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Plans (47) M EC2018-00719 COPYRIGHT 2017 This document is an instrument of service,and ® 9 ® 0 © @ E GENERAL NOTES: as such,remains the property of the Architect. Permission for use of this document is limited and can be extended only by written 1. ALL REFRIGERATED CASES AND REFRIGERATION EQUIPMENT IS OWNER - agreement with vega architecture Dc I‘SUPPLIED. C, I II SEP 1 I 2,018 I Ill-- — — - — DS1 I I,i DS _ ‘ :S ', i REFRIGERATION SYSTEMS: BF: :tirt.; DiVi, ,',...; smith& , I n f 1 \ 0 El FREEZER CASE. 1t,ii _ ‘I,..... . _ _ ir :ini iLI _ _ ___ __ • D b.ouENcGIhNEeERSr " i 25501 west ve1eparkway,suite 200 FREEZER CASE. °lathe,ks 66061 FREEZER CASE. phone913,345212: fax913.3450617 Fri WALK-IN FREEZER. project number 1718100 - 11 I r I rolP WC.A., -A _ -.i i I, ---ri f...i- - - 1 ri.____ i I vega I i ft ; — \\\,...1 1:1 PRODUCE CASES. r t ____L__i___ 1 \ Et] 1 1 _ -1! 1 0 1 E.....i 1 0 WALK-IN REFRIGERATOR-DAIRY. I, i 'ti 1 t II . 0 PRODUCE ISLAND. il 0 1 0 I : architecture lic I r---, ..---1 -, IL0 BEVERAGE , 25107 geneses trail road 1 „,,„ ..ik ..7.1_12! ... 11,1•0_,..„4, E:1 REFRIGERATED. golden, co 80401 rii":ETR VITAMINS.'''2''' 'N41.-1'Tim 1 ri--- — .01, E. MEAT CASE. 303.872.0487 _ ...... _ „........_ 0 DAIRY CASE. vegaarchitecture.com 1 I I I '4I I 1 FN.- VITAMIN. I lal i 1 4 1 I_ I I 1 , 11, I 1 1, LLI 1 I ' ...I1 1 , 11 , 4+ r n , . I FROZEI rodo- 1 I II 'I I _. _ — — "1 DS c:1—__—_-7-_—__—__—__--__:-:_.--=—_-•:- - :-__--__—=-- - :7-----...i = — - 0 < \--IT\ 1\14-:- ''' ' ----- i , , 0 I co I I i I I ' Im"661 ' a , 0 i: • W 0 . ,, I 1 I , >4. v / rra >in l / , t ro •a I 0 •-• I 0 C4 S 0 ____,.. U- o ,, Z I UN I I r 1 ,c, mil (NI LL -.., ! , (4 / - :.„ . 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PORTIS '- '05.151,aks7 005= ThIs document Is an Instrument of SOMCO,and as such,rem,ains the property of the Architect. : Phone: 720-301-4400 Permission for use of this document is limitact STRUCTURAL DESIGN = PROJECT 16-121 and can tee extended only try written agreement with vege architecture Ile 06.20.2017 -,,.. -------, ,.,•r, 010000 - GfatERAL RECIJIREWENTS: 013200 - 9,JBUIUALS - SHOP DRAWINGS k Pii0QU3 DATA: 020000 - FOUNOATIONS 033100 - REINFORCNG STEEL, 051200 - STRUCTURAL STEEL e54000 - COLD FQR1.4f.D STEEL FRAMING ee'I - Ni e MI construction, unless specifically identified otherwise, shall conform to: The review of shop drawings and other submittals is only for review of general Foundation design based on geotechnicai report prepared by Cs:risen Ceateetinical, Reinforcing steel deformed hers shall casioms to AST/1 A615, grade 60 (fy = 60 Structural steel construction shell conform with the latest MSC 303 'Code of MI cold-formed steel framing shell be fabricated and erected in accordance with ed n S21PE \;(- compliance with the design concept of the project and the information presided in dated March 11, 2015. Based on that repel, the foundation system will be shdlow ksi). Reinforcing to be welded shall conform to ASTM A706, erede 60 (fy = 60 Standard Practice for Steel Buidis.s and ' '..- . MSC 360 "Specification for the manufacturer s recommendations and in accordance with the latest edition of Cregon Structural Specialty Code (OSSC) - 2014 Ecetion the contract &cements. It is the General Contractor s rimponsbaity to review the spread footings_ All construction shed comply with the recommendations at the ksi low alloy deformed bars. Waded wre fabric per ASTlit A18.5. wire per ASTM Structural Steel Buadings - All. ..e Stress esign and Plastic Design , incduring the 'Specification for the Design of Cold-famed Steel Structural Members by the Minrrium Design Loads for Building and Other Structures - ASCE 7-10 shop drawings prior to submitting to the Architect, The General Contractor is eras report. The structural engineer is not responsible tar my geotechnical A82 Welding Seeding of reinforcing shaft be according to AWS 01.4. No tack welding of commentary, and applicable provisions of AWS 01.1 Structural Welding Code, American Iron and Steel Institute. eilEiina Occupancy Category of Beadingon - II respskir ble cor:ming and correlating all guaritilts and reeerisions, selecting aspects of this p(ojeet, reinforcing bars Mowed fabrication processes and techniques of construction; coorrineang the work with Where connections ore not fully detailed in *aliens include all steel-to-steel All studs. joists, tracks and other cold formed steel earning members seen be 0 ,ts 12 sei ese that of all other trod= and performing the work in a safe and satisfactory Owner shall employ a Ceatechnicet Engineer licensed in the State of Jurisdiction to Al! reinforcing steel shaft be detaled and placed in conformance with the latest connections and steel-to-steel portion of el connections to other materials, lubricated from rotted sheet steel conforming to ASTkl A-1003 Type H, Grade 33 1,,"----es.----s mei; , mannerperform necessary testing and inspections for quality control and to ensure that editions of AC1 318 oed the 1:129 Manual of Standard Practice for Reinforced Design connectms for specific forces where shown on the drawings. *ere (t)pical) and Grade 50 for 16ga studs or thicker and shall be 9c/rani/al 060. ;'SsOi.-e STRUCTURAL Lint LOADING, the requiernents of the geetectinical report ore complied with. Test reports shall Concrete Construction , and as modified by the drawings MI reireercing bar bends specific faces ore not shown, design shall be for maximum conditions based an Shop drowings shell be submitted for ail structural items in addition to any Rens be submitted drectly to the Architect and Engineer from the geotechnical engineer, shell be made cold. capacities of connecting members. All clips and other accessories to be fabricated from materiel conforming to ASTM The structure hes been designed in accordance with the building code and/or more required by the specilicetians. The Submittals, Testing & Inspection matrix is with copy to Contractor. A-653, zinc coated structural steel, Grade 50, with 090 galvanized co-etre, Exi-.1.::::*i. i restrictive requirements to loads as given below unless specific areas of the provided as a guide only and may not be oil-inclusive. Construction documents All reinforcing steelincluding welded wee fabric in slobs on grade, shell be Structural steel W shapes sheet be ASTU A992. Channels. anOers, S shapes, plates drawings indicate enffereit loading critatia. Refer to drawings for load schedules. shall not be reproduced for use as shop drawings. Filled excavations or buried structures sects as cesspoois, cisterns, misting ar.o.eately placed old supported by plastic cr metal deers, spectre a hangers. end bass shall be ASTIA A36. Structure! squere ix rectangular tube shcpes shell be Studs ce jaists shod not be spliced without prior approval of structured engineer. foundations. etc., or any unusual sons conditions encountered during site (leering Welded wire fabric must be supported at all panel edges - the 'hook and pull" ASTU A500, grade B (fy = 46 ksi), Steel pipe shall be ASTU A53, Type E or S, - - - ceshile_Leoline Unifam Live Lase The General Centractor shall review and stomp atl shop drawings end product dote or =creation shell be brought to tine attention of the Architect immedately. Do method is not permitted. For concrete surfaces exposeid to view, where legs of grade 8 (fy = 35 ksi). Sleet stud construction for non-bearing curtain wall systems VIM haw vertical Stip ICJ conformance with the construction documents prior to submittal My shop not proceed until written instructions to remedy are received, bar supports are in contact with firms, use plastic protected wre or stainless connections as detailed. Do nea attach the studs to the structure in any way Offices 50 psf drawings or prodect data not reviewed end stomped by the General Contractor gni steel bor supports. Bolts shall be ASTM A.325.11. All high-strength bolts shall be tigteened to the that would prevent the framing from deflecting under superimposed foods. Partition Allowance- All occupancies and uses 15 psf be returned without review. The Centralist shall cloud or flag ail items not in Abandoned footings, new or existing utilities, elm that interfere with new snug-tight condition as defined by MSC unless noted otherwise. Light Storage 125 psf accordance with the contract documents, construction shell be rerouted a removed as directed by the Architect. Provide the fallowing minimum dear concrete coarege Unless noted otherwise, provide double studs at ail Sjembs, corners. intersections Stock Roans 200 psf cast against and permanently exposed to earth..........,...... 3' Anchor bolts and plain threaded rods and anchors shall be ASTU A-36 or A307, beam bearings and eaist bearings. Provide double pots wand all flea' arid roof My changes. substitutions, a develticns from the original contract drawings shall Sape all exterior finished grades ovioy from the beading to ensure no ponding of exposed to earth or weather: Grade A. openings which interrupt one or more members unless noted otherwise. MI be clouded by the manufacture' or fabricotor, The Structural Engineer reserves water occurs around buildings. 116 and larger............-..........----me. 2' permanent bridging shell be ineteded and anchored in beefing nil construction 5NOW DESIGN DATA (IBC 1603-1,3) the right to allot or not (snow any changes to the original contract drovngs at f5 and smcile ti. Bolts, anchor nate, expansion bats. ete, Shall be installed with steel washers. prior to application of floor or roof deed foods. any Irne before or after shop drawing review. Contractor is responsible for an shering. crbbing, sheet pilingetc, as requeed to columns (to ties) safely retain excavations and trenches during construction. Contrector shall retain beorns (to stimes) ...............mem.. 1 Weld-rig electrodes shell cenform to AWS DLL Grade E70xx. E90 series electrodes Bridging shell be instalee per mcnufacturer's recommendatiens and project The structure and its compecents have been designed in daccord with the buldin code for a ground snow Iced of 30 psi. The !telexing esign criteria componentg s The shop drawings do not replace the original contract drawings. Items emitted or a professional engineer licensed in the State of axisenction to design all seeding, suspended slabs. ?v. shall be used for ASTU A706 reinforcing bars. All wading shell be done by welders specifications with the following minimum requeements architecture lic shown incorrectly aid which ore not noted as allowed by the Structurre Engineer or tie becks, etc. ifibere stering is to be permanent. ltie deep must meet all all others per latest edition of ACI 318. holdng valid certificates isesied by an accepted testing agency end having current ore provided for reherence tl Architect are not to be considered changes to the original contractWaving& requiements of the building code, experience in type of welds shown on the drawings or notes. All welding per Non bearing wall& Provide bridging equally spaced at 4*-0* am. 25107 genesee rat road Flat Roof Load. P, = 25 psi Erposure C = 1_0 BAR SPLICES American Welding Society standards, Contractor may shop weld or field weld at maximum, arid where deflection track is required, golden, co 80401 Impertonce Factor:I '= 1.0 Thermal Feeler. Ce e l 1.0 Shop dewing, wit be returned for resubmittal if major errors cr ornissiene are ther discreten. Shop *aide or lied welds shag be shown on amp drawings. Full , top roe of Cridging Mal occur within 12 elates al top. 3 found during resiew. 3ksi 4k$i si 1--Loser 2-Lanees penetration welds sisal be tested and certified by an independent testing Icerxistore Bearing wall= Provide bridging equally spaced at 4*-0. ac. 5t maxinum. Submit not more thon five (5) sets la any one submittal One copy will be SPREAD FOOTINGS 3 i'-.* '- '- "I 1*-5 1.-..r Beams, columns and braces shall not be spliced without prior approval of 303.872.0487 eAND DESeitt DATA (lidC l603-L4): retained by the Structure( Engineer and the balance returned. Electronic submittals - 4 2'-4" - .1'- .1i.-q. l'-11Structural Engineer, In addition, bri..i; g steel be provided at roof Imes, floor lines, and elsewhere as withoutere not permitted prior approval at Structural Engineer. Spread footing design is based on on allowable bearing pressure of 1 5 -i,500 psf. • • , . I • • • ' -, - - 2-II , noted on drawings. Said decking shall be installed it lieu of bridging where noted vegaarchitecture.com The structure and it components have been designed in accordance with the ifnimum footing widths, unless otherwise indicated, shill be 18 inches for 6 3.-5 -1" -7 5-6 REV ' ' ' ' Headed studs shall be Neese granula flux- Im headed anchor studs a approved on the drawings. building code for a wind load criteria as follows. Allow a minimum of five working days fix review of seep drawings by the Structiwol crednuove footings and 24 inches tar isolated pad footings. Baiting elevation 7 5-2 4-6 4.-1' 4*-19" 1-5- equiedertt, mode from cold finished low carbon steel, end alai conform to ASTII Engineershall be o minimum of 24 inches below adjacent exterior grade. M08. Grades 1015 or 1020 with o minimum tensile strength at 50.000 psi. Stud Steel stud walls Shall be 18 gage at 16* c.c. unless noted otherwise an plans. V = 95 mph (3-sec), Exposure "B' I = 1.0 welding inspection and testing shad colleen to AWS 01.1. steel stud wall tracks and blocking shell be the same size and gage as the studs. w - 9 .'-:' I4'- ' Beane capacity of subgrode seal be verified in the field try a qualified - 10 '-••• ri!LiFieLlil .-: 1;•- " Track (sneer bolts shall be 1/2" diameter placed not to exceed 4-0* ac unless Geolechnicei Engineer registered in the Slate of Jurisdiction. Deformed bar anther studs shaft be Nelson 1321 granular flux-filled rebor studs a noted otherwise_ Anchor bolts shell be placed within 8" of an jembs, corners. , 11 fY-) 17-7. §'757 14.- • .- approved equal made from low carbon cold rolled steel with a minimum tensilewall All intersections andends. tracks shall have o minimum of 2 anchor bolts. al9011C DESCei DATA (18O 1603-1,51: 013300 - 9.rama-TALz- STRUCTURAL DE 5tGel REQUIRED: , Note f14 and 118 bees strength of 70,000 psi. Stud welding inspection and testing shall conform to AWS The structure and its components have been designee in occerdonce with the Submittals under this section pertain to emptier or sub-contractor designed Con not be lets spliced 01,1. All welding shoe be performed by welders experienced in light gage steel framing work building code for a seismic load criteria as follows. components or systems. *ere specific loading criteria is not outlined on the Stagger alternate splices a mininem of one lap length. Lap vetoed wire fotxic so Orypock grout for column base plates and bearing plates shod be nonmetallic Ce structurce ccritrect drawing& designer shatt fake. epplicable requirements attlined in that Me overlap between outermoet cross ries of weft sheet is not less then the shrinkage-resistant geese with a minimum 28 ant canpressive strength of 5)00 Cold formed members cre deagiated as fences Ste Coss: 0 Seismic Design Category 0 the referenced codes Move. 0310Q0 - CAST-IN-Pula CONCRETE (SPECIAL,INSPEC ON REQUIRED1 cross wire spacing but not less than 6 inches. All splice locations subject to ImportanceFactor-Facto-. le = 1.0 approval and Shall be mode in accordance with the drawings, Extend at hale:real 600S162-54 (Reference Example Only) U.I All engneering.designs and layouts performed by others seen be seated by o Gve Concrete smirk steel ccracten to ell requirements of AO 301, "Specificotions fa reinforcing anti-mous around canes and intersectioes or provide bent caner bars Provide fabricolor'e standerd rust-inhibiting primer shop point for all sited surfaces Spectra Acceleration (1 sec): S e G422% or Structurd engineer registeed n the Stele of eeisdicticrs Complete design Structural Concrete far Buidings end AO 318, 'Buidem Code ReqJirements fa to match and lop with horizontal bare at corners avd intersections of footings and except serfaces encased n concrete, a to receive sproy-applied fireproofing. With the above example, For reference only, Spectra Acceleration (short): S1 = 0 965% creculatais, erection plans, and fabrication details, as opplicoble Shell be mauded Reinforced Concrete' except as maified by the contract documents. wcils. s in the sextette( process. '60' - section depth mils semen MIMIConcrete shod be ready mixed concrete in accordance with MN C54, Minimum 28 Reinforcing bar spacings given ore maximum on centers, Dowel ail vertical "S" - section type MS 21) (structural) cloy cornaeseive strength shall be 4000 psi except as fellows reinforcing to faindation. Skew hooks as recktired fix concrete cover. Securely tie "152* - name width 43 18 all bars in position before placing concrete, Wet sticking of dowels is not '54" - material thickness (mis) 54 15 slab an geode , 68 14 Q.!±000 - SPECIAL INSPEcTICNS k DUALITY CONTROO IIICIC slabs on meld deck 4000 psi permitted.4,000 psi 4 is* - in I see* - 1 et T fOR; R 97 12 013.100 - COCROINATION: Special inspections steel be perfcrmed by a quelifien inspetter retailed by the footings, stem walls end grade beans 3,000 psi Spliced bars stiall be placed at the. scene effectine depth unless noted otherwise, Owner end approved by the Architect and the Beading Official. Renforcing bers noted "continuous er with length not shavm seal be hay Joist sizes are os indicated on pksns and/of schedu*s. Cement shaft contain to ASTM C150, Type I, Type 0, a Te V if recommended by continuous and spliced only as sham, or where approved by the Engine©. The contract structural drawings and specifications represent the finished structure. Geotechnicei Engimer ice foundatiAS .3.3. on elements. Ageregate per TM CLightweight They do not indicate the mans or method cr sequence of censtructicre The Special inspectiais shell be perfamed by a caolified inspector under' the drect Ail joists and joist girders shall be desiened, labricated and erected in acoordonce oggeegate pa ASTII C330. Maximum 4' Sump for all concrete_ Do ma tamp slabs Reinfacing bee hocks Mcil be staidad ACI hooks unless noted otherwise. ' Controctor shall be responsible for arid provide all measures necessary to protect supervision of o profession( engineer reeisteral in the State of leisoliction. Find with the etest edition of lhe 'Standard Specifications of the Steel Joist Institute' Ther bugha oll , vbrating screed or bull float only). Concrate contairing t0610G0 - ROUGH CARPflillrf (jitECHANICAL (1.0lEtS) 11.111.11 the structure during construction, These measures shall include but not be limited inspectien rreportsmon be signed and sealed by the supervising Engineer. e (use r (Si'). All welding per American Wading Society (MVS) stenderea. to: brocing. shoring of loads dee to coristruction equernent, etc. The Controcta Centreeter shell be responsible fcr providing o minirnum of 24 hoes noti to the superptastirizing dadmature shall ve field-verified 3' moxinum stump price o akin shell be responsible for the design and implementation of all sceffple„ing, bracing specia inspector and the testing laboratory prior to beginning any work lot weich edmixture end 8 madmum slump at placement. 144 desire shun be designed end the concrete oduction ocalln accordance with AC1 araved by Wood homing shell conform to IBC Ceopter 23. LIJI The joist manufacturer shall be responsible fa' the complete design, fabrication stewing_ Obseriaticn visits to the site by (tie Structurce Engineer shod net eoedol inspection or teeting is required. prfy 30t and ppby the Structurre Engineer price la construction. Provide cif-entraining admixture at a ond erection procedures tor ofl joists, incidentol fromirtg, temporary ond permanent Frerning lumber shall amply with the latest edition of the Notional Dedgi include insPectien of the e•ove items. The Structurd Engineer vial not be anaele emceed to freeee/thaw cycles et o rote odequate to provide 6.CX Or at 042200 - CONCRPT UNIT MASONRY (SPECA,L INSPECTION REQUIliED1 trecirig end bridgine, wind uplift design ond all other items required ter a Specification. A0 seen ember Men be stomped with the g-ede mak of a lumber responstle fa the Cattroctors meals, methods, techniques, sequences ar Duties end responsbaitiee af the special inspector: poke of *cement. Do not dealt cw content of interiec trowel finishee eats to complete ond safe instetletion of the joist system. Joiets end joist girders shell be grading agency certified by (lie Arnerken Lumber Standards Committee_ Moans= IX procecteres cf construction, nor veil the Structural Engkeee be reator.sitle ler 21 c f the work a onstruction ste sofety40moisture content shaft not exceed 19X exceed 3.0X designed for the superimposed dead, live lateral and mechanical equipment ond a the solely precautions and the programs incident The special inspector Mel (observe assigned or onformance with Masonry work sticil confam to all reguirenents of the IBC Chapter 21 thereto. the aPPeored design drawings and specifications. 5.30/ASCE5/TIAS 402 13tading Code Requirements for Masonry Structures'. pipirvg/duct loods shown on the drawings. Cceuele shalt be free of chloride. No fly osh additives shall be permitted in caerete All eeteria wells, structure! floor cnd reef Ironing, arid 'nterior beaing wells aloe Of) flatwork or arceitecturally extpased cencrete. Innen used, fly can elan conferm to be framed with No. 2 grade dimension lumber of one ci the fat awng species Controctor shod verify di dimensions end ccerdinote site anditions with the The speeial 'respecter seal furnish inspection reports to the buldng effeicl -last manufocturer shell submit design colculatione and detoil drawings seceel by o >'' CN ASTI( CI618. dass F or C. Fly ash stall not replace more Man 25% of cement by Hence concrete masonry unite shell conform to ASTai C90, net caripressive' drawings prior to conetructbn. Any discrepancies and emissions shall be treated and to the Engineer a Architect of record. All discrepandes shell be ASTM C140 tstrength of 1900 psi per Civil or StrUcturce Engineer registered in the state of jurisdktion for oil specified Hern-fir (north) 1111 Pels with the Architect prior to construction and prior to proceeding, Do not use brought to the immediate attention of the ContractorContractorfor correction. thee if weirde. . joists and joist girders. Calculations steel include deflection and camber Douglas fir-larch scded dinensiats :There any resaepancies cecur between pions, detals, structwel uncorrected. to the Engineer or Architect of record and the Belding Official. Provide sleeves for utility openems in conaete before psomeng concrete. Do not cit Mortar shell conform to ASTI( C270, Type S with 28 doy canpressive strength el requirements. Live load deflections shall be imited to spart/360 al simple spon Ovules fir-larch (north) notes and specifications, the greater requiernents shall govern. there no specifk on conflicting reinforcing, 1800 psi, tented pff ASTU C780. All mosenry below grode Shall have mortar members and 2 x spon/360 at cantilever members. MI joists and "joist girders Hem-fir detail is thorn, oxistructien shod conform to simlor work co the project. Upon completien of the aeseigneti tart, the Specie( Inspector licit complete Douiles fir-lorch (south) IIIII C) end sign o fined repot certifying Met to the best of the ineoector s conforming to Type he with 28 day =recessive strangle of 2,500 pa. Alosorey shall be comtxred for the deeign deed toed leareifecturer ehan ode additional : No constructicn 'pints other than those amern cin the Crewels ran be insteeed web members es required for concentrated tools end odjest chord and web sizes Not oil openings, tem:scuts, inserts, curbs. pads. piping, ductwerk, equipment., or kricreleooe, the week is in conformance with the appreved piens and cement. pre-mieed mortar and cetera:re additives elan not be used, AH nailing not noted shall be according to Table 2304,9.1 of the Internolkind Steven& items and dimensions pertaining thereto cre shown cn the structural specifeattons, and the ...sable verianenship prevaierm or tee code, without oppose:1 of the Structurof Ermineer. Provide 3/4" thornier ct ell exterior accordinget, tut shell not otter depth of jcists. Manufacturer ehat deeign aid drawings. Refer to Arceitecturd, Mechanical, plumbing. Electrical cad Civil drawings Pornedl end edges of Permeate:rely teemed conoete, Grout shell conform to ASTal C475, line a cease grout, with 28 doy compressive submit cacti:diens for ell sloped joist shoes end 'joust shoes where bearing knees Bending Ce0e. MI ccrinecticns seal hove a mini:men of Iwo (2) nals, unless noted otherwise, and eons shot] be a mitinum of 3 in, long and 0131 in, where applicoble. It is the Genera Contractor s respambility to coordnote with Special inspection is required during the (alleging operations per 18C Section 1704: strength of 2.5D0 psi. Grout atoll be free of fly aeh crid chloride_ is tem then 4' al LH series jcists or 2 I/2' for K series joists, clareier. All faeteners in c,ontoct with preseere preeeneative trailed lumber or 11.11MI N LL 0 other disciplines and the subeontroctors and equipment empliersemerefocturers. Do not subject concrete to any procedsee tent wit ccruse segregetion. DePesit , Epiernent being suppeeted by or suspend from the structure axe be Groding, escevetice and fltince Durine eerthwork ex:emotions, greeing aid filling concreteco neon as practicede to the find position to awed segreeetion. where exposed to mother shall be hot dipped gene:Ind per ASTel A-I53/A. All ...ea Controctor shell submit shep drawings and calcuktens for review plior to fasteners in contact with Fre retardate treated lumber shaft be stetniess steel. 11{4C pin 1 Awl 1 1(5 Horizontal 'pint reinforcing shall be loeder type with rue 9 gage wire conforming to cefuonm pture. eho drawings end co:Melee:en shall indicate spans ond oli looda =rebated with the manufacturer of any pre-tregineered framing or components. os required to satisfy requirements ot the geotechnical report end 18C Chapters 17, e ctt % COnCrate footings and pads may pe peered orinst nest excovetions provided the ASTe A82. Provide mininum 6 lops at all splices. *ere equipment weight is not shown on the Structural Drawings, verily actual is & 33 and Appenaix J and ckring docaneril of engineered fit weight and provide to Structural Engneer tor corifemation of tne structures required concrete coverage fa rerdacing isntained,montane:1. Locel. Seep drawings and calailotions seen include details of any optional lied Double up 'piste beim. mechanical equemeit. Provide 2 x solid blacking at miespon atpocity. All openngs shoe be properly reinfaced as approved by the Engineer. Reinforcing steel: Verify size, quantity end *cement of ati reinforcing steel prior See detoas aid notes an Wowing., for size and epecing of reinfacrig bars (in no splices and 11 high strength bolts or complete penetration welds are utilized, and at suppeets of dl piste Provide multiple king or trimmer studs et ell jornbs and bean beering locations m indicated. a if not indicated. as regeired by specific Cit iterchanimay vibrate WI concrete when pared. except that slabs (es grode need be contractor shoe retain ari independent testing koborotory to certify corripeence with lo placing of my concrete. Review both permit dravrings and shop drawings (rruld case shell wails hoe less than 15 vertical bars ot 48 inches o.c. L,cp splices of loading. Provide 2 x blocking at mid-height of becring stud wads. Provide fire CL C Construction materiels shaft be spread out if placed on framed floors or roofs so steel and post tensial seops) for retire receeremente vibratal only wound anbedded items and underfloor ducts. etc. Meaner:ice:1y vitrote reinforcing in masonry shalt be per section 033100, Tie reinforcing or provide bet ASC and AWS specifications respectively. Al steel joists and joist girders located (00: 0 as not to exceed the design live load per square foot. only the top 5 feet of celled pia concrete Revbrote top of &Bled pier 15 minutes docking in all concealed spaces as required by building code. erected ricers shall be designed, fabricated and in accordance with LI.L. posit miners at 8-0 or to maintain prayer alignment. Deltas shall match size and at framed after pledng concrete_ Concrete %ring toking of specimens and placenent of oil concrete. Unless spacing of oil vertical reinforcing. Extend ell horizontal bond beem reinforcing ii listings per Archilecturat drawings and/er epecificatiores (greeter requirements to Do not notch. drat a splice *joists. beems a lace becring or structurd stude > All pre-engineered/prelabricated items and materials shell be installed in strict noted otheritse, special inspection of non-structerd e.obs on grade IS not a ). Mixing and delivery vs measured from batch time to completion of discharge hem rrosonry continuous around conies and nterweticeis or provide bent C371ff bees gvernwithout prior approval of structural engineer occatonce tile the monefacturer s requirements and elteretions ere.dloved reify required. See genera! structwal notes end/ar project specifications for frequencyw truce seal nct exceed 90 minutes. When oir temperature is obeve 90 deg F (32 deg to melee ond lo,a horizontd bend beem railer:eine at carnere aid 'rea-sections. wIth written permission from the manufacturer. Tried party engineer s stare may of testing and strength requirements, C), reduce mixing, delivery time arid discharge to 60 minutes. Aft reinforcing in mescrey shall be acarately locetal and tie(' in ;node Prior to Joist hangers and other miscelcreaus frornine anchors /ell be ox manufactured be required, LLJ 0 (f) c) Dry Pack: During inetallation to ensure compliance with structural doings. grouting and the pesitien maintained cluing greutierj, by the Simpson Strong lie Company a muivolerit by other manufacturer with Cure expesed concrete fora minimum of 7 der in accordance with AC! 30.el current ICC approval. klultele, Sleeted end/re sloped hangers erica be supplied by L.0 All deteis shown shell be incorporated into the project at all cppropricte locations, in ed , whether specifically indicated or not. Typical detois may or may not be cut on Wiedrice All structural lied welding and seep welding (including wading of procures in order to prevent crock'ne. Cure with curing aid seeiompovindwhereng c , An cells ond courses with reinforcing end odditieried grout spaces as requiree by 05.31CK) - STEEL DEOC the Contractor necessary All nail hales in put hangers and miscenceeous tarring enchces aid' b-e faed with ails of the largest size shown in Me the drawings, and details rriay or may not be cut at di specific locations,, but shall reinforcing steel), except wielding performed in the atop of a buadecompound s used m moist were, moture-retetinincover curing, the manufacturer ba manbnations thereof. If caring the drawings ell be Med send with ?-ougrout l. Limit maximum t lift to 5-0 for i , appy y . seen manufacture's latest catalog. All hangers or connectors it contact with pressureg opply Ville73 noted ottierense. officid-epproved fobricotor, es regsired by Section 1704_3 of the leK. g I at a rate specified Concrete be shelllow lift grouting peocedures end 12.-8 for hell tift grouting procedure& Each Steel deck Moe conform to ASDA A1008 geode 33 ex panted deck cnd ASTI/ preservative treated lumber or where expeeed to weathes shoe be AUX or HOG • N''''' CD mointairied obove 50 degrees F and in a moist condition for o minimum of 7 days after placentae. grout pour stopping 114 inches below the trip course of lift. Place grout A553 grade 33 for galvanized tied.. Steel deck shell hove a current ICC approval, coated, per Simpson specificetiens. N• ,Cill) ('Y) For daity, eft roof, floor and wail openings may not be shelve on structural Expansion boltirice Review torque of all bolts to ensure that installation and continuously Do not ntempt grouting for more than one hour. Mechanically &owing& For exact size. number aid locotion of °penises, set arthitectural, ernbeanat requirements have been met. All concrete shot be tested by en independent teethe agency end results reported to vibrate grout in vertical exces immediatety after pounce ond Nein about 5 Welding of steel deck secil be accomaiseed n accarcionce with cit cpplicoble Wood stud wails atoll be (2 x 6 at 16' ac.) urdess noted otherwise on piens. 't--- F."... mechanical, electrical aid plumbing drawings. Foe frcrning at openings, see typical , the Architect minutes later. Redding of out is riot occeptdale, reseireenents of AWS D1.3, Structural Welding Code - Sheet Steel. All welding shall Plate anchor bolts shall be 1/2" diameter with 7 rich minimum embedment placed structure detale Verify al sizes, weights and tecation of methenical and Epoxy bolting: During installation of all boils to ensure thot installation end be palamed by welder, ex;seseenced in 'tem gage steed deck work An welding to noi lo exceed 4*-0' cee. unless noted otherwise Anchor baits shall be loaned not electricd meipment, ducts, etcwith mechanical and electrical engineers through embedment requiements have been met, utilize E60 (minimum) series Ice eyeregen roda. All exposed wields shad be more then 12 inches or less thee 4 inches from all jambs, corners, intersections Architect Slob on grade sell be constructed nth flea fletnms, FF=40 and lenemese. FLe30. Unless noted otherwise on the &clings, provide vertical masonry control joints Floor ftotness to be measured end cortfirrned in accordance with ASTN E 1155. de--sfegoed, cleaned and primed with o 1:n0-rich primer and taiched-up with and wall ends. All bottom plates steel have a minimum of 2 anther bate. All Anchor bolts: Prior to and during placement of concrete, such that no straight run of wall exceeds 20'---0', Coordinate locations with point. Re* to ASTU A760, bottom plates or sills on concrete dabs an grade, arid cri concrete or masonry Architect. Icundations, ehall be pre.swe treated weed stomped by an approved agency 06.20.2017 For cold weather and hot weather construction and protection requiernents comply PERMIT + CONSTRUCTION with en requirements of AC1 530,1/ ASCE 6/ TILS 602 'Spedfitions for Masonry Structures. 05.elee - SIFF' RQCC DEO( Steel roof deck shall Re as seecified en plans. Roof deck shell be erected in 061500 - STRUCTURAL W000 SHEATHING (MECHANICAL CURB), Testing and Inspection: Ovner will engage special inspectors to perform tests and accerdence with manutecturee s recomrnenoations as 3 spon minirum condition. inspections and prepare reports. Allow inspectors access to scone:ding and work *ere not specified otherwise, attach steel root deck to supporting members using Alt plywood shad conform to DOC PS-1 or DOC PS-2, Exposure 1, and Mall beer areas, as needed to pertain tests and inspections. Retesting of materiels that 112 TEK screws a 3i- diameter puddle welds vi o 35/4 pattern, seeding washers, the stomp of on approved testing egeney, Lay up sheets with Icing aimension I - RAL SUBMITTALS, 14G AND INSPEC , ' FOR BUILDINGS Ifon to meet vecilial requirenents shal be corm at contractors emenst Inspections: Level 1 special inspections according to the lea 0.056 thice (16 ease) shaft be used for any deek thinner then 0 028 e. (22 gage). Side lops shell be ccnnected with /12 TEK screws 12' a,c, perpencecula to supports end stegger fonts. Al roots, use plyclips at miespon of unsupported edges for Je inch or thinner ITEM ' : TTALS - "'" CTICNS TESTING Begin masonry construction only after inspectors hove verified proportions of sheathing, - I NATIVE SOIL • OBSERVATION BY GEOTECHNICAL ENG • COMPACTION TESTING site prepared marter. cu Place Tout only after inspectors hove verified compliance of grout All riesling shall be with common nails, unless otherwise indicated. All structural as (AT BEARING ELEV.) spaces aid of grades, sizes, end locations. of reinforcing. wood sheathing atoll be of the following mininum thickness, sp an/index ratio, crid 'a : 1 I RECOND1110NAED • INSPECTION AND APPROVAL BY • COMPACTION TESTING FOR EACH UFTshall be naffed as follows: --. es NATIVE SOIL GEOTECHNICAL ENG. Prior to construction perform 1 set at mortargrout, and prism tests, m Ult. Thick /Ig. g, crs IMPORTED • SOURCE AND GRADING 1 • PLACEMENT OBSERVATION 8Y • COMPACTION TESTING FOR EACH UFT nees, Seenndex Ratio Edge NoienField Nan FILL GEOTECHNICAL ENG. Test 1 additionalset of mortcr, grout, and prism tests for each 5,000 so, ft. at Roof 19/32 32 / 16 84 0 6' a.e 8e1 0 12- a..c. -, DRILLED PIER • REINFORCING SHOP DRAVA:4GS • FULL TIME INSPECTION FOR DRIWNG • CONCwall area or portion there of.RETE TESTS PER SPECS. OR . • CONCRETE MIX DESIGNS ANO CONCRETEiNG OPERATIONS GENERAL NOTES. In the table ebonite, nailing indicated (8,d) refers to common wire flies. 1Cki Muter Test: mix each(Property specification) Iii: provided, inganing flans (3 inch x 0,131 diameter) may be substituted lor the Bd commas LAYOUT DRAWINGS • • CBSERV REiNFORCNC IN PLACE 8Y - eciaccordto ASTU fr INSPECTOR S C780 Test Mortar for compressive strength. Jere nails indicated.PEOAL GENERAL • MIX DESIGN • NA • SEE SPECIFICATIONS AND / OR Grout test (Canpressive strength): Fix each mix provided, according to ASTU • PRCEXJCT DATA GENERAL NOTES C1019. REINFORCING • SHOP DRAWINGS • AU- EMBEDDED ITEMS - NO VIET 6 SETTIC PERMITTED. Prism Test For each type of construction provided, according to ASTIA C1314 at 28 FINISHING • SLIBIAIT SURFACE FINISHING PLAN TO days. ARCHITECT • SPECIAL INSPECTION FOR AU. REINF CURING • STATEMENT OF CURING PROCEDURES ORCING AND POST TENSION CABLES. , . STRUCTURAL STEEL • SHCP DRAWINGS • SERIFY FRAMING SIZES, LAYOUT, • NA • IALL TEST REPORTS BEARING ALL DETAILS AS STEEL. JOISTS • SHOP DRAWINGS INDICATED BY TABLE 1704.3 IN IBC BY • SEALED CALCULATIONS SPECIAL INSPECTOR. a) • FINAL FRAMING OBSERVATION BY E.O.R. :;-*" 75 GENERAL NOTES ad STEEL DECK • PRCOUCT DATA m H • SHCP DRAWINGS - en in WELDING • %EIDERS CERTIFICATES FOR All • VISUAL ON ALL FIELD WELDS BY • NON DESTRUCTIVE TEST ON ALL WELD TYPES ON JOB SPECIAL INSPECTOR. MOMENT CONNECTIONS 8O1,TINC • NA . PER RCSC SECT. 9.1 INCLUDING • NA INSPECTION OF FABRICATED ' JE ›, xa COMPONENTS PRIOR TO ERECTION BY SPECIAL INSPECTOR NOTE: -NOT ALL SUNITTM_S, INSPECTIONS AND TESTS FOR THE PROJECT ARE NECESSARLY LISTED. REFER TO SPE0f1CAT1CNS FCR OTHER REQUIREMENTS. ce. -THIS TABLE MAY NOT INCLUDE AU, STRUCTURAL INSPECTIONS AND TESTS REQUIRED BY ALL JUMSDICTIONS, REFER TO THE LOCAL BUILDING CaTICIAL FOR REDUIREMENTS. ca- JE va ci , co .0 ft, Tat:ssudthaaizratlOssPant:RinspiGrott-rt:Tmerty20eni:7fttiseerviArcoct:anti PORTIS0:5:.-15.Wf"rCrcP4720,50°.174:14290:3260 for this docuniont is S STRUCTURAL DESIGN PROJECT 16Permission -121 and can beuse extofended only by wrItteMitedn agreement with vega architecture Ile NOTE: COORDINATE WITH ARCHITECTURAL DRAWINGS FOR /3\ LOCATION OF WALK-IN FREEZER. ... vega , . .. . , . , . ., ... ,, , . .. , , , , , , , .. , / / / , ./. , . „. ., ,. .„ .. / , . „ , , . , / , ,, . . .. architecture lic UTILITY ANCHOR BY EXISTING F5.0 FOOTING. EXTERIOR 7 25107 genesee trail road , OTHERS. ANCHOR TO BE \ PORTION OF FOOTING REMOVED AS , „,• .... , , „, , • „ / INSTALLED PRIOR TO / / ' , „ / „ / REO"D TO INSTALL UTILITY ANCHOR. golden, co 80401 , . 7 , , , , • ..., . , . , „ 7 • FOOTING POUR-BACK \ ,•- ,• ,/ • / , . 303.872.0487 , , 5\\\ , . 1 vegaarchitecture.com , . i EXISTING W18 ,' , / .-/ .• • ., • / - / - / WALK-IN FREEZER STRUCTURE \ ..„,„ , , I I WALL FOOTING , „ „, BY OTHERS , , / - / , ,-• • \ 1\ „• • , , , 1 , • . . / / •-• /- , , • , , • „ • , n n II . , . , / . / 111 11 , $ „ „ , . ., , , , ” I I ,.." , I ''\ - 'N , . , \ x---- 18-go (MIN) BRACKET x 8' LONG (MIN). TYP "13 , *c•., 1 k / 1 CONC SLAB INSIDE EACH SIDE OF BOX. ATTACH EACH -1,4 • - - IN • , BRACKET TO SLAB W/ 3/8-0 x 1%* SIMPSON , - -. , TITEN HD MINI ANCHCFRS SPA 0 24* O.C. / . MAX. ATTACH BRACKET TO FREEZER BASE Wif / I #14 SCREWS SPA 0 16* ac MAX. 2°-6* 1'-6* 1'-6* 2'-6* i , 1 i•-; * hi 0 9 410 * 0 4 0 0 ft III 41 ri . J / , t FOOTING POUR-BACK. DOVEL INTO EXIST ?• ;,1 11 i It ,10 1 WALL FOOTING W/ (3)-#5 BARS EACH POUR-BACK - DRILL & EPDXY 6* INTO EXIST CONCRETE. REINF W/ (2)715 BARS iN :-...Lc7VATION VIEW (TYP) OTHER DIR (PARALLEL TO WALL FOOTING) CY" PLAN VIDN C.N4 1 cr) 341 WALK—IN FREEZER BOX ATTACHMENT (SEISMIC DESIGN CATEGORY , 'D') FOOTING FIX AT COLUMN D- 1 (...) Z SCALE: ?U.S. › - W ° (1) 0 Lo 3 cssi < . 4N... (.9 1,.... W ?"" CO 7- ,c--- r-- . 06.20.2017 PERMIT+CONSTRUCTION iL 01.09.2018 ASI#, A 02.12.2018 ASI#3 0 LS, 02.21.2018 03 -0 ASI#4 --- 0 = A\ 04.12.2018 01 ASI#5 0 DETAILS 341-360 0 r (i) JE ›, -CI E. JE co S32 ci 0 151 S dyr cnp Ss,STE 36C COPYRIGHT 2017 PORT ' S Dearer,Cekrodo 84202 This documen tis a RInstrument of s ,aad Pena ; 720.501.4900 as such,remains the prraperty of the Anthitect. T! �! T U A L DESIGN PROJECT 15 12S Permission far use of this document is limited and can be extended only by written agreement with vega architecture Io 1 I I A 0 P .0.17 O O 6 O v o " > = ° = o ' ° NOTE: COORDINATE WITH ARCHITECTURAL DRAWINGS FOR 06.20.2017 LOCATIONS OF ALL SHELVING SECTIONS. .` PrRe . WALL MOUNT BRACKETL'�._ PER COZIER (AS RUM). I I ANY REQUIRED WALL ATTACHMENTS ^,� ��.�;����r�sPj�� SHALL BE DESIGNED BY EXCAUBUR /fi ,,. ATTACH W/ 3" SELF- IN ACCORDANCE W/ THE SIMPSON A66 ANGLES W/ (2)--3/8"o x 3-3/4" '!, g" zi' 7,-- I i DRILLING SCREWS (TVP) SEISMIC REQUIREMENTS OF HILTI WEDGE ANCHORS TO SLAB & SD SCREWS TO THE APPLICABLE BLDG CODES RTU PER PLAN, WOOD BASE STRUCTURE. LOCATE ANGLES WITHIN ,;'iR:£i% COORD W/ ►TECH <'> 1"-D' FROM SHELF ENDS & SPA 0 5'-O" MAX, % I�f. f DRAWNGS SH ) BOTH SIDES (TYP ALL RA4 SHELVING SECTIONS). WOOD SHELVING STRUCTURE ,r `, ,,,._,,.),„,,y-...,,,,,,c.,,,,,,,,,,. .- SHELVING STRUCTURE ABOVE BASE. ATTACH ''''s w '''•'A BY LOZIER PER SHELVING MANF, SEISMIC CUPS BY RTU SUPPLIER, SHELVING STRUCTURE WOOD SHELVING BASE I E°,:5- YR,. 1 AS REQUIRED TO RESIST A TOTAL BY EXCALIBUR STRUCTURE BY R 800 lbs HORIZONTAL EARTHQUAKE I LOAD IN ANY DIRECTION. - ` CONC SLAB CONC SLAB I 1 i \/ CURB RATED FOR SEISMIC DESIGN i I CONC SLAB 4^^10^.' ° a ��lil I�`� BEYOND vega PRESSURE-TREATED 2x4's. CONN t CATEG Y 'D". SEE I�iE & `� ...., ARCH DWG's. CONN CURB TO ANCHOR Fe's PER COZIER. ANCHOR es PER EXCAUBUR. \ -4,7 TO METAL DECK W/ 112 TEK METAL DECK BELOW W/ 112 TEK ATTACH ALL P's TO SLAB ATTACH ALL crs TO SLAB I SCREWS 0 1'-0" MAXSCREWS 1'-(?" O.C. TOP ('F ROOFING I I W/ (2)-3/8" x 3-3/4" I I W/ (1)-3/8% x 3-3/4" I ' PER ARCH DWGS HILTI WEDGE ANCHORS (TYP) HILTI WEDGE ANCHOR (TYP) o [ architecture Ilc r �- , --, r ! ; 2 107 genes a trail road L I golden, co 80401 LOZIER SHELVING EXCALIBUR SHELVING R CABINETRY SHELVING 2.0487 - vegaa _ ve aarchrtecture,com 9 ROOF FRAMING NOT SHOWN FOR CLARITY. (ELEVATION VIEW) (ELEVATION VIEW) (PLAN VIEW) ADDITIONAL FRAMING BETWEEN JOISTS REQUIRED UNDER RTU CURBS -- SEE PLAN & DETAILS. DETAILRTU CURB ATTACHMENT ATTACHMENTSI ICATEGORY , SCALE, 1 i/2 = 1 D SCALE: N.T.S. w I NOTE: COORDINATE WITH ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ALL REFRIGERATED CASE SECTIONS. • 18-ga (MIN) BRACKET TYP ALL 4 CORNERS I OF EACH BASE STRUCTURE, ATTACH EACH BRACKET TO SLAB W/ MIN (2)-1/2"o x 3" EPDXY ANCHORS. ATTACH SHELVING STRUCTURE BRACKET TO BASE W/ (3)-ff14 SCREW'S. \ CO BY OTHERS USE POWERS FASTENERS PEI000 EPDXY, CASE BASE STRUCTURE BY I CASE BASE STRUCTURE BY OTHERS (RATED FOR SEISMIC OTHERS (RATED FOR SEISMIC DESIGN CATEGORY 'D') DESIGN CATEGORY 'D') cq i \ \\NN1/4 \\\\\ U. 0 CONC SLAB (1 ' f 1 i CONC SLAB < i9 BEYOND 18"90 (MIN) BRACKET, TYP ALL 4 CORNERS \I \ OF EACH BASE STRUCTURE, ATTACH EACH CI. (Cg,i BRACKET TO SLAB W/ MIN 0 g'i > 14..., I I I I I` (2)-1/2.'0 R CSCE TO BASS W/ (3)-#14 OXY SCE ATTACH "' PIPI I I / 1 USE POWERS FASTENERS PE1000 EPDXY. I I I I 1 I I W Q (Z) t::) ° ELEVATION VIEW PLAN VIEW WN" Cr) I— .:REFRIGERATED .:,...CASE ATTACHVENTSI I T EGORY Q...) SCALE N.T.S. 06.20.2.017 PERMIT 4'CONSTRUCTION 03 it 03 Cl) to 14 W +I� Ti DETAILS 481-499 0 CO a. CL JE it S4 .4 6 (1) r ,, 1 - I CO:'Y:'tIGl T'0'7 PORTIS 1515 Wynkoop St,STE 360 * =T,its doc umen"'s an instrument of service,and Denver,Colorado 80202 a,such,remlln$the property of tho Aichitect. Phone 720-501-4900 Permission for use of this document is limited STRUCTURAL DESIGN PROJECT 16-121 and can be extended only by written agreement with vega architecture lic •0 0 O1O O O O O 0 O 0 - I ° ° ° °1 \__ L' °.. 0 ° 0 0 0 ° NOTE: COORDINATE WITH ARCHITECTURAL DRAWINGS FOR 09,14.2018 LOCATIONS OF ALL SHELVING SECTIONS. WALL MOUNT BRACKET ,4�*-0 P , n A- PER LOZIER (AS REQ D). SANY REQUIRED WALL ATTACHMENTS � ��,. �,�,ShT� ��a' ..� ATTACH W/ 3' SELF– INH ACCORDANCE W/ALL BE DESIGNED THEEXGALIBUR µ . '4 $421 SIMPSON A66 ANGLES W/ (2)-3/8"0 x 3-3/4" � PE � _ a DRILLING SCREWS (TYP) SEISMIC REQUIREMENTS OF HILTI WEDGE ANCHORS TO SLAB & SD SCREWS TO RTU PER PLAN. THE APPLICABLE BLDG CODES WOOD BASE STRUCTURE. LOCATE ANGLES WITHIN • -3 OREGON COORD W/ MECH < 1'-0" FROM SHELF ENDS & SPA © 5'-0" MAX, 1)1 r� �p2. <c DRAWINGS SHELVING STRUCTURE BOTH SIDES (TYP ALL RJM SHELVING SECTIONS). AWOOD BOVESHEL INC STRNCTU 0. 7 I" ' h I iPf7 p2�p��REY 2�©S)�� BY LOZIER SEISMIC CLIPS BY RTU SUPPLIER, WOOD SHELVING BASE 1� ., � i� ;,_ fnI PER SHELVING MANF. '�cli°- AS REQUIRED TO RESIST A TOTAL �. SHELVINGYSTRUCTURE STRUCTURE BY RJM EXPIRES: - I 800 lbs HORIZONTAL EARTHQUAKE BY EXCALIBUR LOAD IN ANY DIRECTION. ` CONC SLAB CONC SLAB CONC SLAB vega CURB RATED FOR SEISMIC DESIGN it] iti BEYOND PRESSURE–TREATED 2x4's. CONN CATEGORY 'D", SEE MECH & ARCH DWG's. CONN CURB TO ANCHOR E's PER COZIER. ANCHOR EP's PER EXCALIBUR. TO METAL DECK W/ #12 TEK METAL DECK BELOW W/ #12 TEK ATTACH ALL (E s TO SLAB ATTACH ALL EPs TO SLAB SCREWS 1'-0" MAXSCREWS © 1'-0" 0.C. TOP OF ROOFING W/ (2)-3/8"0 x 3-3/4" IN/ (1)-3/8"0 x 3-3/4° PER ARCH DWGS HILTI WEDGE ANCHORS (TYP) HILTI WEDGE ANCHOR (TYP) — ___ , T ___ a 0 architecture IIc ,-' — , --, r T 1 25107 genesee trail road _ -- golden, co 80401 i,' ',)) Rgard P 4 Plans 303 872.0487 LOZIER SHELVING EXCALIBUR SHELVING RJM CABINETRY SHELVINGlir-. ...� .W _.. � ,, . mmoFF-IrFYir : hitecture.com ROOF FRAMING NOT SHOWN FOR CLARITY. (ELEVATION VIEW) (ELEVATION VIEW) (PLAN VIEW) ADDITIONAL FRAMING BETWEEN JOISTS REQUIRED UNDER RTU CURBS – SEE PLAN & DETAILS. TU CURB ATTACHMENT AIL (SEISMIC) IN T ' SEIS IC SIG CATEGR rxrirrciT ,I" IX 48148 , SCALE: 1 1/2' = 1'-0" SCALE: N.T.S. 111111 INIMIIIMI CONNECTION BRACKETS: L2x1Y2 W/ (1)-3/8"O x 3" CONNECTION BRACKETS: L2x1Yx,1 W/ (1)-3/8"O x 3" SIMPSON WEDGE ANCHOR INTO CONC AND (1)–#14 SIMPSON WEDGE ANCHOR INTO CONC AND (1)–#14 SCREW INTO BASE OF CASE. PROVIDE (2)–BRACKETS SCREW INTO BASE OF CASE. PROVIDE (1)–BRACKETS ATIIIIIM AT EA OUTSIDE CORNER AND (1)–BRACKET AT EA END EA OUTSIDE CORNER AND (1)–BRACKET TOTAL AT OF CASE THAT ABUTS ANOTHER CASE. INTERFACE OF TWO ADJACENT CASES USI ADJACENT CASE CASE BASE BY OTHERS ADJACENT CASE CASE BASE BY OTHERS (WHERE APPLICABLE) (RATED FOR SEISMIC (WHERE APPLICABLE) (RATED FOR SEISMIC DESIGN CATEGORY 'D') DESIGN CATEGORY 'D') CO liam o T o 0 / CONC SLABI / U 1 GONG SLAB BELOW BELOWIMUMMI / < i'mum 0 Z „or LAJ i_ 1 z±... El IS 6 1 1±i I:Li NM= W 0 ?0 Cla r.,,C PLAN VIEW (TYP WITHIN BLDG INTERIOR) PLAN VIEW (ALONG PERIMETER WALLS) ui c; CO>C)11-7: CD!c:Im's Re—' a. 3 04 < 44 (n Vain v- F.- 16ga (MIN) ANGLE BRACKET CONNECTING TOP , OF CASE TO ADJACENT WALL. ATTACH TO , MI T/O CASE W/ (4)-#14 SCREWS, AND ATTACH TO WALL STUD FLANGE W/ (2)-#14 SCREWS. 08.20.2017 I IW PERMIT+CONSTRUCTION LOCATE (1)–BRACKET AT EA OUTSIDE END OF CASE AND (1)–BRACKET TOTAL AT INTERFACE OF TWO ADJACENT CASES A 01.09.2018 ASI#1 I A 02.12.2018 ASI#3 a) I Osl1.2018 c, Ii co CASE STRUCTURE CASE STRUCTURE A 04,12.2018 to BY OTHERS BY OTHERS ASI#5 A 09.14.2018 CASE BASE BY OTHERS CASE BASE BY OTHERS (RATED FOR SEISMIC / (RATED FOR SEISMIC ASI#6 DESIGN CATEGORY 'D') DESIGN CATEGORY 'D') ADJACENT CASE ADJACENT CASE (WHERE APPLICABLE) I (WHERE APPLICABLE) CONC SLAB / CONC SLAB } CONNECTION BRACKETS: L2x1Y W/ CONNECTION BRACKETS: L2x1)c3 W/ G (1)-3/8"4 x 3" SIMPSON WEDGE ANCHOR (1)-3/8"o x 3" SIMPSON WEDGE ANCHOR INTO CONC AND (1)–#14 SCREW INTO BASE INTO CONC AND (1)–#14 SCREW INTO BASE a> OF CASE. PROVIDE (2)–BRACKETS AT EA OF CASE. PROVIDE (1)–BRACKETS AT EA 477. I I I I IOUTSIDE CORNER AND (1)–BRACKET AT EA I I I I I OUTSIDE CORNER AND (1)–BRACKET TOTAL AT DETAILS 481-499 I a I0 I I I I isa END OF CASE THAT ABUTS ANOTHER CASE. I o I I I I a INTERFACE OF TWO ADJACENT CASES 2 I -°i- L'�1 I I I 1 ' I 1 I I I a JEti L „n ELEVATION VIEW ELEVATION VIEW a JE — SES WITHIN BLDG I REFRIGERATED CASE ATTACHMENTS -- CASES ALONG PERIMETER WALLS 0 REFRIGERATED SASE ATTACHMENTS INTERIOR.. REF . SCALE: N.T.S. SCALE: N.T.S. 44c e 0