabric from one side of the building to the other, without interruption. Continue - to thread the bands to the opposite eave strut. Pull hand tight and screw to the eave strut with a single* 12-14 TY3 3/4"fastener and banding clip. Be sure to remove all twists during this procedure. Repeat until all the banding within each bay space is installed. '3 IMPORTANT—Refer to step 6 of the wall instructions if you are using the Energy Saver FP"in both the roof and walls. STEP 4: Unwrap and position the Energy Saver FP support y fabric between the two ridge purlins in double • slope building applications. Pull one edge of the fabric beneath the purlins toward the eave strut and temporarily connect the fabric to the eave strut with a vise grip C-clamp. Momentarily clamping the fabric << allows you a last opportunity to square and smooth the fabric before the final attachment. If you intend to sheet both slopes at once, pull the other end of the fabric beneath the purlins toward the opposite eave. If sheeting only one slope, leave the remaining fabric gathered in the ridge purlin space. Step 5: Once the fabric is smooth, install a single*fastener and banding clip through each support band and the fabric into the bottom of the eave strut. Proceed from �► r the eave strut towards the ridge, screwing the cross bands into the bottom of each intersected purlin. Continue to smooth the fabric throughout this process. If sheeting only one slope the last fastener is installed into the near ridge purlin. If both slopes will be sheeted c simultaneously, continue from the ridge down the 1 opposing slope terminating at the far eave strut. n IMPORTANT-Some bay spaces may be larger than can be �J i accommodated with a single piece of fabric.If two pieces of fabric are used see the detail provided by Guardian on splicing fabric. If the Guardian splice detail is not followed exactly you may not rely on the Energy Saver FP system to provide fall protection within 6'0"of either side of the splice location. Step 6: Carefully notch the fabric around the purlins. Step 7: The edge of the fabric can now be sealed to the top y of the rafter with brush adhesive (included) or j two-sided tape (optional). This will be the final opportunity to tighten and smooth fabric. When installed by an Energy Saver FP certified contractor, the system now provides OSHA-compliant, leading edge fall protection. Perimeter fall protection is still required. Step 8: Fiberglass insulation can now be installed on the support fabric. Most customers choose a double layer system in which one layer is installed parallel with the purlins and the second layer is installed above the first layer and perpendicular to the purlins. IMPORTANT-It is a generally accepted design principle that air cavities above a vapor retarder should be avoided for optimum condensation control.For this reason,you should make every effort to fill the purlin cavity with insulation. NOTES: The Energy Saver FP system is not recommended for high humidity applications and should never be used in buildings housing pools or open sources of water. The Energy Saver FP system is designed for only single use leading edge fall protection. It is not intended to be stepped into or walked upon. In the event of a fall, Energy Saver FP cannot be relied upon to provide leading edge fall protection until the fabric and 8 banding are replaced with new components. Do not place more than one(1)fastener through the banding BANDING CLIP DETAIL 1.When installing both the cross banding and longitudinal banding, insert the 1" white steel banding through the clip, leaving approximately 4"to 6" of extra banding(Figure 2). p 2.Where the bands intersect the endwall rafters, drill the provided 1 !/4" TEK screw down through the clip,then through banding and into the building's endwall rafter(Figure 3). 3.Where the bands intersect the eave struts,drill the provided N"TEK screw up through the clip,then through the Figure 4 banding and into the eave strut.Any cross band directly adjacent to a rafter must be spaced EXACTLY 6"from rafter edge.Remaining cross bands should be spaced on equal centers, no greater than 60"apart(Figure 4). Note:Clips may be painted white to match the banding and underside of the Energy Saver FP"System fabric if desired Note:The banding clip should be installed at the origination and termination point additional fasteners though clip or directly through banding.Each clip should be of each run of white galvanized steel banding around the perimeter of the building tightened as securely as possible,without stripping the threads Longitudinal bands (Figure 1).The clips should be positioned so that the screw will first penetrate should be secured at endwall rafters only.Do not use fasteners to secure through the clip and then the banding using only one screw.Do not install longitudinal bands to any interior rafters G = P r • , Z 1 .ti IN 6 mol mmll. % .-Fe 1 0 L, m4lom IMMIM 0 ml m I 0 mom I IN m 0 0 1 ta. 111.0 No NJ .AL r!L mim. .1 0 07. IN 00 % Now -I 0 0 I .1 0 1 - - 00 Lq . : lm 7 0 J J ■ ■ Wd. { ■ ON L 1 Iti M 0 ■ ■ 0 • 1 1 * J ON , • 1 r ., - - ' 1 ' A :.' _ m _ . ' - � . . , . "Lr No 0 1 ■ J F , 0 1NNI ■ 1 ' . ti An :r 0 molm . - - . - ■ 1 NIL . .. Y No _ •Im 1 1 ` r IN ni . ' 06 7 I IN • ' 1 '� 09 _ , 741 Marine Drive,Bellingham, WA 98225 www.geotest-inc.com 00-V GlleoTG'`7T 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360) 733.7418 Concrete Inspection & Compressive Strength Test Report PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT#: CB005 PERMIT#: BLD2012-0280 O'Reilys DATE: 7/20/2013 CLIENT: Stout Building Contractors PAGE M 1 of 2 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Placement Location: Drive Lanes and Parking Areas at West and the South Sides of the Building.The Side Walk at the East Side of the Building, Running East/West From Smokey Point Blvd to the Parking Lot (2)Light Pole Bases. Sample Location: 3rd load at truck chute placed at the N Side of the W parking/drive lane,25'to 40'from trash enclosure Field Data: Eq. No. Supplier Concrete Nor'West Slump,in.(C143) 6.25 8 Mix# 0940AF6 Air Content,%(C231) 4.9 11 Mix Description 5 112 Sack,and Fly,7/8",WRA,AEA Unit Weight,pcf(C138) NIT Truck/Ticket# C150/143767 Air Temperature,°F 67 Strength Required 4500 psi at 28 days Mix Temperature,°F(C1064) 77 2-12 Quantity Placed,cy 182 Field Cure Temperature,°F 57-83 2-12 Time Batched 6:57 AM Water Added on Job,gals 10 Time Sampled 8:56 AM Water Requested by Contractor Laboratory Data: ` Lab Test Age 7 Test Total Load Area Compressive No. (Days) I Date (Ibs) (in') Strength (psi) I Remarks F25843 7 +17-27 58480 12.69 4610 TYPE 2: 25844 288-17 74920 12.69 5900 TYPE 2: 25845 28 08-17 75630 12.69 5960 TYPE 2: 25846 Hold 00-00 0 0.00 0 Reinforcement Inspection Yes n/a:not applicable Specimen Size 4"X 8" Reinforcement Conforms I Yes n/t: not tested Test Reference ASTM C31/C39 Comments: The welded wire mesh and rebar at the curbs and at the light pole bases,were in place per plan. The concrete was placed with a boom pump and was mechanically consolidated at the light bases. COPIES: City of Arlington City of Arlington Community Development Stout Building Contractors Reviewed by This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc. The above test results relate to the sample(or location)tested. i �� GEOTEST SERVICES, INC. 741 Marine Drive,Bellingham, WA 98225 20611 67th Ave.NE, Unit A,Arlington, WA 98223 WWW geotest-inc cam phone: (360) 733-7318 fax: (360)733-7418 Concrete Compressive Strength Test Report * Continuation PROJECT: O'Reilly Auto Parts JOB M 13-0223 CLIENT: Stout Building Contractors REPORT#: CB005 CONTRACTOR:Stout Building Contractors PAGE M 2 of 2 Sample Location: 13th load at the Truck Chute,Concrete was Placed at the South/East Corner of the Site Field Data: Truck/Ticket# C144/143777 Slump,in.(C143) 6.00 Time Batched 8:43 AM Air Content,%(C231) 4.6 Time Sampled 9:38 AM Unit Weight,pcf(C138) Nrr Air Temperature,°F 67 Water Added on Job,gals 6 Mix Temp°F(C1064) 76 Water Requested by Contractor Laboratory Data: 1 Lab I Test, Test Total Load Area Compressive Remarks No. (Days) Date (Ibs) (irn Strength (psi) J 25847 7 07-27 52820 12.69 4160 TYPE 3: 25848 28 08-17 73980 12.69 5830 TYPE 2: 25849 28 08-17 75590 12.69 5960 TYPE 2: 25850 Hold 00-00 0 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in.(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Area Compressive No. (Days) Date (Ibs) (W) Strength(psi) Remarks Comments: I 741 Marine Drive,Bellingham,WA 98225 www.geotest-inc.com fo' CGG OTG ST 20611 67th Ave.NE.Unit A.Arlington, WA 98223 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 STRUCTURAL STEEL INSPECTION REPORT PROJECT: O'Reilly Auto Parts JOB#: 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M SS003 PERMIT#: BLD2012-0280 O'Reilys DATE: 8/13/2013 CLIENT: Stout Building Contractors PAGE M 1 of 1 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Type of Inspection: Visual Field Welding tr►spfactad7:T Location Plug Welds at Anchor Bolt(Nuts to End of Bolts) Line B/3 and 4(4)at Each Location Reference Drawing(s): Structural Engineers Email Dated 6/13/13 W Reference Fabrtcation Wielders Comments E Inspection Code Code CertmCallton Welders Name/Cert. No. L AWS D1.1 Rr AWS WABO Previously verified D AWS D1.3 AISC AWS-SMAW I AWS D1.4 AWS-FCAW N IBC ❑ Procedures G AISC n B Size Type Torque Method Comments O L ASTM A307 ❑ Turn-of-Nut T ASTM A325 Cal.Torque Wrench i ASTM A490 Load Indicating LTheN IBC AISC n above items were conforming V Nonconforming Items(see below) [] Comments: Four bolts at each of the above locations were too short and the nuts did not fully engage the bolts.These were plug welded with an E7018 electrode to flush with the top of the nut. The welds were found to conform with the engineers email and code. COPIES: City of Arlington City of Arlington Community Development Stout Building Contractors - Reviewed by This report shell not be reproduced except in full,without the written approval of GeoTest Services,Inc.(08-19-13) i 741 Marine Drive,Bellingham, W� .225 www.geotest-inc.com G e D I J I 20611 67th Ave.NE.Unit A.Arlington, WA 98223 1 phone:(360)733.7318 toll free:(888)251.5276 fax:(360)733.7418 Concrete Inspection & Compressive Strength Test Report PROJECT: O'Reilly Auto Parts JOB M 13-0223 ADDRESS: Smokey Point Blvd,Arlington,WA REPORT M CB005 PERMIT M BLD2012-0280 O'Reilys DATE: 7/20/2013 CLIENT: Stout Building Contractors PAGE M 1 of 2 CONTRACTOR: Stout Building Contractors INSPECTOR: Tim Martin Placement Location: Drive Lanes and Parking Areas at West and the South Sides of the Building.The Side Walk at the East Side of the Building,Running East/West From Smokey Point Blvd to the Parking Lot (2)Light Pole Bases. Sample Location: 3rd load at the truck chute-This Load was Placed at the North Side of the West Parking/Drive Lane A!,e,1� 25'to 4( Field Data: Eq.No. Supplier Concrete Nor'West Slump,in.(C143) 6.25 8 Mix# 0940AF6 Air Content,%(C231) 4.9 11 Mix Description 5 1/2 Sack,and Fly,7/8",WRA,AEA Unit Weight,pcf(C138) N/T Truck/Ticket# C150/143767 Air Temperature,°F 67 Strength Required 4500 psi at 28 days Mix Temperature,°F(C1064) 77 2-12 Quantity Placed,cy 182 Field Cure Temperature,°F 57-83 2-12 Time Batched 6:57 AM Water Added on Job,gals 10 Time Sampled 8:56 AM Water Requested by Contractor Laboratory Data: Lab Test Age Test Total Load Area Compressive No. (Days) Date (lbs) (in 2) Strength(psi) Remarks 25843 7 07-27 0 0.00 0 25844 28 08-17 0 0.00 0 25845 28 08-17 0 0.00 0 25846 Hold 00-00 0 0.00 0 Reinforcement Inspection Yes n/a:not applicable Specimen Size 4"X 8" Reinforcement Conforms Yes n/t: not tested Test Reference ASTM C31/C39 Comments: The welded wire mesh and rebar at the curbs and at the light pole bases,were in place per plan. The concrete was placed with a boom pump and was mechanically consolidated at the light bases. COPIES: City of Arlington City of Arlington Community Development Stout Building Contractors -dewed 6y This report shall not be reproduced except in full,without the written approval of GeoTest Services,Inc, The above test results relate to the sample(or location)tested. J GEOTEST SERVICES, INC. 741 Marine Drive,Bellingham, WA 98225 20611 67th Ave.NE, Unit A,Arlington, WA 98223 www.geotest-inc com phone: (360) 733-7318 lax: (360)733-7418 Concrete Compressive Strength Test Report * Continuation PROJECT: O'Reilly Auto Parts JOB#: 13-0223 CLIENT: Stout Building Contractors REPORT#: CB005 CONTRACTOR:Stout Building Contractors PAGE#: 2 of 2 Sample Location: 13th load at the Truck Chute,Concrete was Placed at the South/East Corner of the Site Field Data: Truck/Ticket# C144/143777 Slump,in.(C143) 6.00 Time Batched 8:43 AM Air Content,%(C231) 4.6 Time Sampled 9:38 AM Unit Weight,pct(C138) N/T Air Temperature,°F 67 Water Added on Job,gals 6 Mix Temp.°F(C1064) 76 Water Requested by Contractor Laboratory Data: Lab I Test Age Test Total Load Area Compressive No. ,_ (Days) Date (Ibs) (in 2) Strength (psi) Remarks 25847 7 07-27 0 0.00 0 25848 28 08-17 0 0.00 0 25849 28 08-17 0 0.00 0 25850 Hold 00-00 0 0.00 0 Comments: Sample Location: Field Data: Truck/Ticket# / Slump,in,(C143) Time Batched Air Content,%(C231) Time Sampled Unit Weight,pcf(C138) Air Temperature,°F Water Added on Job,gals Mix Temp.°F(C1064) Water Requested by Laboratory Data: Lab Test Age Test Total Load Area Compressive No. (Days) Date (Ibs) (in 2) Strength (psi) Remarks Commelss: 1 _� r DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet 1 PERMIT DRAWINGS OM1812012 PERMIT SET-For BuildingDe Approval 3 PLATE WELDED SECTIONS A529,A572,Al011,A1018 GRADE 55 COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 B//TER Notes 2 PERMIT DRAWINGS-REV.1 08/13/2012 PERMIT SET-For Building Dept.Approval BRACE RODS A572,A510 GRADE 50 `r • HOT ROLLED MILL SHAPES A36,A529,A572,A568,A709,A992 GRADE 36 OR 50 Anchor Rod Plan 3-4 HOLLOW ROLLED ANGLES A529,A572,A588,A709,A992 GRADE 50 HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B ® CLADDING Ara53,A792 GRADE 50 OR GRADE 80 Primary Structural 5-9 Butler Manufacturing Secondary Structural 10-18 A325&A490 BOLT TIGHTENING REQUIREMENTS a division of BlueScope Buildings North America,Inc- Covering IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE Special Drawings REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A49D BOLTS FOR MORE INFORMATION SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS(I,E-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION Standard Erection Details OR CONTACT Planograph Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED" A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAYBE "SNUG-TIGHT'EXCEPT AS FOLLOWS; PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRETENSION BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS NOTE TO GENERAL CONTRACTOR/ERECTOR: Permit Drawings Revision No.1 Summary: REVERSALS ONN CONNECTIONS, If you have questions regarding this O'Reilly project,including questions about Revised Anchor Bolt Details D1 and D2(see page 4).Revised roof bracing sections,flame cross sections,bracing details, PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS FOR IBC BASED CODES;HIGH SEISMIC IS these Erection Drawings,parts shortages or material damage,please contact: and secondary detail sheets. DESIGN CATEGORY D,E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. Your O'Reilly Project Administrator: Daniel Herron,at(417)862-2674,ext.5804,or PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT, F.Scott Carleton,Project Manager,Butler Manufacturing,at(816)519-3939,or OIL,OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES GALVANIZED OR LIGHTLY RUSTED SURFACES Butler Manufacturing's 2417 O'Reilly Assistance Line at 1-800-407-0345. ARE ACCEPTABLE IN CANADA ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHTENED"UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS CODES AND LOADS HW14EN MULTIPLE EIGHTS.FRAMING SYDSTEM,ROOS ARE FSLOPES,PE ETC., MAY LOAD IN DIFFERENTENT LOAD APPLICATION FACTORSDIFFERING OCCUPANCIES. n BUILDING DIMENSIGNS, INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. v COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. Building Code:2009 International Building Cafe Adington.WA: Building Use:Standard Occupancy Structure, Collateral Gravity:2 50 psf(Not Including bldg wt) LIVE LOADS AND RAINFALL Live Load 20,00 psf(Reducible) Rainfall:6.D0 inches per hour CONCRETE FOUNDATIONS Compressive Strength(Min)-fc:3000 psi SNOW LOAD Ground Snow:15.00 psf,Flat Roof Snow:15,00 psf,Design Snow(Sloped):15.00 psf,Spec fled Min.Roof Snow:25 00 psf Snow Exposure Category(Factor):2 Partially Exposed(1.00) Snow Importance:1.000 Thermal Category(Factor):Heated(1.00) VNND LOAD The'Low Rise'Method is Used Wind Speed:B5.00 mph,V\And Exposure:C Basic VNnd Pressure:13.35 psf Wind Importance Factor:1.000,FT=Topographic Factor:1,0000 VMnd Enclosure:Enclosed,0.180 Note:All windows,doors,skylights and other covered openings must be designed for the specified above wind loads r, EARTHQUAKE DESIGN DATA Z1 Lateral Force Resisting Systems using Equivalent Force Procedure Mapped Spectral Response-Ss:105.00%g,S1:36.00%g Seismic Performance/Design Category:D(See Bdt Tightening Note Above) Seismic Snow Load: 0.00 psf SeismicImportance: Soil Profile Type:Stff soil(D,4) J A`AC S Design Spectral Response-Sds:0.7560,Sd1:0.4032 a WA et �Of Ordinary Steel Moment Frames Frame Redundancy Factor:1.3000 co Framing R-Factor.3.5000,Frame Seismic Factor(Cs):0.2160,Design Base Shear=0,2160 W - Ordinary Steel Concentric Braced Frames Brace Redundancy Factor:1.000D r Bracing R-Factor:3.2500.Brace Seismic Factor(Cs):0.2326,Design Base Shear=0,2326 W N. STE�� BUTLER MANUFACTURING 1540 GENESSEE ST.KANSAS CITY,MO 64102 ' t} i THE BUTLER MFG.ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MFG. IT IS COVER SHEET •.c OF BUTLER MFG.AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND su"ER � BY BUTLER. THE BUTLER MFG.ENGINEER'S SEAL DOES NOT APPLY TO THE SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN /�-�, f� Il (�/] D O'Reilly Automotive Stores,Inc. 1gg03y PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT APPROVAL OF BUTLER MFG D lv, (�C 11 LI cam, , o,�n FURNISHED BY BUTLER EXCEPT TO ANY DESIGN OR PERFORMANCE 7 ORngto Automotive Stores,Inc. Qt�ER 04/1H/2012 REQUIREMENTS SPECIFIED BY BUTLER. AUG 2 0 2012 `°`""°" Arlington,Washington • owrvw,cnEcx THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY ewer ManufacWnne MDN SGG WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN " cT Arlington,WA THIS DRAWING,ALL APPLICABLE BUTLER MFG.ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO aw«�� 2012.2 PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING 1736 E.SUNSHINE b MOIRE 4 AR2 rEenuiE .... ,r+w,.�w.r,jaw eu ,u,nnro..m.�c 1 BUILDER/CONTRACTOR RESPONSIBILITIES FIRE CODE COMPLIANCE Fabricator Approvals VAS FA304;IAS FA377;IAS FA37B;IAS FA3BB;IAS FA3B9;IAS FA409;IA5 FA432; Buffer Mfg follows the guidelines as outlined in the RISC and MBMA Codes of Standard Practice Buller It is the responsibility of the project design professional and builder to comply with local fire code regulations IAS FA455;IAS FA456;Los Angeles,CA A388:JA 1;CITY OF HOUSTON 767 Mfg.standard product specifications,design,fabricalon,quality criteria shall govern all work unless including consideration of,but not limited to,building use and occupancy,all building construction materials, stipulated otherwise in the contract documents. In ease of discrepancies between Buller Mfg structural plans separation requirements,egress requirements,fire protection systems,etc Builder shall advise Butler of any and plans for other trades,Butler Mfg.structural plans shall govern special requirements to be furnished by Butler. Canadian CSA A660 Certifications It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and VPBMOO;VPBW19;BUTPAO;BUTNCO;BUTCAO;HCISTO jurisdictions as required, Approval of Buller Mfg drawings constitutes the builders acceptance of Buller _ interpretation of the contract purchase order Unless spec design criteria concerning interlace design and details are furnished as part of the contract.Buller Mfg design assumptions shall govern. Engineering Certifications 6;IDOL 2470: Buller engineers are not Project Engineers or Engineer of Record for the overall project Butler engineering supply FIELD MODIFICATIONS USA—AR#57Q FL#2657O E;SD 470;87;TX F4828;;KS#E-29;MS#E-0592;MO#E-2010007736; sealed engineering design data and drawings for Buller supplied material as pan of the overall project for use by Moddicallons to this building from details and instructions contained on these drawings must be approved n NC#F-0996;OK#CA4170PE;SD#C-1787;TXitF4B28;WV#C03059-00 others to obtain permits.approvals.and coordinate with other trades. The Builder or AlE firm are responsible wnling by Buffer Mfg engineers,or other licensed structural engineer. This Includes,bul is not limited to, CAN--AB#PO8900;NS#30123;YT#PP134 for the overall project coordination,including coordination with appropriate inspection and testing agencies All removal of root ar wall cladding,removing or moving any flange blares or rod braces,cutting of openings for interface and/or compatibility of any materials not furnished by Butler are to be considered and coordinated by doors,windows or RTU's.correction of fabrication errors.etc, The owner shall not impose loads to this the builder or A/E firm structure beyond what is specified for this building in the contract documents. Buller Mfg.accepts no responsibility for the consequences of any unauthorized additions,alterations.or added loads to this structure CONSTRUCTION&ERECTION RESPONSIBILITY If the budder intends to invoice Butler Mfg.for modifications in excess of$1000,The builder must notify The Builder is responsible for construction in strict accordance with Butler Mfg.'FOR CONSTRUCTION" Butler Mfg.Immediately,and obtain a Work Authorization from Buffer Mfg prior to proceeding. drawings and all applicable product installation guides. Butler is not responsible for we#%done from any other All final claims must be submitted to Buffer Mfg wdh all supporting documentation within 30 days of the Butler drawings that are not marked"FOR CONSTRUCTION",nor any drawings prepared by others. building completion Claims submitted without work authorizations,or after 30 days will not be accepted. Correction of minor misfits,shimming and plumbing.moderate amount of reaming,drilling,chipping/tilting As erected field assemblies of members shall be as specified in 2006 MBMA Metal Building Systems Manual and minor welding are considered by Code of Standard Practice to be part of erection are not subject to Sec.6(in Canada-CSA S1B-01 Cause29-7),which generally require U500 tolerance of assembled members claim reimbursement *For buildings with top riding bridge cranes see Crane Data drawing for column plumb tolerance CONCRETE/MASONRY/CONVENTIONAL STUD WALLS The building erector shall be properly licensed and exponericed in erecting metal building systems The Builder The engineer responsible for the design of the wall system is responsible for coordinating with,or specifying to is responsible for having knowledge of,and shall comply with.all OSHA requirements and all other governing Butler Mfg,any wall to steel compatibility Issues such as drift and deflection compatibility,special base site safety criteria The budder is responsible for designing,supplying,locating and installing temporary details,and wall to Buller steel connections All fasteners,sealant and counter flashing of wall systems are to supports and bracing during erection of the building Butler bracing is designed for code required loads after be provided by contractor The engineer responsible for the wall shall design the anchorage to Butler supporting building completion and shall not be considered as adequate erection bracing.See Erection Guide elements consistent with Code required forces including ASCE7-05 Sec,12.11 EXISTING STRUCTURES PANELS Sugar must be advised of any existing structure that is within 20 ft.of Butlers building. Loadings of both Oct canning is an inherent characteristic of cold formed steel panels It is the result of several factors Ural buildings maybe affected when adjacent buildings are within this distance. Butler cannot be responsible for Include Induced stresses in the raw material delivered to Bullet,fabrication methods,installation procedures,and the design or loading of existing buildings post installation thermal forces. Thru fastened panels will exhibit some dimpling when installed,espeaally when Insulation is Installed between panels and secondary supports Dimpling can be minimized by careful BRACING installation,taking care not to over drive fasteners Tension brace rods work in pairs to balance forces caused by Initial tensioning. Gars must be taken white Roof rumble Is a phenomenon that is caused by wind gusts lifting up on the root panels and than springing tightening brace rods so as not to cause accidental or misafignment of components. All rods must be back into place. All panels experience this action to some degree,especially with concealed Uip Standing Seam panels installed loose and then tightened. Rods should not ex iibd excessive sag For long or heavy rods,or angles Root rumble noise may be minimized by providing a layer of blanket insulation between it may be necessary to support the rod at mid-bay by suspending it from a secondary member the panels and any hard support surface such as steel secondary members.substrates such as plywood,steel Bracing for seismic or wind loading of objects or equipment that are not a part of the Buller structure must be decking,or rigid board insulation. A minimum of 3 inch thick blanket is recommended ovor steel secondary designed by a qualified professional to deliver lateral loads to primary frames and roil bracing struts- members,or 2 inch over substrates Equipment bracing and suspension connacbons must not impose torsion or minor axis loads,or cause local Oil canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness of the panels distortion in any Butler components. Butler accepts no responsibility for design or Installation of bracing systems and is not grounds for rejection of panels } not furnished by Butler. FIELD WELDING The Standing Seam joint detail is designed with an interlocking feature for ease of installation. However,i[is imperative that installed Standing Seam panels be secured to the secondary structural members and properly seamed All field wilding shelf be done at the direction of a design professional,and done n accordance with governing prior to departure from the job site each day. requirements(AWS In USA CWB in Canada)by welders qualified to perform the welding as directed by the applicable welding procedure specification(WPS).A WPS shall be prepared by the contractor for each welding SKYLIGHTS variation specified. Unless otherwise approved,use E70ksi yield,low hydrogen electrodes The contractor shall provide for any special welding inspection as required by code Local bull affect the skylight ing departments may require added fall restraint due to conditions that may structural integrity It is the responsibility of the builder to determine and provide any added fall restraint DEUVERIES under the skylight as may be required by your building department It is the responsibility of the builder to have adequate equipment available at the job site to unload trucks In RAIN WATER RUNOFF a safe and timely manner The Builder will be responsible for all retention charges from Camara as a result Drainage systems must be designed by the project professional to comply with code requirements Butler is of job site unloading delays not responsible for drainage designs,overflow scuppers,down piping,etc. The project professional and Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery contractor are responsible to ensure that primary drains and overflow devices such as scuppers and auxiliary receipt and fled against the carrier by the consignee as per Butler's Terms of Sales(F.O.B.Plant)under the drains are provided as required for the required rain intensity at the building perimeter and at valley conditions Uniform Commercial Code. It is critical that damages or shorts be noted on the Bill-of-Lading or you have to prevent ponding little recourse with the carrier Immediately upon delivery of material,material quantities are verified by the STEEL SHOP COAT Builder against quantities billed on the shipping document. Neither the Manufacturer nor the carver is responsible for material shortages against quantities billed on the shipping document if such shortages are not The purpose of Bullets shop coat is to provide protection for the steel members during transportation,during temporary job site storage and during erection Standard shop formulation is not designed to perform as a noted on the shipping documents upon delivery of material and acknowledged by the comers agent For materials concealed in bundles,boxes,or crates,shortages must be reported Immediately upon unpacking, finish coat when exposed toe It is t entail conditions. Members shall be kept Tree of the ground and properly Should products get wet,bundled and crated materials must be unpacked and unbundled immediately to drained during job site storage It ti Ilse Builder's responsibility compatibility to ensure that it a finis coat is being applied provide drainage of trapped moisture.See Erection Guide for proper job site storage procedure over Butler shop coat that the panting contractor verifies compatibility between his finish coat and Budafs shop coat SEALANTS Sealants shall be applied in strict accordance with Butler details or weather tightness will be compromised WA Sealant must be applied in temperatures and weather conditions consistent with labeling r INDEPENDENT MEZZANINES n Independent mezzanines must be designed by a professional engineer The engineer must ensure that proper isolation from the Butler building has been provided to avoid structural damage due to differential movements,or PE48r1 inadvertently apply loads to the Butler structure. Buller accepts no responsibility for the design of the independent 9rJ Q mezzanine ' ^�1vT�'P' ��• PERMIT SET-For Building Dept.Approval THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST KANSAS CITY,MO64102 ERECTION NOTES MFG,AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG, aev ogre BY DESCRWTgN O'ULDER does Reill Automotive Stores,Inc. 199032 BUTLER MFG.ENGINEER'S SEAL DOES NOT THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE osTauEa O'Reilly Automotive Stores,Inc. DATE APPLY TO THE PERFORMANCE OR DESIGN OF �/T/-E� 04/18/2012 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS TxA11ON Arlington,Washington DRAMCHECK FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG •RWEGT Arlington,WA euder Mmur tunng MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. ivaoER•s PDa AR2 20122 PAGE SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS•..�......., .,,,,,,.,,,, csEwAu[ ................�....,,__... ..,. r^"'" •,c' 1 2 3 q 5 �< �a Special Notes: � D1 D11 I 1. Estimated weight of block or stud/brick wall is 55 psf. Ti Dl i 2. Anchor bolt detail dimensions are measured from structure (building) line. Structure/building line is typically located at the inside face of the i Ln i ! block or stud/brick wall. 3. Verify correct structure line dimensions prior to placement of all anchor bolts. T I I 4. Actual wall thickness varies. See Architectural Drawings ; D2 D2i D2 i for wall specifications. i 1 ' i 1 1 i ' ! Varying Non-BMC walls i i ! i ; 1 Outside of Building Line (Typical all walls) i j ! � , 1 ; j 1 o I 1 I r I i 1 i o I i i o j i 1 i , 1 i ! 1 i 1 i i ! ! i ! I i I I i ; 1 I , 1 ; I ' i j 1 I 1 ( i j 1 i j 1 1 D1 D1 ' Dl "I� APPROXIMATE STOREFRONT LOCATION �� �v WAStI;�f�%S� 30'-0" - 100'-0" BL BL ANCHOR ROD PLAN '� NEas�gU Ila_ PERMIT SET-For Building Dept.Approval Finished Floor Elevation==-wiurgess Noted Otherwise <">THE BUILDING IS DESIGNED VMTH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG- IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MO64102 ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT C RELOCATED MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG REv DATE B1 DE.MP—. ULDEfl O'Reil Automotive Stores,Inc, J19 WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. BUTLER MFG.ENGINEER'S SEAL DOES NOT 190032 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE "8TO"'ER O Reilly Automotive Stores,Inc. DATE APPLY TO THE PERFORMANCE PO DESIGN OF GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 04/1B/2012 ANY OTHER PRODUCT OR COMPONENT -OCA110" Arlin ton,Washin ton DRAwwcHEDK FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG, wECT eueer hlznuractunng MON SGG ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Ariing[on,WA DESIGN OR PERFORMANCE REQUIREMENTS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. u-1EDER'S PDY 2012.2 °A�3 SPECIFIED BY BUTLER Scale 1:140.0 AR2 w� ,, n[uwe «s. 21/2" (64mm) PROJECTION (U.O.N.) BOTTOM OF COLUMN BASE PLATE ELEV. N � E E 21/2" (64mm) = Iw0 d of o G 21/2" (64mm) J in E 1�a m N a 21/2" 21/2" y 64mm 64mm FL 21/2" 21/2" sarr,m 1 FL 64mm TYPICAL ANCHOR D1 (4)l 1/4" Dia. GR36 A.Rods D2 (4)1 1/4" Dia. GR36 A.Rods ROD PROJECTION Plate W=10" (Maximum) L=2'-1" Plate W=1'-0" (Maximum) L=2'-1" Elev.=100'-0" Elev.=100'-0" -L NOTE: 1.CONCRETE,GROUT,ANCHOR RODS,AND ANY OTHER SEE ARCHITECTURAL EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS. DRAWINGS FOR 2.ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE SLAB LOCATION. SHEAR AND TENSION PER AISC SPECIFICATIONS(FY=36KS1). ANCHOR ROD LENGTH,EFFECTS OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERRING 1 5/8"(TYP) FORCES FROM ANCHOR RODS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. NON-BMC 7// - WALL 3.UNLESS OTHERWISE SPECIFIED,ANCHOR RODS ARE DETAILED WITH A PITCH AND GAGE OF 5 INCHES ASSUMING"CAST-IN-PLACE"ANCHOR RODS WITH"SNUG BOTTOM OF TIGHT"CONNECTIONS. COLUMN 4.FOUNDATION MUST BE LEVEL,SQUARE AND SMOOTH. BASE PLATE ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN ON THIS DRAWING OR STEEL WILL NOT FIT. EDGE OF FOUNDATION 5.THE BUILDER IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS WITHIN INDIVIDUAL COLUMN ROD GROUPS-TOLERANCE+-1/8".DIMENSIONS BETWEEN �`Jp111Qr ;a . ANCHOR ROD GROUPS-TOLERANCE+-114".ERECTION J4`�'" V'lA�Sr�+r •?�' STD=1/2"(13mm) OF STEEL COMPONENTS MUST BE STRAIGHT AND PLUMB PER MBMA CODE OF STANDARD PRACTICE. 6.DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE s REACTIONS REPORT. P TYPICAL COLUMN BASE PLATE DETAIL WITH NON-BUTLER WALL SYSTEM PERMIT SET-For Building Dept Approval — - — Flnidled Foot Elevation=100'•0" Unless Noted Olhervnse <'>THE BUILDING IS DESIGNED VMTH BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING BAYS COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MO64102 ANCHOR ROD PLAN-DETAILS MFG,AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG "Ev wrc ev DESCRIPTION 1LpF" O'Rem Autornallve States.Inc saes AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. BUTLER MFG ENGINEER'S SEAL DOES NOT 19E APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANWOR ERECTOR IS SOLELY SPONSIBLE FOR ACCURATE Ot OB/13=12 PH Revised details D1 and D2. pSp E"O Reilly Automotive Stores.Inc DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ocAraw 'EA 04I1fl2012 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. Arlin on,Washington D"Awacxtc+ FURNISHED BY BUTLER EXCEPT TO ANY ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, "ox°T Arlington,WA BuuerM—f-tu&g PAH SGG DESIGN OR PERFORMANCE REQUIREMENTS u)E.Ea'0• PAGE SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS AR2 �^• 2012.2c" 4 new.Aff «a. ro. 7/27/2012 10:25:42 19903212-8710 Arlington,WA y T T T T CX002 CX004 CX006 "IS '. O1 ' o j i Special Note: I All walls are designed as shear walls. Z0 x x 0 o yti4 ao aTICX001 TICX002 aICX003 i I o+ i 90 i i i 6 i o � j I o N j i I j I 00 i I j ti0 1 i �OTO ! I I I o I I OS ! N u) 0D O O O O O O O I x x x O n'' ma' m N I I I I I 0 I I j �ti 1 I � 1 I i I d1 i ID� I i ! OZ ' j I i j I 1 o j i I I ' N O O O O O O PO x 0OA m x a �ti x i i ,ti4 i CX001 CX003 CX005 WAS,4����:;,`� 30'-0" 301-0 �20'-0" 20'-0" co 100'-0" BL BL 1 PE4HA80 Q Q PRIMARY AND ROOF BRACING PLAN 0G'ISTTb , PERMIT SET-For Building Dept.Approved Sha Name=AIDin on.WA 1.USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR ALL SECONDARY THE BUTLER MFG ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING CONNECTIONS,SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST-KANSAS CITY,MO 64102 PRIMARY AND ROOF BRACING PLAN CONNECTIONS,UNLESS NOTED OTHERVNSE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED 99 REQUIREMENTS SPECIFIED BY BUTLER 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG REV ESCRIPT on E er DION .LOE" O Retil Automotive Stoles,Inc 1 BUTLER MFG,ENGINEER'S SEAL DOES NOT 98032 WEB AS THE HILLSIDE WASHER. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 OB/13l2012 PH Revised bracing sections. o0�O"E"O'Reilly Automotive Stores,Inc DAM SIDE OF THE APPLY TO THE PERFORMANCE OR DESIGN OFF 114/1 8/2012 ANY OTHER PRODUCT OR COMPONENT GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS cc"T1pN AElin lon.VVashi ton FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. nN.�ve�cNxc" ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Q1COi Adinglon,WA ewes manwacwnna MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS INCLUDING THE CORRECT USE OF TEMPORARY BRACING nx.E SPECIFIED BY BUTLER. tOERB°'0' .� 2012.2�ry 5 Scale 1:140.0 AR2 6/20/2012 9:49:10 '*"m' 19903212-8710 Arlington,WA �` 0 Fra:�kembex Schedule I Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight —]Dimension Key Horiz. Clearance between members 1(CX001) and 6(CX002) : 70'-B 3/4" 1 1 5/8' Vert. Clearance at member l(CX001) : 12'-6 15/16" CX001 1 6.0000 .5000 .1875 2'-0" 2'-0" 15'-6 3/16" 611# 2 2'-6 1/4" RBX001 2 6.0000 .31 .1875 2'-8" 2'-8" 8'-8 1/8" 338# Vert. Clearance at member 6(CX002) : 11'-10 13/16" 25 RBX002 3 6.0000 .37 25 .18644 875 2'- " 2'-2" 40'-0" 1316# 3 1'-4" Vert. Clearance at member 7(ICX001) : 12'-1 5/8" 4 11 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) RBX00 4 6.0000 .350 .1 2'-2" 2'-2" 22'-1 5/16" 984# 5 4'-0 5/16" 5 6.0000 .3750 .1644 2'-2" 1'-10" 6 21-9 3/16" CX002 6 6.0000 .3125 .1644 2'-0" 2'-0" 14'-0 1/16" 462# 7 21-0" ICX001 7 8.0000 .3750 .1875 2'-0" 2'-0" 12'-1 11/1611 527# 8 3 @ 1'-9" 9 1'-4 1/4" C 13 A 75'-0 3/16" 0.250:12 4 5 12 @ 5'-0" 6 7 L 8 rn � 0 m 1 r ,n 0 'A H N L, r-I U O rl U c> x1 H [Q PO to QI cQ N AI (A N ri U Ga H U G+ H U U] I", .Y. "� G. Ya 3 w ?-"., P'l N �-+' rQ PQ GQ M —— —__—_ _— — _ A 8 C I x F U` H cx7 E D W ~ H RBX001 RBX002 RBX003 x x x GCZZ052054 INTERIOR ❑Na ( a a > I GUTTER W 4 W I v > PQ U W PQ o No In z 2 _ X c U U M _ Z . 0 1 .N-1 U ) o I r-I I I I 1 1 15 -0" CL 751-0" B SL FRAME CROSS SECTION AT FRAME LINE (S) 2 OBolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate Rows Rows a wr��,� 3L;s Dia. Length Thick. Out In A 14 A325 3/4" 2 1/2" 1/2" 4 3 �J4�'OrWAv��•a;;�`� B 6 A325 3/4" 2 1/2" 3/8" 2 1 y C 8 A325 3/4" 2 1/21' 3/8" 2 2 D 16 A325 7/8" 3 1/211 3/4" 4 4 r �� E 12 A325 1 1/411 4" 1" 3 3 9 PE48480�� . �1STEp` � tt}IVALe t .11., PERMIT SET-For Building Dept.Aplxoval Name=Arb on WA Wall 4 Frame 1 1-USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR ALL SECONDARY THE BUTLER MFG ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING CONNECTIONS,SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG- IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MOsa102 FRAME CROSS SECTION AT FRAME UNE(S)2 CONNECTIONS,UNLESS NOTED OTHERWISE, MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV DATE BY DESCRIPTION fU11E1 O'Reilly Automotive Stores,Inc. 199032 2 SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME BUTLER MFG.ENGINEER'S SEAL DOES NOT THE GENERAL CONTRACTOR ANMR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 08/13/2012 PH Revised frame cross section. -usraxER O'Reilly Automotive Stores,Inc. Ep DATE 4/18/2012 SIDE OF THE WEB AS THE HILLSIDE WASHER. APPLY TO THE PERFORMANCE PO DESIGN OF GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS pC1'"0N AAIn Ion,Washington ANY OTHER PRODUCT E COMPONENT DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. �MDNSGG FURNISHED BY BUTLER EXCEPT UI ANY ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, RcLcTAAinplon,WA ewesMan�r2012.DESIGN OR PERFORMANCE REQUIREMENTS ucDER•sPox 2012.2c P SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING Scale 1:75.0 '°`� .o-..4.< �,.,.• xiE1NME +..P• ro• 6/20/2012 9:49:11 19903212-8710 Arlin9 ton,WA O Frame D_ )er Schedule Frame Clearances -6 3/4" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight ❑Dimension Key Horiz. Clearance between members 1(CX003) and 6(CX004) : 70' CX003 1 9.0000 .5000 .1875 2'-0" 2'-0" 15'-6 3/16" 854# 1 1 5/8" Vert. Clearance at member 1(CX003) 12'-9 3/16" 2 2'-6 1/4" : RBX004 2 6.0000 .5000 .1644 2 8" 2 8 ' 8 3 1,_ Vert. Clearance at member 6(CX004) 11'-10 15/16" B 1/8" 440# RBX005 3 6.0000 .6250 .1875 2'-8" 2'-2" 40'-0" 1787# 4" Vert. Clearance at member 7(ICX002) : 12'-1 5/8" 5 4'-0 5/16"RBX006 4 10.0000 .6250 .3125 2'-2" 2'-2" 22'-1 1/4" 1624# 4 11 11 Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) r 16 5 10.0000 .5000 .1875 2'-2" 1'-10" 6 0'-0" CX004 6 6.0000 .3125 .1644 2'-0" 2'-0" 14'-0 1/16" 470# 7 2'-9 3/16" ICX002 7 10.0000 .5000 .2500 2'-0" 2'-0" 12'-1 11/16" 813# 8 2'-0" 9 3 @ 1'-9" 10 1'-4 1/4" C B A 75'-0 3/16" 0.250:12 5 cl o M CI �i 1— CD PQro ,-i U o ,-I U o ,� U o ,� U f�i ,-I U G+ ri U rn ry' a! CQ N W r--1 m }'' W � $, W PO Cl PQ U' a' Cl C7 W O En ____ __—_—_ w M __—�_ — ------ O A B C 1 x E+ Lh W x GCZZ052054 RBX004 RBX005 RBX006 x x INTERIOR x a a > I GUTTER w U (V -v w W p O Ln I W (•'1 lD O O Z x I z° Ln o H U ID I I I I I 1 1 60'-0" CL ?5'-0" B FRAME CROSS SECTION AT FRAME LINE (S) 3 w �. OBolt Connection & Plate Schedule Id Qty ASTM Bolt Bolt Plate 'Rows Rows ~ Dia. Length Thick. Out In •'y Z A 6 A325 1 1/8" 4" 1" 2 1 +� B 12 A325 3/4" 2 1/2" 3/8" 4 2rNj C 6 A325 3/4" 2 1/2" 1/2" 2 1 `� rt^,i�OjrjF°C'•� rr`, D 16 A325 7/8" 3 1/2" 3/4" 4 4 r't ti;•~'...1^YS :;/ E 10 A325 1 1/2" 5" 1 1/4" 2 3 PERMIT SET-For Building Dept.Approval Shape Name- WAVIIIIA4 rm*2 1.USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR ALL SECONDARY THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING CONNECTIONS,SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MO64102 FRAME CROSS SECTION AT FRAME LINE(S)3 CONNECTIONS,UNLESS NOTED OTHERWISE. MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USEDjorl 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG REV DATE Ev DC..nIP—N ULDER O'Reill Automotive Stores,Inc 199 BUTLER MFG.ENGINEER'S SEAL DOES NOT 199032 SIDE OF THE WEB AS THE HILLSIDE WASHER. THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 08/13/2012 PH Rev sed frame cross Section. 6AT*N OReiNy Automotive Stores.Inc. DAM APPLY TO THE PERFORMANCE OR DESIGN OF �R 04/18/2012 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °GAT10N Arlin ton,Washington DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG- �IE NICRECK FURNISHED BY BUTLER EXCEPT UI ANY �'E" Arlington,WA BWerManufacturing DN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Scale 1:75.0 IUEDER•s PQI AR2 - 2012 2c7 6/20/2012 9:49:13 e`E"'la 19903212-tliluAnmgton,uVA O Frame Memb_ Schedule Frame Clearances Part Mem Width Thick WebThk. De thl De th2 APProx.L th APProx.Wei ht Dimension Key Horiz. Clearance between members 1(CX005) and 6(CX006) : 70'-8 3/4"CX005 1 6.0000 .3125 .1875 2'-0" 2'-0" 15'-6 3/16" 495# 1 1 5/8" Vert. Clearance at member l(CX005) : 12'-9 3/16" RBX007 2 6.0000 .2500 .1875 2'-8" 2'-8" 8'-8 1/8" 314# 2 1'-4" Vert. Clearance at member 6(CX006) : 11'-11 5/16" RBX008 3 6.0000 .2500 .1644 2'-8" 2'-2" 40'-0" 1092# 3 11 11/16" Vert. Clearance at member 7(ICX003) : 12'-1 5/8" RBX009 4 6.0000 .3750 .1644 2'-2" 2'-2" 22'-1 3/16" 808# 4 4'-0 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 5 6.0000 .3125 .1345 2'-2" 1'-10" 5 2'-9 3/16" CX006 6 6.0000 .3125 .1345 2'-0" 2'-0" 14'-0 1/16" 434# 6 2'-0" ICX003 7 8.0000 .3750 .1875 2'-0" 2'-0" 12'-1 11/16" 523# 7 3 @ 1'-9" 8 1'-4 1/4" C B A 3 9 75'-0 3/16" 0.250:12 12 @ 5'-01, 5 6 7 rn 0 m 1p t Lo CJ -1 CD Ln C7on M o ,� U o ri U P7 W M ,�'i M rA M Npp EC PO [.') U O ri U k'ED r-Ii W fA --_ Cq x 3 W x g N x �$ w M N M rn m B B D ri RBX007 RBX008 RBX009 I C x a W I INTERIOR x a w i GUTTER FIQ - P w U S o ,n I v" ko m I O I W O O Lo O O I in Lo V I o C) U � I � I I I 1 1 60'-0" 15'-0" CL 75'-0" B B FRAME CROSS SECTION AT FRAME LINE (S) 4 OBolt Connection & Plate Schedule ,%,Arbi--L*41 Id Qt ASTM Bolt Bolt Plate Rows Rows VIA". tl Y ��l.�by�.. �. Dia. Length Thick. Out Ind 4� , 'i";;�� 0' A 14 A325 3/4" 2 1/2" 1/2" 4 3 B 4 A325 3/4" 2 1/2" 3/8" 1 1 C 16 A325 3/4" 2 1/2" 3/4" 4 4r�`tom D 10 A325 1 1/4" 4" 1" 2 3 Q. Arlin ton= WA Frame PERMIT SET-For Building Dept.Approval Shape Nerve 1.USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR ALL SECONDARY THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING CONNECTIONS,SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GEr•ESSEE ST KANSAS CITY,Moe4102 FRAME CROSS SECTION AT FRAME LINE(S)4 CONNECTIONS,UNLESS NOTED OTHERWISE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV DATE BY DESGRPTCN toER O'Reilly Automotive Stares,Inc. jos* 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME BUTLER MFG.ENGINEER'S SEAL DOES NOT 199032 SIDE OF THE WEB AS THE HILLSIDE WASHER. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 08/13/2012 PH Revised Game cross section. -s ER O'Reilly Automotive Stores,Inc. DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS -AT*N ,Arlin lon,Washin ton 0 4/1 812 01 2 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. DRAvaucNECR FURNISHED E BUTLER EXCEPT TO ANY "OJECT Arlington, WA Bwx Manulacluring MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 9 INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ULDERSs 2012.2c rAaE8 SPECIFIED BY BUTLER Scale 1:75.0 AR2 6/20/2012 9:49:14 rtewwE 199032 12-8710 Arlington,WA COLUMN / RAFTER ROD DIA. CLEVIS CLEVIS HAUNCH NOTE: FIELD CUT HOLES MARK No. PIN DIA, BRACE 9 FRAME BRACE MASONRY WALL IN INSET GIRTS AT 3 8 097572 LDCATKIN LOCATION B06°�Y INTERFERENCE WITH RODS —1/2- 0975'73 MEMBER 5 6" 095277 WALL PLATE (rYARP.) ROD BRACE WITH 3 4- 095278 0•• �nl (SEE SECONDARY CLEVIS CONNECTION 7 11 095275 1 1/4" n of ELEVATION DRAWINGS) 1 095280 _ o__ o _r ___ ROD SLOT BACKING WALL BRACE 1 1 B 095281 PLATE MAY EXIST ROD 1 1 4 095282 COTTER PIN 1 3 8" 097593 1 1/2" FLANG)RACE (HFB—) 1 1/2' ❑97594 CLIP REO'D W/ (CFO _ II I THICK FLANGES FLANGE CONNECT TO E WILL WEBS TYPICALLY II \ FRAME MEMBER. F THE SPANDREL BEAM HARDWARE INSTALLED 11 CLEVIS IN THIS ORDER: 11 C) HILLSIDE WASHER 11 FLAT WASHER "B" ALTERNATE CONNECTIONS FLAT WASHER "A" HEX NUT BRACE ROD FLANGE BRACE REQUIREMENTS: WASHERS I RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. O RO❑ DIA. NUT A B HILLSIDE RULE#2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON 3/8` 095321 09640E 46D40 043657 CLEVIS PIN CROSS SECTION IS NOT ACCOMPANIED BY (2). SPANDREL BEAM 1 2" 095321 096408 46D40 043657 (WITH SHOULDER) RULE#3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). 5 8 095233 095945 095946 043657 MAY BE FURNISHED WITHOUT RULE#4— WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE 3'4' 095235 095946 095948 04365EI A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. NOTE: ROD BRACE WITH 7 $ 095237 095947 095948 043658 PIN WILL BE PROVIDED. RULE#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SEE DETAIL BR02KI FOR CLEVIS CONNECTION 1 095238 095948 095949 043659 SIDE OF THE FRAME WEB. CLEVIS CONNECTION PARTS 1 1/8" D95239 1 095949 095949 043659 ++ 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. oAreao/ro/10 icv.Qom MLv oett:os/a3/n Rcv M003 my afemroVa+ nEv woo m CAW--wA°'/"ftV"°'0D ROD BRACING CONNECTION TO SPANDREL ROD BRACING THRU ROD SLOT ROD BRACING TYPICAL FLANGE BRACE CONNECTIONS CM06A1 X CLEVIS CONNECTION AT MASONRY SIDEWALL BR02J1 SIDEWALL COLUMN SHOWN / RAFTER SIMILAR BR02K1 CLEVIS ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLINIL WASHERS F = FEET G = GAGE CX*** = COLUMN (PLATE) ROD DIA. NUT A a HILLSIDE I = INCHES 0 = OPERATION CGX*** = COLUMN (GAGE) 3 8" 095321 096408 46040 043657 E = EIGHTHS C = FIN/COLOR WCX+** = COLUMN (HOTROLL) 1 2" 095230 095872 095946 043657 5 8 095233 095945 095946 043657 PANEL/COVERING RBX*** = RAFTER (PLATE) 3 4" 095235 095946 095948 043658 W 1 3 1 1 7 2 6 1 K T D 7 $ 095237 095947 095948 043658 + F F I I E G G O C C C BGX**" = RAFTER (GAGE) 1 095238 095948 095949 043659 LENGTH CODE WRX*** = RAFTER (HOTROLL) 1 1 $ 095239 095949 095949 043659 TRX*** = TRUSS RAFTER INSULATION 1 B 1 3 0 1 0 3 6 0 30 W V ICX*** = INTERIOR COLUMN HARDWARE INSTALLED ** F F F I I I I I I E C C IN THIS ORDER: PCX*•• = PIPE COLUMN LENGTH WIDTH THK CODE TCX*** = TUBE COLUMN HILLSIDE WASHER SECONDARY (STANDARD) FLAT WASHER "B" 0 8 Z 1 9 1 1 4 1 7 — — — — — EPX*** = ENDPOST (PLATE) FLAT WASHER "A" NUT + • • F F I I E G G * * * * * EGX*** = ENDPOST (GAGE) HEX NUT A WASHER DEPTH LENGTH GAGE ADJUST.CODES SHAPE CBX*** = CANOPY (PLATE)• F F I I E G C CONNECTING STEEL J/1� B WASHER SECONDARY (SPECIAL) CBX*** = PIGGYBACK CANOPY 0 0 1 0 8 Z 1 9 1 1 4 1 7 — — — DCC*** = B 1/2' GAGE POST SLOT COUNTER DEPTH& LENGTH GAGE ADJUST-CODES DCE*+* = 10" CAGE POST SHAPE HILLSIDE WASHER (BEVEL WASHER) ROD BRACING D 3 R S 2 5 1 I E * * F F I I BRACE ROD DIA LENGTH Rey EN5081 No COMMON GENERATED MARK NUMBERS R� ��'RB001� No.o PRIMARY FRAME ROD BRACING +�k� 1PlA�; MARK NUMBER KEY TYPICAL HILLSIDE WASHER CONNECTION pr ,- +o . 1 .O PEt,84,10,V !2- PERMIT SET-For Building Dept.Approval 1.USE 1/2 X 1 1/2 A325 SNUG TIGHTENED BOLTS FOR ALL SECONDARY THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING CONNECTIONS,SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST KANSAS CITY,MO64102 PRIMARY BRACING DETAILS CONNECTIONS,UNLESS NOTED OTHERWISE. MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REV DATE er DESCRIPTION UADER O'ReillyAutomotive Stores,Inc. 19N SIDE OF THE WEB AS THE HILLSIDE WASHER. BUTLER MFG.ENGINEER'S SEAL DOES NOT 1904/1 APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL(90NTRACTOR AND10R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 08/13/2012 PH Revised detail set. usTDMER O'Reilly Automotive Stores,Inc. DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCATpN 04/18/2012 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. Arlington,Washington DM M ICHECK FURNISHED BY BUTLER EXCEPT TO ANY ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, �RIECT Arlington,WA Butter Manufacluring MON SGG DESIGN OR PERFORMANCE REQUIREMENTS PAGE SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS iuEDERs PON AR2 • 2012.2c 9 6/20/2012 9:49:14 FILENAME: 19903212-8710 Arlington,WA Secondary Part Schedule Mark Part Thick. Depth Lap Detail E2 11E2911411DDB30 0.1130 11 1/2" RS12PA,RS12PJ E5 11E191141IDDB30 0.1130 11 1/2" RS12PA,RSI2PJ E9 1OZ2105415D2B3 0.0730 10" 1'-4 1/2" RSOlUl 2 3 9 5 Pi 1OZ3311412D5B3 0.0980 10" 3'-10 1/2" RSOlUl RF016 P3 1OZ221141722B2 0.0600 10" 1'-4 1/2" RSOlUl RF016 P4 1OZ371141355B2 0.0880 10" 3'-10 1/2" RSOlUl PARAPET GUTTER AREA (TYP. ALL BAYS) SEE PAGES 11, 16, 17, AND 18 FOR DETAILS 1R1BO 1R1B1 1R1B2 1R1B3 � ------------- ------- ------------------ - ------------- ----------- 1 RF031 PMQ E2 0 Purlin Brace Schedule GO t0 t0 3 cD -G '-.o l0 RF031 � � �++ � � u� I Id Qty Mark No Spacing v 1 6 CPBB040114 4'-0 5/16" k7i � 2 72 CPBB050108 (Typ.) 5'-0" I 3 6 CPBB021012 2'-9 3/16" I I 4 6 CPBB020108 2'-0" 1 I I ® I RF032 5 6 CPBB011008 1'-91. 1'-9" 6 5 {I I See SED: I ( I I I I I I RF033 BR09PH, BR09RY, BR09RZ, BR09JH, BR09JG RF03 I I I I I I (TYP. BR09K5, BR09K2 U.N.O.) I I I 1 I I I I RF032 of I I I I I I I Special Notes: RF03 I I I I I I 1 1. Roof mounted condenser units= n I I (Max. wt of unit & mount = 340 lbs.) r 1 I I 1 I I I I 2. Purlin design based upon positioning the RF03 1 I I I I I ( I condenser / heater between two purlins. (TYP. AT L U - Locations of roof top / suspended heater PURLIN) I I I I I I I units are per architectural drawings. I I I I I I I 4. Suspended heaters = o (Max. weight of unit & mount = 313 lb.) 1 i i RF032 I I I I I I RF03 I I I I I I I I 1 I I I I I 1 RF030 RF033 I I I I I I I (TYP. r U J (TYP. AT U.N.O. I I I I I PURLIN) 1 I RF016 �VIAS I pq(Typ•) P3(TYP•) E9(TYP•) J � '•ii�{3 �a P1(TYP•) �+ ---- ---- ----- - � RF016 30'-0" 30'-0" �_ 20'-0" 20'-0" 10 0'-0 1, BL BL Y� �f'►s3'r 1rr ROOF SECONDARY PLAN -- PERMIT SET-For Building Dept.Approval e Name= anVJA 1.UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING IONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CRY,MOB4102 ROOF SECONDARY PLAN SECONDARY CONNECT MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER- THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG iREv DATE sv DescRiPTON "` " (YRedl Automo ive Stores.Inc. roe e 2.FLANGE BRACES ARE CONNECTIONS. INTEGRAL PART OF THE STABILITY OF THE 199032 BUTLER MFG.ENGINEER'S SEAL DOES NOT 01 OB/13/2012 PH Revised some detail numbers. u°T°"E"O'Reilly Automotive Stones.Inc. DATE OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE s(1Tl.EIi 04/1a/2012 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °CAT10N Arlin ton,Washington DRAW HECK FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. ,RoiEcr DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Adinglon,WA Ba.r manmadsdDg MDN SGG SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING Scale 1:140,0 AR2 m"DERs Pa .uA. 20122 PAGE 10 P.[NAw ROTE: ERECTION NO,Ea 61A -1.WBBCI MID FLANGE BRACE USE(1) 11/32• X 11/40 USE(2)1/2- ,ARK PAWkY TPO Is ME WITU A pUNNEI BRACE GOES OT LINE W WITH ANOTHER CRUT-45 GRAY UT UI (097)CI (097]52) GALV. B)I(NUTS •Of•'"O' C 8 g TEulbwJntr RDJOK THE[aoci TO INSTALL RpOF/WALL WHEN 7) _ BOLTS BRACE FRAME BRACE BOLTS K9ULANOR 5+3,MI AC-wF[Kl WBBCI ANO SECONDARY CHANNEL BRACE OR ME SLOTS ME PURU?t WEB FfHi $CRVBol7 NUT(09726 0I IW LOCATE LBRACE LOCATION LUNGE BPKE HINEOH+[Lr, KMA, ArtAeEa A DROP PIN C CCTION BEND THE CHANNEL TADS TOWARD CCHHANUIL NEAR OF SLINBOL7 10 I)!A!I ON LIN 1 CUP THE PURUN WEB AND USE A SELF-ORRLER(56307)TO ATTACH, PIt BRACE BE ON OU ISIDE OF OF PORI.IN �- Y PI ROOF/IBNL ( _)( ) AVE STRUT __ -------- __PT__ Ypt M X�N(� (Tl�l/A-14 A 1 1/4• C� ' --- -- --------too (2)//4-T4 .1 I/4" ( 307)T.SCREWS I R�°f A F[.A_I -- O 3,. 1 > 1/2•.I ,/r STRVCr.sauws (Ss3o7) alp FarFy o - ,L52B ear( (55301) �j„ HMIDENmp - O - - NLU5,1 ( WASN (09fiB72) F.ANISf r AGANST PUR N ATELCHNL \�' • IR-) lCPB-) a PURUN WLNK, SUUTIOx VAPpaADBGI DETNLEBAOeKE ® CLP RETARDER CLPMNGE BRACE REQUIREMENTS; NOE BRACE wA"�t A (4)12-I• , 1/•• PURUN EAVE PURLIN BRACERULE/1- ALl FUWGE BRACES ON CROSS SECTIONS MUST BE INSTALLED, V-)OR(NEB-) MA%%/4 rylh, DEIML BR09JG AVE SiRUI (PBA-)_AT a 1/Y.10" RULE12-SINGLE FLANGE BRACES ME REOUNED WHEN PMT MARK ON CCILIP REE4NQ5 (Oa101) URLN BRACE STRAP _ Il 1/2 RURLNS. CROSS SECTION IS NOT ACCOMPANIED BY M. 1- 1 I/4'X 6 1/4' (E50511 AT B 1/2.10•. NOT RED.AT 7•PURLNS AUIE(I]-LTAdJCC MACES ARE REQUIRED BOTH SDCS OF THE FRAME WEB LJ� I FLANGE eRALE { WHEN PART 4Aa1(IS ACC04PANE:°Br f2). \,l�Cfl�=EEE/S/[,f/� (GCB-)OR(NEB-) DROP PN(097556) I,1/2 IT USE RUlE�4-4A,CNMR PDSSt9tE• PLACC SNGIC CS TOWARD 11,E USE NHCN 01ANNCL BRACE USE'MIEN CHANNEL BRACE (IMP.PER EACH ENO) (JCy051050)AT 7'PURUNS. CENiCR OF DIF SURGING. ODES LINE UP WTI TNC DOES NOT LINE UP WITH ) I CAVE STRUT RULE(15-WHENEVER POSSIBLE,PLACE ALL SINGLE BRACES ON THE SAME SLOTS IN THE PURLN WEB. THE SLOTS IN THE PURLIN WEB. WE OF THE FRAME WEB, ALTERNATE CONNECTIONS I.T.- LOW SAVE SHOWN-HIGH EAVE USES SIMILAR PARTS ••I"a I I I/2•PURUNS REGIME 3 BOLTS AT EACH END OF PURUN LAP. �•, ,ti�•,-. A' " EAVE BRACE STRAP AND EAVE PURLIN BRACE ROOF/WALL FUNCE BRACING CHANNEL BRACE ENDING AT PURLIN B SINGLE CHANNEL PURUN BRACE TYPICAL FLANGE BRACE CONNECTIONS '• R F/WALL FUNCE BRACING w.µBR06KE �• I+URI /CIR7 RIEH VAPoR HOARDER BR09JG SELL-DRILLER wTH IIDIT TADS BR09JH ENpNG AT PURUN WEB LOG1gN BR09K2• LOWICD AI(AV[-CENRRl1NE OF FRAME -BR06AE CNR.PURLIN LAP SHOWN.CORT.GIRT WI ShAPIE PURLIN w BROBK3+ DIRT YRIII 915U1AT10N VAPOR RETARDER _. BEND WEB TABS f0y1((y'ARD EAVE STRUT END FLUME INT. FRAM[ ,1R.FRAME ,M. FRAME SCRUBOLT(097W)AND SCRUBOLT NUT5 (097267)1/4- CRAYF END BAY F F INTERIOR BAY (HEAD Or SOIUBOLT TO BE ON OUTSIDE OF EAVE STRUT) • I PI/AUN BRACL 1 PURUN OTACC _ CHAFgrt` CHANR ° ) ° ° CNANHEI ° ] o ° ADJUST, S GAGUST. CODES E CHANNEL PURU ORAL (2)PUNUN BMCE GAGE rw PURLIN BRACE (CP8 N(1w.� CNANkTl$ ) ) O ° 2 PUAVN BRACE OE7A0. R09JG I D ) ] e I M T —(Lro-XTTT'.) ® 3 PURUN GRACE ) ) e CHANNELS ® C,UNHELS TRIiIT101Of0 T Imo SHAPE 4 PURUN BRACE ] ) ] ] 4)PURLN BRACE 7 ) ] T CHANNELS P COUNTER I ® +TYPICAL 3+ � 3 TYRCAL L �CLUSTER CLU57� ® STANDARD NOTES: 4. STANDARD NOTES; '+ DEPTH SHAPE WE SHAPE GAGS EAV£ - PURUN$HAVE CLUSICRS Or 4 HOLES FOR ATTACHING PURLIN BRACES. - PURUNS HAVE CLUSTERS Or 4 NOTES FOR ATTACHING PURLIN BRACES. 07=7• 2=ZEE 11 =0,113 D7=�• ZS=ZEE ,1 0.,13 STRUT THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW; THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: OB.B 1/2' C=cEE 12 D.D99 OB B 1/2' CS-CEE 12=0.095 PURLIN O - 00 NOT INSTALL PURUN BRACES AT THIS CLUSTER LOUTION. O - 00 NOT INSTALL PURUN BRACES AT THIS CLUSTER LOUTION, 1 0.to- E-LOW EAVE STRUT 13 OAea ES-LOW EAVE STRUT 13-OABB ..K1•U'.t imN 10- 10• 1,=11,/2` " I.=D,O)9 11. I1 1/Y 0HIS8-RICH EAVE STRUT 14 -0.079 USE(2)1/2•GALV,HE% EAVE PURUN ] -INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. ] -INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. IE-0D73 BB-FACE TO BACK CEE H,-G073 RU75(p97ygp)LOCATE(1) ACE A55Y L SEE SECONDARY ROOF DRAWPIC FOR BRACE REQUIREMENTS, SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS, Ia O.Obe rB FACE TO BACK CEE000 NUI EACH SLOf OF PURLO/ pDA-)(rYP.f (1) I/4' K 0 1/4" 17 O.OaO LF=FACE TO FADE FILE li-OA9° OP PIN (09TAb, -INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE, - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE, (TYP,PER EACH F.ND) PURLIN - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER NO7E; LOW EAVE SHOWN-HIGH EAVE USES SIMILAR PARTS PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A CNEN BAY, meI.v n EAVE STRUT BRACE ^^ '��•a SINGLE CHANNEL PURLIN BRACE .+cP I �' PURLEN BRACE CLUSTER LOCATION PURLIN BRACE CLUSTER LOCATION SECONDARY PART MARK NUMBER -- SPECIAL SECONDARY PART MARK KEY BRO9K5 LOCATED AT lOW EAVE-KR EN FRAWS a BR09PH INICRMEDNtt LOCATION o BR09RY E1Po BAY CWJR4L LOCATION An PURLIN RTIERIOR DAY CHANNEL LOCATION EN5181 a COMMON CIRERAIED MARK NUMBERS ENS1B2 GOLAMON CCN[Rnt[D A/ARX NLn+nERs >> PTJ(TIELOCG) 7' •,/]• -(•1 1/2•A307 THST 3 1 2• 3 5/6• �� // " PURUN IwUN kEAAl1e(09 396"S) JIB � WALofo aw CONIELIK111 STRUT ERECTION DRAWING PART MARK L2 3/4� 2, '/B , I F' i S:i Via° I`a i1`p"ir)' 5 V.I` OR PC7, «MAGI Age SA' Ir I IIF—all CIC] EAVE M) 1 yA `\--_ S IMPRN PURLIN 9AY /1 W 1 B 3 7-UP EAVE STRUT T1,� PC)OR EAVE STRUT BRACE STRAP BAY NUMBER Pry A sT 1/2 P(TRLm L15E 40• rc• PCS r (ESBSIL AT B 1/2•, 10•, ROOF(R)�WALL(W) NUMBER LIP- _ 1; rot Lr(e0um> - a,�2,,0 Wrnoslaso)AT T P1IRL7 J. BUILDING SHAPE G+ ,, /z wRuas (SEE HIM PLATE SECTION "A" (SEE CHART) I. A325 BOLT (490BO)• FRAME THE BAY/BUNDLE CODE 2,/,• 2 T/9- - ' RMTC, / 51oM PUTE IDENTIFIES THE BUILDING r THREE LAP BOLTS REFER TO CTION DRAWINGS FOR IL--.��'��JI 9R,T0 CUP COINCC11f}T ALL CLIP ARK IAAMCRS ANO LOCAnPK ROOF/WALL PLANE AND BAY 3 1 2• r RE00.A,ALL U9 ENDS 1�QN io ro is ESH, USE I/2 x 27 ORAL, tC �piOC ILD1 ;07 ) A326 BOLT(097280) S,D-L01N(II,ri 36 ro•GG rsw IN LIEU OF (49080) 10•l 11 1/2'PURUIq SE BUNDLE LOCATION KEY �"^' "• PURLIN AND GIRT SIZES '• PURLIN / GIRT '^'• ' PURUNS AT INTERIOR FRAME ��'•• ANT-ROLL PURLIN CUPS "" CAVEATS CONNECTION •EN5153 s All SECONDARY DCPn15 EN53G1 10.26AIm1 ENIijHT 11 I/2.292mm RS01 UI ~ CEN1WNDU5 Pl/i[lJTls ^R503J1 WIEN aT.000tkn By[If91CAf RS12PA AT INTERIOR FRAME ,hASH�a��\``�s PuaLw DR / EnvE STRUT aS\ / wsER1 PMKu a1P ADAPT[R S AWA30J THRU HOL SAND BIRO LIDS AWAY TROY SPLICE. f L) PANEL-ClIP ADAPTER USE A PANEL CUP ADAPTER AT THE ENDS OF PURLINS �� EAVE WHERE A PANEL CLIP OR PANEL EA `.,.Y .y4: EAVE ATTACHMENT MUST BE MADE, 1 'a y ^RS12PJ TED STRUT WHERE STRUTPANEL CLISTOP$BUTVCOARICCI ON REQUIRE PERMIT SET-For Building Dept.Approval 1 UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENEssEE ST.KANSAB Crrv,MO64102 ROOF SECONDARY DETAILS 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLCABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USEDjoep STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. REv DATE BY Df bCRP1,0N °L" C'Relll Automotive Stores,Inc. 199 BUTLER MFG.ENGINEER'S SEAL DOES NOT usIOMEP 199032 OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL.CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE OReilly Automotive Stores,Inc. DATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCATKM �p 04118/2012 3 REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED, ANY OTHER PRODUCT E COMPONENT Arts ton.Washington DuwICNE« FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG, DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, *6T Ar1ifK,)tOn,WA Butler MRnuFect MEN SGG Pa. SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING. tJTS AR2 2012 2 PACE 11 n ..n,,....,, •n•^,nr FLFYAYr' •[,n.v...•w nvw.�,--"' .... ,ryI A rM I ' A C IMPORTANT NOTE: FIELD WELDING IS REQUIRED ON THIS PROJECT H027 Tx a H027 G H027 LEDGER ANGLE (ABX-) 0 W 0 En pC FIELD LOCATED EQUAL r w TO FRAME HEIGHT a � o O . p ao (SEE NOTES) F g F J F Non-BMC Masonry Wall - \ co \ - � N I L '-4 � I M r-I 1. 20'-0" 20'-0" 20'-01, 75'-0" BL BL NOTES, SECONDARY ELEVATION AT 1 1. The masonry/angle connection design is the responsibility of the masonry wall structural engineer. 2. Maximum spacing of the masonry/angle connection is 5'-0" o.c. to accomodate the ledger angle design. Attach the ledger angle to the masonry wall at each purlin location. 3. Masonry anchor must bear on/in fully grouted cells. Ledger angle design is based on connections with Simpson "Set" Epoxy System (or equal) embedment depth of 6 3/4" with 3/4" (� 1C% diameter all bolts. All wall anchor holes in ledger �J�OF /AS�q, f`3, angle are field-located, 13/16" dia. 4. Refer to Reactions Package for loads imposed on masonry wall from ledger angle. .Q, �PEMIa80�Q' /ST,� �40t;,sL�'�' PERMIT SET-For Building Dept.Approval =Arli an%AIA Wan=1 1.UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING ' NS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST.KANSAS CITY,MO641o2 SECONDARY ELEVATION AT 1 SECONDARY CONNECTIONS. 2.FLANGE BRACES ARE IO INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED .Cl STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER, THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG ItEV DATE ar DE. dReili AutomoliveSlares OG" JOB' Stores, igg03p BUTLER MFG.ENGINEER'S SEAL DOES NOT OF WALL AND ROOF SHEETS APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE jO1AEP O'Reilly Autofm ive Stores,Inc DA- 2012 04/1S/ 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCA1°" Arlin on,Washin on o"A04li8/" FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, "oJECT Arlington,WA eutlerMBDur�n,dAa MDN SGG SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING Scale 1:75.0 ULDEB•s PMAR2 y 2012�2 12 Q ENAYF .... OFrame Member ochedule 0 Rod and Strut Bolts Part Width Thick. Webthk Depthl Approx. Lgth OPart Mark Key Id Qty ASTM Bolt Diam. Bolt Length • SBX001 6" .2500 .1345 1'-6" 19'-11 7/16" 1 GFA200 1 3 A325 3/4" 2 1/2" SBX002 6" .2500 .1345 1'-6" 19'-10 13/16" 2 GFB- (Flange brace - see notes) I SBX003 8" .2500 .1345 1'-6" 291-10 7/8" SBX004 8" .2500 .1345 1'-6" 29'-11 7/16" a yINTERIOR PARAPET GUTTER AREA (TYP. ALL BAYS) J PAGE 16 *+ SBX001 1 1 SBX002 1 1 SBX003 1 1 SBX004 RG193X o x RG193X O O O O En b W O b H u Non-BMC Masonry Wall CD FC I 00 I rl 1W2B0 1W2B1 1W2B2 1W2B3 20'-0" ( 30'-0" 30'-0" . 0 0 CL CL CL ` 100-0" BL BL SECONDARY ELEVATION AT A NOTES: 1. Flange braces must be placed at fully grouted cells. 2. Maximum distance between flange braces is 8'-0" o.c. Spacing less than 8'-0" o.c. is permitted only when braces are located at fully grouted cells. 3. Connect girts to the wall with clip angle (XXXXXX) at fully grouted cells. Connection spacing not to exceed 4'-0" o.c. 4. Fasteners for girt attachment to masonry wall are NOT by Butler Manufacturing. See masonry structural drawings for connection requirements. 5. Align flange braces with metal studs prior to connecting. 6. Maximum distance between flange braces is 8'-0" o.c. `�L'L'1,;� Spacing less than 8'-0" is permitted only when braces �f are located at vertical studs. 7. Connect the girt outside flange to the wall at steel `, .JF1�J�� �R stud locations. Connection spacing not to exceed 4'-0" o.c. co 8. Girts must be attached to the wall in order to achieve a stable structural system. `G 9. Field work is required to cee girts for flange braces, q, rF=-4843c 4C wall clips, and wall connections. 10. Refer to Reactions Package for loads imposed on masonry ' wall at wall secondary connections. ,rN��� 4' wwWJJ L PERMIT SET-For Building Dept.Approval llllll I 1n�1=x 1 UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG- IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST KANSAS CITY,MO 64102 SECONDARY CONNECTIONS. SECONDARY ELEVATION AT A MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED JOBN REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG 4EV GATE 9V OESCRIPTgN WILDER O'Reill Automotive Stores,Inc. 2.FLANGE BRACES ARE CONNECTIONS. INTEGRAL PART OF THE STABILITY OF THE 9 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO EREC11ON BUTLER MFG.ENGINEER'S SEAL DOES NOT 199032 OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDJOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE :u AT N O�Reilly Automotive Stares,Inc. onTe GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS acgTro+ �nEA 04/18/2012 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT E COMPONENT Arlin on,Washin on oKAti e.eMEeK FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. BuBerManuFacturing MON SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, �XO'�OT Arlington,WA SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING NT6 fmLUEHS Pa AR2^^"^.J J •' 2012.2 PAS 13 ...�....... .....�... ra cxAue ....... - __ •o• ' A C IMPORTANT NOTE: FIELD WELDING IS REQUIRED ON THIS PROJECT $4 y H027 H027 H027 a $a T 0 NW LEDGER ANGLE (ABX-) W 1 FIELD LOCATED EQUAL ra � a TO FRAME HEIGHT a o E 4 o (SEE NOTES) +' _. El CD U E I v� c a' m d Non-BMC Masonry Wall C\1 au i r+ � I Ln ,� rt a 15'-0" 20'-0" 20'-0" 20'-0" 75'-0" EL SECONDARY ELEVATION AT 5 NOTES: 1. The masonry/angle connection design is the responsibility of the masonry wall structural engineer. 2. Maximum spacing of the masonry/angle connection is 5'-0" o.c. to accomodate the ledger angle design. Attach the ledger angle to the masonry wall at each purlin location. 3. Masonry anchor must bear on/in fully grouted cells. Ledger angle design is based on connections with Simpson "Set" Epoxy System (or equal) embedment depth of 6 3/4" with 3/4" diameter all bolts. All wall anchor holes in ledger (� R r" tit angle are field-located, 13/16" dia. 'tix"x Y 4. Refer to Reactions Package for loads imposed on masonry i '6` wall from ledger angle. ,2- PERMIT SET-For Building Dept.Approval Shape Narre=Affington.WA Wall=3 1 UNLESS NOTED,USE 1/2 X 1 1/2 X325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG,ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING t ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GErESSEE ST KANSAS CITY,MO64102 SECONDARY CONNECTIONS. SECONDARY ELEVATION AT 5 2.FLANGE BRACES ARE CONNECTIONS. INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG uv D"rE BY Desc"mn N 11ULOE8 O'Reilly Automotive Stones,Inc. 199032 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION BUTLER MFG.ENGINEER'S SEAL DOES NOT OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE O'Reilly Automotive Sloles,Inc. SEA °P 0411 B/2012 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS oc"11ON Arlin on,Washington DRAVRC aca FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG •"wecr Arlington,WA EuderManurectunng MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING �S I, °EN4 AR2 2012 2 ^^l.^^J J • . a " 14 Secondary Part Schedule 1 31 _10 1/4" O Frame Member Schedule Mark Part Thick. Depth Lap Detail Part Width Thick. Webthk Depthl Approx. Lgth G1 llC2905411DL00 0.1130 11 1/2" MW02A,MW03A,RF008,WS01K2,WS0lL2 ❑Dimension Key SBX005 B" .2500 .1345 1'-0" 29'-11 7/16" G2 lIC2811411LLOO 0.1130 11 1/2" MW02A,MW03A,RF009,WSO1K2,WSO1L2 OPart Mark Key SBX006 B.. .2500 .1345 1'-0" 29'-10 7/8" G3 1OC2905411DLOO 0.1130 10" MW01A,MW0IAV 1 GFA200 SBX007 6" .2500 .1345 1'-0" 19'-11 7/16 i G4 1OC2811411LLOO 0.1130 10" MW01A,MW01AV 2 GFA106 SBX008 6" 2500 .1345 1'-0" 19'-1 7/ " O Rod and Strut Bolts Id Qty ASTM Bolt Diam. Bolt Length 1 2 A325 3/4" 2 1/2" 1 2 3 q 5 v m SBX005 1 1 SBX006 n l SBX007 1 1 SBX008 RG193X rl TT W RG193x 1 2 4 l(Flip) 2(Flip) 0 Additional Girt G3 (Flip 90 Degrees) Additional Cee Girt G4 (Flip 90 Degrees) U E 3/8" SAG ROD BRACING (TYP.) o d ID SEE DETAILS BR02J1, RR305 Non—BMC Masonry Wall r1 AND RX200 (SHEET 17) N fV I 1W4B0 1W4B1 1W4B2 1W4B3 30'-0" 30'-0" 20'-0" #I- 20'-0" CL CL CL 100'-0" BL BL NOTES: SECONDARY ELEVATION AT C 1. Flange braces must be placed at fully grouted cells. 2. Maximum distance between flange braces is 8'-0" o.c. Spacing less than 8'-0" o.c. is permitted only when braces are located at fully grouted cells. 3. Connect girts to the wall with clip angle (XXXXXX) at fully grouted cells. Connection spacing not to exceed 4'-0" o.c. 4. Fasteners for girt attachment to masonry wall are NOT by Butler Manufacturing. See masonry structural drawings for connection requirements. 5. Align flange braces with metal studs prior to connecting. ��`�" 6. Maximum distance between flange braces is 8'-0" o.c. N Spacing less than 8'-0" is permitted only when braces \�✓ h �lA - o,y�� are located at vertical studs. 7. Connect the girt outside flange to the wall at steel stud locations. Connection spacing not to exceed 4'-0" o.c. 8. Girts must be attached to the wall in order to achieve a stable structural system. �Q�PE4A4fi0�q 9. Field work is required to cee girts for flange braces, wall clips, and wall connections. Nt 10. Refer to Reactions Package for loads imposed on masonry .Apprval 1 �L PERMIT SET-For Building Dept.Approval wall at wall secondary connections. Show Nwma 1.UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST KANSAS CITY,Mos4102 SECONDARY ELEVATION AT C 2 FLANGE BRACES ARE CONNECTIONS INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIORS ERECTION REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG REv DATE ev DESCRPTpN UILDER O'Reill Automotive Stores,Inc_ J19 BUTLER MFG.ENGINEER'S SEAL DOES NOT :usT ER 199032 OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE O'Reilly Automo8ve Stores,Inc DATE 3 REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ocATpR �f D4/18/2012 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. Arlin on,Washin on DR VW HECK FURNISHED BY BUTLER EXCEPT UI ANY Raecr Arlington,WA Do.,M.oefw—g MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, SPECIFIED BY BUTLER, INCLUDING THE CORRECT USE OF TEMPORARY BRACING Scale 1:100.0 3UM.DERS Pp AR2 a 2012.2 4 PAGE 15 _.DEWALLSIDEWALL fSIDEWALL r SIDEWALL PURLIN TTT FLANGE AH GFB-) (ALISTUD) FLANGE BRACE (GFB-) p a 1/2" ANCHOR I FIELD DRILHOLEIXX WALL CLIP (EBC92) (ALIGN WITH GROUTED CELLS) (NOT BY BMC) I USE (2) WITH }pFIELD DRILL 9 16"0 HOLE A325T BOLT WITH 1(4'-0" O.C. MAX) / CEE GIRT (2) WASHERS EACH FIELD DRILL 9/16"0 HOLE USE (1) 1/2" X 1 1/2" (SUPPORT CHANNEL) (8 MAX)USE (2) 1/2" X 1 1/2" A325T BOLT (49080) WITH 1/2" ANCHOR3/4"0 ANCHOR A325T BOLT (49080) (2) WASHERS (095872) (NOT BY BMC) I(NOT BY BMC) (8'-0" O.C. MAX) CEE CIRT CEE CIR0 (VERTICAL) p 3/4"0 ANCHOR (VERTICA(NOT BY BMC)CEE GIRTSELFDRILLINGSCREW (097405) 3/4"0 ANCHORl (5'-0" O.C. MAX) (NOT BY BMC) CEE GIRT CEE GIRT FLANGE BRACE (GFB-) WALL CLIP (EBC92) i p (ALIGN WITH GROUTED CELLS) WALL CLIP (EBC92) (4'-O" O.C. MAX) "VERTICAL GIRT TO 1/2" ANCHOR FIELD DRILL 16"0 HOLE 9 STUD CONNECTIO (NOT BY BMCN / (4'-0" O.C. MAX) FIELD DRILL 9/16"0 HOLE ) USE (1) 1/2" X 1 1/2" FIELD DRILL 9/16"0 HOLE USE (2) 1/2" X 1 1/2" (NOT BY BMC A325T BOLT (49080) WITH USE (2) 1/2" X 1 1/2" MASONRY WALL A325T BOLT (49080) (2) WASHERS (095872) A325T BOLT (49080) (NOT BY BMC) (8'-0" O.C. MAX) FIELD DRILL 16"0 HOLE 1 USE 1/2" X 1 1/4" A307 MASONRY WALL FIELD DRILL 9/160 HOLE THIN HEAD BOLT (096636) (NOT BY BMC) USE 1/2" X 1 1/4" A307 MASONRY WALL (5'-0" O.C. MAX) THIN HEAD BOLT (096636) (NOT BY BMC) (NOT BY SYSTEM BYBMC) (5'-0" O.C. MAX) an.OATL.WWZ Inv,Now 1 GIRT CONNECTION TO MASONRY WALL Kv.°"Tr 12 REV.'m00 GIRT TO GIRT CONNECTION W/MASONRY WALL Wv.aTE:D2row'r rdv.N0'0D SUPPORT GIRT CONNECTION TO MASONRY WALL "' °"`°'/3 " "fl''201*11 GIRT TO GIRT CONNECTION W/STUD WALL MWO1 A (FIELD LOCATED FLANGE BRACE AND WALL CLIP) MWO1 AV 11 (FIELD LOCATED FLANGE BRACE AND WALL CLIP) MW02A (FIELD LOCATED WALL CLIP) MW02AV (FIELD LOCATED FLANGE BRACE) NON-BMC WALL (4) 3/4" DIA. ANCHORS SIDEWALL 70 WALL NOT BY BMC SUPPORT ANGLE (ABX-) PURLIN I • • • - --- --1LtJ -- - -— CEE GIRT • (SUPPORT CHANNEL) 6" LEG IS • 3/16 AGAINST WALL ' GIRT CLIP PLATE (1XP-) NON-BMC WALL FAB. GIRT (SBX-) SELF DRILLNG i SCREW (097405) BL SW (5'-0" O_C. MAX) 3/8" GIRT CLIP GIRT CONNECTION I ; GIRT --- PLATE (1XP-) TO STUD WALL ELEVATION (NOT BY BMC) + + + + FIELD WELD CLIP PLATE TO SUPPORT ANGLE USE (3) 3/4" X 2 1/2" A325T 1/2" X 4" X 6" 3/16 WALL SYSTEM HI-STRENGTH BOLTS (097284) SUPPORT ANGLE (NOT BY BMC) (ABX-) SECTION REV.DAM-01/31/12 REv.NO DO SUPPORT GIRT CONNECTION TO STUD WALL REV,DAM02/14/12 1 M.N°°° SIDEWALL FAB. GIRT CONNECTION MW03A FIELD LOCATED GIRT CONNECTION RG193X TO LOAD-BEARING MASONRY WALL . ASy/hG' a ? co PERMIT SET-For Building Dept.Approval 1.UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTLRING SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST KANSAS CITY,M064102 WALL SECONDARY DETAILS 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG NEv DATE sr DESCRIPTION 1"LDER aoea O'Reilly Automotive Stores,Inc. 199032 BUTLER MFG.ENGINEER'S SEAL DOES NOT THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 01 08/13/2012 PH Removed in licable/du licated 1STO"�ER O'Reilly Automotive Stores,Inc. DATE OF WALL AND ROOF SHEETS APPLY TO THE PERFORMANCE OR DESIGN OF �EIA 04/16/2012 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS details,added RG193X D`Ai Arlington,Washington DRAMJCHECK DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG. —ECr FURNISHED BY BUTLER EXCEPT TO ANY BWerManufacNrin9 MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Arlington,WA PAGE SPECIFIED BY BUTLER. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS 1uLDERs Poa AR2 2012.2C 16 8/13/2012 12:30:32 aLL"A"c 199032 12-B710 Arlington,WA "" •a" IIIMt E IRo[eMa 3 I 1 ERECTION DRAWING PART MARK ADJUST,TIIIJ S 3/16' 3' ADJUST. CODES [� SPLICE PLATE GAGE CAGE R -- -- - ----- --- - 1 W 1 B 3 TH mI H`M arS aa' An''1°•(&"f`I.e-I Inl I uP HY A(W4 Y IlAI"K"a"�" T BAY NUMBER DEPTH COUNTER YT� OOF(R)/WALL(W) NUMBER 3/16 r DEPTH SHAPE GAGE BUILDING SHAPE DEPTH SHAPE GAGE LEDGER ANGLE FLANGE BRACE REQUIREMENTS: 07=7" Z=ZEE 11 -0,113 07=7' ZS=ZEE 11 =0.113 0B B 1/2' C=CEE 12 0.098 �=8 1/2' CS CEE 12=0.098 RULETI- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED, 10 10' E LOW SAVE STRUT 13=GA88 10- 10' ES-LOW GAVE STRUT 13-O.OBB THE BAY/BUNDLE CODE RULEY2-SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON II-HO•EAK SiRN CROSS SECTION IS NOT ACCOMPANIED BY(2. 11=11 1/2' 14=0.079 11 = 11 1/2' HS-HIGH EAVE STRUT 14 0.079 > IS=O07] BB BACK TO BACK CEE IDENTIFIES THE BUILDING RIA.EN3-FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB re•FATE 10 9LrAl CIE IS=0.073 3 5 - YA,EN PART MARK IS AGCOMM EA By(2), 16=OA60 FT=FACE TO FACE CEE 16 0.068 ROOF/WALL PLANE AND BAY 3 1 2• RULE04-104tMe ER POSSIBLE. PLACE SINGLE BRACES TOWARD THE 17-0.060 17 DAM CENTER OF THE BUILDINO. RULE05-WHENEVER POSSIBLE,PLACE ALL SINGLE BRACES ON THE SAME SIDE OF THE FRAME WEB, ••10'&II 1/1'PURUNS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP, m• v r w�M +• ^ 10' "" SECONDARY PART MARK NUMBER " m SPECIAL SECONDARY PART MARK KEY "' SECONDARY BUNDLE LOCATION KEY ""' PURUN /GIRT LEDGER ANGLE a BR06AE C01F1. PURUN LAP 511GOWN,BCONTE GTRTN&SCMPIE PURUN w EN5181 COMMON CENERILTEO MARK NUMBERS EN$1B2 COMMON GENERATED MAIBI NIAABCRS EN51 B3 mr ALL SECO,nWY OEPINS EN53H1 r 11 1 Y M21Rm e"a H027� SPLICE NOTE:(2)SHIMS(CACX-) DMLDNG LNr 1b FIELD DRILL PROVIDED PER BRACKET TO AT INSIDE FACE OF FIELD WELD CLIP TO ANGLE, FIELD GRILL 9/16 .D USE(4)1/2-X 2-A325T 9/16.0 HOLES USE(8) 1/2'X 2•A325T THEN ATTACH PURUN HOLE N LEDGER ZCUE FIELD DRILL 9/16'4 HOLES AS REWIRED. ADJUST ANGLE/Hf.OF MASONRY WALL HI-STRENGTH BOLT(097280)& IN CEE GIRT AND HI-STRENGTH BOLT(007200)&1/2' BRACKET CONNECTIONS 1/2'HEAVY HEX.NUT(095230) LEDGER ANGLE AS HEAVY HEX.NUT(095230)AT CHANNELS USE ACCORDINGLY. REQUIRED. PURLIN PURUN " I m „ ,/2• 1, L/r O elf PIIRUII C70 BLOCKMASONRY PURUN PURL°? (GCOM1060) 1/8 S•MINIMUM BLOCK WALL 11 1/2-CEE O SELF ORRLYC USE(2)1/2'X 1 1/2' LEDGER ANGLE (NOT BY BNC CUP (CEE FART UNDER SCREW(621400) SELF DRILLING A3251 BOLTS(48080) (FIELD LOCATED) ROOF SECONDARIES) I 5'-0'O.0 BL SCREWS(097405)FIELD DRILLBRACKET EC110N 9/16.0 HOLES 2' 3' 3' 2• 3' 3' (BRSX-) PLATE(IXP-) FIELD LOCATED LEDGER ANGLE LEDGER ANGLE FRAME ATTACHMENT ATEACH PURUN CEE CHANNEL 3/a-WALL.PLATE 11 1 2' 11 1/2' i/8 3 MINIMUM SHOULD BE W A FULLY GROUTED / SUPPORT CELL(ANCHOR NOT BY BMC)REQUIRED) ) °HANK CHANNEL H'I--STRENGTH-BOLTS(i09 200)AND 1/2'HEAVYHEX,NUT(095230) FAIL GIRT(SBX-) I I NGLE(SPNAREL BEAM) SUPPORT ooao BOO MASONRY ANCHOR ANGLE(ABX-) '•-•.....-----..�.. (NOT BY BUG)SHIM PLATE USE(I)1/Y%2'A328i N-$IRENGTH BOLE SHIM PLATE USE(2)I/2'%2'A325T W-STRENGTH BOLT 0)&1/2- ' (8) 1/2•X 2'AJ25T USE(3)3/4•X 2 1/2•A32ST (IF flE0'D) (097250)AND 1/2-HEAVY HEX.NUT(696230) (IF REO'O) (0072D0)AND 1/2'HEAVY HEX.NIT(1196230) NFAW HEX.NUT(W5230)AT CHANNEL -STRENGIN BOLT(097200) 10-STRENGTH BOLT(097284) AT PURUN AT PURLIN SECTION B—B AND 1/2'HEAVY HM NN AND J 4-NAVY ILEX.NUT a NKAa,WIw arm nr.ax u a+r .Kw u la�rm w>vPYn r.+m ""-•""' T-m PURUN CONNECTION TO CEE CHANNEL CHANNEL BRACKET TO TAB. GIRT EAVE SUPPORT AT LEDGER ANGLE '0 rm It 1/2• EAVE SUPPORT GIRT PURUN CONNECTION TO LEDGER ANGLE SAVE STRUT TO LEDGER ANGLE RFOI6 AT CORNER WITH MASONRY WALL R1 Z AT LOAD-BEARING MASQMRF WALL RFOOS AT INTERME041EE IYEAME RF030 AT LOAD-BfARNO MASONRY WALL RF03( Al LOAD-BFANR'IC MASONRY WALL RF03Z SPLICE HEW LOAD-GEARING MASONRY ENDNALL 62Z-BOLTED i_ FIELDIMPO LOCATE IE(4) FIELD LOCATE(4)9/I6.4 1•�•1(F • O HOLES N GIRT(SEE DETAIL RX200), y t 'L.iplN[ 411.RTGIRT PURUN INSERT BOLTS FROM ,iyGIRT LEN0111 UNDERSIDE OF GIRT. E HLAR ZEE qRT SHOWN1 CEE qRT SIMILAR(SAG ROD)UPPORT OD %.-X. ,BRACE RCLIP(CFC2) CEE GIRT(FLIPPED I8V) 11(17A-��(4ER µ5530] 1 WEN CEE CHANNEL I —�~ CART FILLER ANGLE USE(2)5/I6•X I" I (CFA-)W/(4)55307 SELF DRWNG SCREWS(0974G5) !C 11-1/2'CEE GIRTATEACHPURUN BETWEEN SPUCFS MAY BE SHOP 'WELDED(GCB_OR GCL) I I 1/P GIRT CLIP(GCZZ-) NOTES: MY BE SHOP USE(2)1/2-X 1 1/4-THIN 1. FIELD LOCATE 9/16'DM.HOLES AS SHOWN. NELOW(GCZ-) HEAD BOLT(0966M)NA 1/2"HEX.MIT(005032) 7,8 1/2'.10'DRYS I 1/2-DINTS; "0 " "'rm PURLIN CONNECTION TO CEE CHANNEL E''""u1 " BRACING CLIP TO FLIPPED CEE GIRT awe I u rm FIELD HOLES IN CEE GIRT FOR BRACE CLIP er a GIRT CONN. AT COLUMN Yr GIRT CONN. AT COLUMN RF033 NEAR LOAD-BEARING MASONRY ENIWYALL RR305 r STRUCTURAL FRAMWO-BRACING R%20O STRUCTURAL FRAMING(BRACING) r WSOIK2 SPECIAL SET ON FLUSH GNtTS OR NgT LARGE FLANGES r WSOtL2 INSET OR FLUSH GIR15 J EIL i1 71jti �� VAS 4 n AN PF4EN:so 1Y PERMIT SET-For Building Dept.Approval 1 UNLESS NOTED,USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL THE BUTLER MFG.ENGINEER'S SEAL APPLIES THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF BUTLER MANUFACTURING IONS. ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEEST.KANSAS CITY.MOB4102 ROOF AND WALL SECONDARY DETAILS SECONDARY CONNECT 2 FLANGE BRACES ARE ILO INTEGRAL PART OF THE STABILITY OF THE MFG.AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED,REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG RLV DATE By DESCRIPTION iOf" O'Reip Autonmfive Stores,Inc 199 BUTLER MFG.ENGINEER'S SEAL DOES NOT uaYcwLR 19E OF WALL AND ROOF SHEETS. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND70R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE Oil08/13/2012 PH Updated detail sheet, O'Reilly AutlJmoUve Stores,Inc. own �FA 011192012 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED, ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS TO"' Arrington,Washington OMVACHECK FURNISHED BY BUTLER EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE BUTLER MFG " Arlington,WA Bu9erManufe tunng MDN SGG DESIGN OR PERFORMANCE REQUIREMENTS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, SPECIFIED BY BUTLER INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS rADENMPO AR2 0 2012.2C11 PAGE 17 6/20/2012 9:49:24 F1E11""`E 19903212-8710 Arlington,WA NOTE: SPECIAL NOTES: FIELD WELD BOTTOM SPANNING 1. FAB. GIRTS MUST BE SUPPORTED HORIZONTALLY UNTIL ALL MEMBER TO THE TOPS OF BOTH USE (3) 11/32" X 7/8' CONNECTIONS AND BRACING HAVE BEEN INSTALLED. 3 10 FAB. GIRT FLANGES. SCRUBOLTS (097351) AND SCRUBOLT NUT (097267) 2. SCUPPER IS TWO-PIECE. INSIDE PIECE IS FIELD WELDED TO THE GUTTER. FIELD CUT SCUPPER TO LENGTH TO FIT I I j I I BLOCK STUD APPLICill OUTSIDE PIECE IS CONTINUOUSLY (ONE AT EACH END AND ONE LEFT SIDEWALL FIELD WELDED TO LEGS OF INSIDE PIECE. Vj='FAB. GIRT FLANGE AT THE CENTER POINT OF EACH SPANNING MEMBER.) 3, CONDUCTOR PIPE IS TO PASS THROUGH WEB OF FABRICATED 1 1/4' SPANNING GIRT VIA A FIELD-CUT 8" DIA. HOLE. A COVER PLATE WITH FAB. GIRT WEB- Q TACK ( ) AN EQUAL HOLE DIA. IS THEN FIELD WELDED OVER THE MEMBER 530495 HOLE IN THE FAB. GIRT. FIELD CUT TO LENGTH. io SPACE AT 4'-0' O.C. CAP FLASHING BLOCKING FAB. GIRT FLANGE WITH CLEAT SYSTEM (NOT BY BMC) 5. SCUPPER QUANTITY IS TO MATCH DOWNSPOUT QUANTITY. (SEE ROOF PANEL EVENLY SPACE THE SCUPPERS ALONG THE BUILDING LENGTH. In DRAWINGS) �r 6. PARAPET GUTTER AND SCUPPER(S) ARE MADE OF STAINLESS 3 3/4" SPANNING COUNTERFLASHING STEEL MATERIAL. * SUPPLIER ITEMS. 3/4'm ANCHORS WALL PLATE _ MEMBER (530497) 7. ALL VOIDS UNDER GUTTER MUST BE FILLED WITH INSULATION (NOT BY BMC) (705098) FIELD CUT TO LENGTH. TO PREVENT CONDENSATION. INSULATION TO BE INSTALLED LOCATE ONLY SPACE AT 4'-0" O.C. PER ARCHITECTURAL SPECIFICATIONS. AT FULLY GROUTED CELLS. MASONRY WALL (NOT BY BMC) 1'-5 3/8" SECTION A.1 SECTION A.2 TO END OF PANEL MR-24 IMPORTANT* SEE SPECIAL NOTE N7 ROOF PANEL LEFT SIDEWALL SCUPPER fILEFT SIDEWALL (BY SUPPLIER) SEE DETAIL sC-1 z PARAPET GUTTER (BY SUPPLIER)ACTUAL EAVE HEIGHT * PARAPET INSULATION (NOT BY GUTTER * PARAPET GUTTER BMC) SEE DETAIL IN-1 FIELD WELDED (BY SUPPLIER) (BY SUPPLIER) FOR DOWNSPOUT A • FACTORY-WELDED I COVER PLATE INSTALLATION, SEE DOWNSPOUT DETAIL as-1 (BY SUPPLIER) INSULATION RETAINER (650209) 36- COVERAGE- RETAINER STRIP I LAP 2' AND SECURE WITH WITH MASONRY a SELF-DRILLING SCREWS (1) 3/4"0 ANCHOR SPANNING MEMBERS FAB. GIRT FASTENER (097274) AT 1'-0" O.C. (NOT BY BMC) TYP. 6' DIAMETER (NOT BY BMC) UNFACED INSULATION A 2 WALL PLATE (705098) (NOT BYPBMC) NO-HUB COUPLING/ VAPOR RETARD (NOT BY BMC)ER OFT PIPE EST. 4'-0" O.C. ( ) / NOT BY BMC �j FIELD WORK VAPOR O O FLANGEEBRACESND FAB. GIRT (SBX-) A.1 FIELD DRILL 9/16"0 HOLE DETAIL DS-1 DOWNSPOUT DETAIL DETAIL IN-1 INSULATION DETAIL USE (1) 1/2" X 1 1/4" PARAPET GUTTER WITH NON-BUTLER WALL SYSTEM PARAPET GUTTER WITH MASONRY WALL HEX. BOLT (095085) AND 1/2" HEX. NUT (095032) FLANGE BRACE (GFB-) LEFT SIDEWALL ALIGN WITH GROUTED CELLS O AND FIELD BEND O FOR ATTACHMENT STEEL FRAME I FIELD CUT BY BMC GUTTER AS REQUIRED 1/2" ANCHOR (NOT BY BMC) CPIECE) ER •^' 4JAj,7 TrEasy,,A SCUPPER (OUTSIDE I PARAPET r ,�•' PIECE) GUTTER Fi IMPORTANT: SEE SPECIAL NOTES. } 'p FE'38M O SECTION J '�`� ST'r4� erg MID-BAY CONDITION DETAIL SC-1 SCUPPER DETAIL �..h r- PARAPET GUTTER WITH NON—BUTLER WALL SYSTEM LY'4 PERMIT SET-For Bldg. Department Approval G Yr I THE BUTLER MANUFACTURING ENGINEER'S T�I,S���D��I�UWRIG.INCWDINO THE WromAgTOM HEREON. BUTLAP MANUFACTURING RI THE WORK I16AMRN5 THE PROPERTY Of BUTLER MAINIWACnIRR1G. BUTLER MANUFACTURING ` 1. UNLESS NOTED, USE 1/2 X 1 1/2 A-325 SNUG TIGHTENED BOLTS FOR ALL is PRaaoEn SOLELY FOR utECTrrIct�Ln�c eue0wc WALL SECONDARY DETAIL SHEET PRODUCT OF BUTLER PERFORMANCE �1}{�IpUnRPO� �7B71Ui ED FyA 1540 GENESSEE Si. KANSAS CITY. MO Cr1102 IDS SECONDARY CONNECTIONS. AND DESIGN AND PERFORMANCE BPP 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABWTY OF THE REOUREMENTSSPEC URINGENGINER APPROVAL OF BUTLE YAWRrIURINC. REV DATE er DESCRIPTION THEBUIREMENTS FAECIFIE GE BUTLER RS O'Reilly Automotive, Inc. �a 199032 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION SEAL DO ES N OT APPLY TO THE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY 01 08/13/2012 PH Minor cosmetic revision_ cusTommO'Reill Automotive, Inc. pUTLER* IE 19/2012 OF WALL AND ROOF SHEETS. PERFORMANCE OR DESIGN OF ANY OTHER RESPONSIBLE FOR ACCURA GOOD DUALITY WORrM OUPLOWBIONPRODUCT OR COMPONENT FURNISHED BY IN ERECTING THIS BULDWG W CONSORYANC£WRH TITS Arlington, Washington DRAWN CHECK 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BUTLER E%CEPTTO ANY DESIGN DR DRAW9NG DETAAS REFERENCED IN THIS DM0 / PERFORMANCE REQUIREMENTS SPECIFIED AµLLp A�PpPIuJCABLE BSTRY AUNTLLEpRO IAViUfACR.RBNO ERE GUIDES, Arlington, WA Butler Manufacturing MON SGG BY BUTLER W.CTICIN tltCI.Ul 1HE CO�i£CT USE Or PORARY �IDEIt'S POR �Z 2012.2 Pam' 18 BRACING_' ms .+Aloe a il,SeRl•eiarnw Nola AI..rA I.--