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HomeMy WebLinkAboutFile Documents.234 W Francis St.0118-2020-BRES (78) I 7 I 6 I 5 I I 2 I , Project Information Legend Structural Project Specifications EFEHa . TiEoFFw.Sia r sR, Building Jurisdiction City of Aspen,CO A.Design Information G.Structural Steel 2020-09-04 Permit Set Building Code lRC 2015 1.Load Table: 1.Structural steel shall be detailed,fabricated and erected in accordance with latest provisions Top of wall elevation H.Structural Wood Framing Ctnd. of the AISC Steel Construction Manual and AISC Code of Standard Practice for Steel Buildings Topof footingelevation Superimposed Loads 15.Provide solid blocking at supports for wood joists and rafters.Within floor joist spaces TW XXX'-XX" Load Dead and Bridges.Welders shall meet the requirements of the AWS Standard Qualification 'FRIDAY DESIGN Dead Load Live Load Snow Load Description Notes beneath solid or built-up columns noted on plans,provide an area of solid blocking PO BOX 7928 TF XXX'-XX' Type Weight(psf) Procedure and comply with AWS D1.1:2015"Structural Welding Code-Steel"' ASPEN,,CO 21612 Outline of footing (psf) (psf) (psf) equivalent to column above per 10/s3g1. 97 309n695 Drawing Index 2.All W,tub shapes luml conform to ASTM A992( A500-18015)"Standard and Specificationeci forStructural Cold-Steel 16.Except as noted otherwise,minimum nailing shall be provided as specified in the CONTACT:DEREKSKALKO Outline of wall Lt 15 - - 70 Roof - Shapes",tube columns shall conform to ASTM "Standard for Cold- applicable building code. "sGPE PPCHIECT E L2 15 - 40 - Upper Floor - Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes"(Gr.B), 17.All wood attached to concrete or masonryshall be 2x Strandguard orpressure treated E BLUEGREEN BLD S001 Structural General Notes and Legend Bottom of wall elevation change,punched openings a shapes shall conform to ASTM A53-12"Standard Specification for Pipe,Steel.,Black and g ni.S.REErESPRING8i.x SUITE 202 Wall elevation change-points from high to low L3 15 120 40 - Garage - pipe p p p lumber,or protected with a suitable membrane.("Membrane"refers to Grace Ice and Water ASPEN,co 81611 S002 ISO Views 9 9 Hot-Dipped,Zinc-Coated Welded and Seamless"(Gr.B)and all other sections and or plate TEL:94o e4eee7s L4 15 80 40 - Main Floor - or equal).Attach sill plates with 1/2"e hooked anchor bolts(7"minimum embedment) CONTACTSHERISANZONE S003 ISO Views Footing elevation change-points from high to low material shall conform to ASTM A36"Standard Specification for Carbon Structural Steel". at Shield on center U.N.O.Anchor bolts for ledgers called out onplans(4"minimum L5 15 180 - 70 Green Roof - 9 CONTACT:HE 3.Bolts connecting structural steel shall conform to ASTM F3125-15a"Standard Specification VATION S101 Foundation Plan embedment). NENDON20724$ 2.Snow Data for High Strength Structural Bolts,Steel,and Alloy Steel,Heat Treated,120 ksi(830 MPa)and 18.Bolts connectingwood framingor wood to steel shall be ASTM A307. ASPEN, S S.,CO1 sT.SUITE 29z S102 First Floor Framing Plan 0 Column below ASPS.,co eG S, The flat roof snow load is calculated using ASCE 7-10(7.3-1):pi=0.7'Ce'C1*16*p9 105 ksi(1040 MPa)Minimum Tensile Strength,Inch and Metric Dimensions". Bolt size shall be 19.All fasteners thru ACQ treated material shall be double-dipped galvanized,stainless TEL:970.925.2865 S102A First Floor Framing-Trench Details a)Ce=1.0 3/4"e U.N.O. Installation shall be in accordance with RCSC Specification for Structural Joints CONTACT:SARA ADAMS S103 Second Floor Framing Plan b)C1=1.0 Using Height Strength Bolts,2014.Bolts connecting structural steel to wood shall be A307. steel,or other corrosion resistant metal designed for contact with ACQ. GAL ENGNE." X Column above 20.Do not bevel beams or purlins unless approved by structural engineer. S703A Mech Platform Framingc)le=1.0 4.All welds shall be made with E70XX electrodes. HIGH COUNTRY ENGINEERING 21.Roof sections shown as overframed shall be framed with 2x6 rafters @ 24"oc(min). 1517 BLAKE AVENUE,SURE 101 d)p9=100 5.The minimum size of fillet welds of connected parts shall be: GLENWOOD SPRINGS,CO 81601 S104 Roof Framing Plan The rafters shall be supported vertically down to the structural roof below at 24"oc in both TEL 97092e2855 e)pi=70 a.Along edges of material less than 1/4"thick,the thickness of the material. S201 Foundation Details ® Column above&below directions.All rafter ends and vertical supports shall rest on plates on top of roof sheathing CONTACT:ROGER NEAL 3.Wind Data b.Along edges of material 1/4"or more in thickness,3/16"minimum unless noted below. 39"331744.9L7L944 4 S202 Foundation Details a)Va9a=89 mph otherwise. 22.All floor systems that terminate at exterior walls shall have 1 1/4"Rimboard at the -RESOURCE ENGINEERING GROUP S203 Foundation Details b)Risk Category II 6.Provide shop applied paint in accordance with the Steel Structures Painting Council 426 BELLEVIEW AVE,SUITE 201 -8- Column below beam exterior of the wall. CRESTED BUTTE,CO 21224 S301 FramingDetails c)Exposure Category B specifications as for all exterior members,architecturally exposed members,any members TEL:970349.1216 23.Provide wind/seismic anchor at supports for all trusses and rafters. CONTACT:AUGUSTRAsz000505HARPER S302 Framing Details d)GCp=+/-0.18 exposed to weather for an excessive period of time during construction,and where indicated on �.�„cs�N,." e)Components and Cladding pressure per manuf.,to be reviewed by REG. construction documents.Omit shop paint on surfaces to be welded,surfaces to receive welded I.Glue Laminated Beams S303 Framing Details #K Micropile and load call out 4.Seismic Data stud,and contact surfaces of bolted connections.Provide field primer paint for painted members HOOBSERVATOIREINTERNATONAL 1.Laminated members shall be designed and fabricated in accordance with ANSI 117-2015 1 WAIHER STREE,7E S304 Structural Details \ a)Risk Category II at welds,bolted connections,and areas of abraded shop paint. NEW YORK,NEW YORK 10013 \\( "Standard Specifications for Structural Glued Laminated Timber of Softwood Species"and TEL:212.255.4463 S305 Structural Details b)Importance Factor=1.00 7.All column base plates shall have 1 1/2"minimum grout to provide continuous bearing CONTACT:CARLINA GERACI x)xxx Column call out c)S,n6=.597 S�n1=.204 the appropriate Lumber Producers'Association. ar S306 Structural Details d)Site Class D 2.Use exterior glue for all exposed laminated members. P"�9P"�" S401 Structural Details H.Structural Wood Framing ONEBUTTON e)Sae=.398 Sal=.136 3.All members exposed to weather shall receive one coat of end sealer to trimmed ends 67w6sr sr 9627 1.Material Specifications(U.N.O.on plans,See additional notes below) BROOKLYN,NEW YORK 11222 (x)xT-xK Column call out(xT indicates#of trimmers, f)Seismic Design Category C and seal all exposed surfaces with sealer coat as soon as practical after erection. TEL,917.392.0025 Member Material 4.Appearancegrade of wood and lulam members shall be in accordance with architectural CONTACT:MATT EMMI xK indicates#of kingstuds. g)R=6.5(Structural Wood Shear Panels) 9 E, "PEs"L.. 5.This structure has been designed to support the loads indicated above as a complete unit Studs 1.3E LSL drawings. � .NY Rafters,Joists,Ledgers,Beams 1.5E LSL 5.All members shall be AITC 24F-V4(GL)or AITC 24F-V8 BGL as noted. ENCLOSURE CONSULTING LLc ° with all members and connections installed.The contractor is responsible for the means, 90 11767 WEST KEN CARYL AVENUE,SUITE F308 (x)xxx Generic call out method,sequence of construction,and bracingto support anyloads imposed on the structure Plates 1.3E LSL TEL: I TLETON,COLORADO60127 9 PP P :303.763.1863 prior to completion. Plates attached to concrete or masonry "Strandguard"LSL J.Masonry Veneer CONTACT:EVERETT VERSCHAVE 6.These plans do not show any details for building waterproofing or site drainage.Resource 1.Masonry veneer anchors shall be spaced at a maximum of 24"OC horizontally and 16" 0<o,ATxL*0M u Load type(see General Notes B1) Solid Timber(beams and posts,greater than 2x) DFL#1 or Btr oc vertically. EREMOS ACOUSTICS Engineering Group is not responsible for waterproofing(including but not limited to foundation ,270BROACOUY,SUITE and under slab drainage)or site drainage. Floor Sheathing 3/4"APA rated 24"O.C.Stud-I-Floor T&G 7.These plans depict a remodel of the framingin an existingbuilding.Existingstructure that Floor Sheathing 1-1/8"Warmboard Radiant Floor K.Steel Decking TEL 6086502235 NEW YORK,NV °14 ,• Overtraming is to remain is shown on plans(see legend on this sheet).If existing conditions differ from Roof Sheathing 5/8"APA rated 40/20 Exposure I 1.All steel decking shall be manufactured and installed per the ANSI/SDI RD-2017 CONTACT.RVAN GRAPE 1GLorzBECKERt Abbreviations • those shown on theseplans,contact structural engineer. "Standard for Steel Roof Deck",ANSUSDI C-2017"Standard for Composite Steel Floor COLORADO"LT«. 9 Wall Sheathing,Interior Shear Walls 1/2"APA rated 24/0 Exposure I1301 W. POOL DESIGNS LID \\\V BearingWall Deck-Slab"and ANSI/SDI NC-2017"Standard for Non-Composite Steel Floor Decking." 1,301 w.43no oR.,suiTErin BGL Balanced Glue Laminated Beam Exterior Wall Sheathing 1"Insulated ZIP sheathing 2.Steel deckingshall be a"Vulcraft"as designated on theplans or approved equal, GOLDEN,COLORADO 80403 B.Foundation Design type 9 PP q TEL:720.693.8146 Btr Better 1.Foundation design based on Soils Investigation Report No.19-7-496,dated 09/11/2019,and UNO.Substitutions must be submitted for review and approval to structural engineer. CONTACT:ANDY LACELLR CFS Custom Fabricated Saddle g 9 P Engineered Lumber "�P., XXXX Interior Shear Wall its supplements as prepared by:Kumar and Associates Inc. LVL Laminated Veneer Lumber 1.9E min 3.Store all materials on site per the manufacturers recommendations. - CJ Construction Joint(Cold Joint) 4.Install decking with lap and bearing distances per the manufactures recommendations for - CTD Centered PSL Parallam 1.8E Design Information: the grade of deck specified on the plans. DFL Douglas Fir Larch I---- Steel beam,shown actual width a). Allowable Bearing Pressure 3000 pat TSULSL Timberstrand LSL 1.3E studs/1.55E 5.Steel decking must be attached to the structure below by welding with a 36/4 pattern EW Each Way [xx'-xx"] [Top of Steel Beam] b).Active Pressure 40 pcf beams U.N.O.on plans.Welding of deck shall be in strict accordance with the AWS D1.3:2018, HAS Headed Anchor Stud HF Hem-Fir c). Passive Pressure 400 pcf TJI/LP/BCI Engineered Floor I-Joist "Structural Welding Code-Sheet Steel".Welding washers shall be used on all decks with a \ 1 HSS Hollow Structural Steel(Tube Steel) Generic beam d).At Rest Pressure 50 pcf 2.All manufactured trusses shall be designed by a Colorado registered engineer to support the metal thickness less than 0.028 inches(22 ga).Welding washers shall have a minimum GL Glue Laminated Beam e). Friction Coefficient 0.50 full uniform dead and live loads and any other superimposed loads.The fabricator shall thickness of 0.0598 inches(16 ga)and have a nominal 3/8"diameter hole.If welding OC On Center f). Frost Depth 36" determine web arrangement and member forces. Stresses shall not exceed those allowed by washers are not used a minimum visible 5/8"diameter puddle arc weld shall be used.Weld Discontinuous beam at support metal shall penetrate all decking material at laps and bearing conditions and have good H PAF Powder Actuated Fastener 2.Contractor shall follow all recommendations of the Soils Report. the applicable building code. fusion to the structure below. PT Pressure Treated 3.Steel connectors such as those manufactured by Simpson Strong-Tie or USP Lumber 6.At side la g pp g g 3.Footings shall bear on natural undisturbed soil or adequately compacted structural fill(as Connectors shall be used to gin rafters,trusses,'gists,or beams to other members at flush- laps in steel decking between supports fasten decking sheets together with#10 RS Rough Sawn Repetitive member,joist or rafter specified bySoils Engineer),below the frost depth required bythe applicable buildingcode. ) ) TEK screws,crimp/button punch,5/8"puddle arc weld or 1"fillet weld @ 24"O.C. Sim Similar p p q pp framed conditions,U.N.O.Hangers shown in schedule and called out on plans are Simpson *�,�n," Shallow frost protected foundations shall extend minimum 16"below grade and shall be hangers,if other hangers are substituted, must have equal orgreater load capacitythan 7.Placement of concrete on steel decking shall be performed in accordance with the SDI c SJI Steel Joist Institutethey insulated per the details on these plans horizontally and vertically at slab edge.Any thatpublished in the Simpson Thequantity, "Manual of Construction with Steel Deck,Edition 3". c SS Select Structural r Steel beam to steel beam/concrete Catalog. type,and size of fastener specified in the discrepancies with the footing elevations shown on the plans shall be brought to the attention of Sim son for each han er must be installed in all round,obround,and trian le holes in `NNNAYA T&B SSH o andrt Botttted om connection the engineer. order to achieve Catalogesired load capacity.Use hangers in below Hanger Schedule U.N.O.on �Pp00 Llc 7 1h Top .0,00spy."FQ f TBD To Be Determined r. \ l Hangers(italic text)or flush framing condition plans. Special Inspections Programr TOO Topof DeckingC.Backfilling S f ' �_ Solid Sawn Hanger Schedule SCL&I-Joist Hanger Schedule i t¢ TOP Topof Plywood 1.Do not backfill against retaining walls until supporting elements,including slabs and floor Project Name:234 W Francis . 45610 1 Y Nominal Nominal / /// framing systems,are in place and securely anchored,or adequately shored. Width Face Mount TOD Flange Width Face Mount TOD Flange Building Jurisdiction:City of Aspen,CO 7 4nJ TOS Top of Slab )//// Floor step Deoth E ai 6 " 2.Verify type of fill with Soils Engineer or Structural Engineer prior to backfilling. Job#:2ss3 �f• TP Top of Pier 6"Depth 1 1/2" LUS26 JB26 6"Depth 1 3/4" HU1.81/5 - ect I '444 Typ Typical(use atTS Timberscrew /att simila 3.Where r locations UNO) framing plane as required arereport. eat rtti ed on both sides,backfill equally on each side of walls in 12"lifts,or 4 3/2" LUS26" LUS26-2 HUS26-2TF 3 1/2"- 8"Depth 1 3/4" H HU746 BA7.81/7.25(Max) specifications.If shallcnons any case with the requirements of City of ct arises between governin Aspen,iRC documents most string nt r rt��S\ONAI EN�\�Common I by P UNO Unless Noted Otherwise 8"Depth 1 1/2" LUS26 J628 3 1/2" HU548 _ requirements shall apply. D.Reinforced Concrete 6.10.22 2TF 5 1/4" HU68/HUC682 HUS2S- Beam pocket in concrete wall 1.All concrete design is based on the ACI 318-14"Building Code Requirements for Structural 3" LUS26- - Reinforced Concrete: - Concrete". 4 1/2" LUS28 - 10"Depth 1 3/4" HU9 ITS1.81/9.5 1.Reference Specification 3300 for testing of placed concrete and verification of mix design - Location 2.All structural concrete shall have a minimum 28-day compressive strength of 3,000 psi and 10"Depth 1 1/2" LUS28 JB210A 2 1/16" IUS2.06/9.5 ITS2.06/9.5 and rebar mill certifications. 234 W.Francis St. Elevation call out shall be sulfate resistant. 3" LUS28-2 HUS210-2TF 2 5/16" IUS2.37/9.5 ITS2.37/9.5 2.Placement of rebar prior to pouring concrete shall be inspected per city regulations. Elevation 3.Provide continuous shear keys at vertical cold joints pints and where shown on drawings.(dowels 4 1/2" LUS28-3 HU210-3TF 3 1/2" MIU3.56/9.5 MIT49.5 Structural Steel: 234 W.Francis St. 12" 1/2" " Aspen,CO at vertical/cold or construction joint). Depth 1 LUS210 JB212A 5 1/4 HU610/HUC610 HB5.50/9.5 1.Periodic Inspections of: 4.Reinforcement must be continuous through construction joints and have a minimum of(1) 3" LUS210-2 HUS212-2TF 12"Depth 1 3/4" MIU1.81/11.88 ITS1.81/11.88 a)Material verification of high strength bolts R E G splice length on both sides of joint. 4 1/2" LUS210-3 HU212-3TF 2 1/16" IUS2.06/11.88 ITS2.06/11.88 b)Bolted bearing connections CROUP 5.Rebar in slabs shall be supported by chairs at the height shown on the drawings. 2 5/16" IUS2.37/11.88 ITS2.37/11.88 Cl Single pass fillet welds<=5/16" 6.Provide control joints in slabs at a maximum of 10'o.c.,EW,cut at a depth equal to 1/4 of the 2 9/16" IUS2.56/11.88 ITS2.56/11.88 d)Inspection of fabricator and fabrication facilities R N slab depth,u.n.o. 3 1/2" MIU3.56/11.88 MIT411.88 7.Concrete slab on grade floors except where not required by code shall have a minimum 6-mil 5 1/4" HU612/HUC612 HB5.50/11.88 reginc.com•970.349.1216 vapor barrier above a minimum 4"base course per the geotechnical report,see 3/S201. 14"Depth 1 3/4" MIU1.81/14 1751.81/14 2 1/16" IU52.06/14 1752.06/14 Consulting Engineers B E.Grout&Anchor Bolts 2 5/16" IU52.37/14 IT52.37/14 B Mechanical•Structural•Energy 1.All grout beneath column base plates or steel beams at bearing shall have a minimum 2 9/16" IUS2.56/14 ITS2.56/14 efficiency I sustainability I simplicity thickness of 1 1/2"and have a 28 day compressive strength of at least 5000 psi. 31/2" MIU3.56/14 MIT414 2.Grout shall be maintained above manufacturer's published minimum curing temperature 5 1/4" HU614/HUC614 HB5.50/14 PENSIONS throughout the corresponding curing time. 16"Depth 1 3/4" MIU1.81/16 ITS1.81/16 2022-06-10 COA BUILDING PERMIT 3.All anchor bolts shall be 1/2"o with minimum of 7"embedment spaced at a max of 48"O.C. 2 1/16" IUS2.06/16 ITS2.06/16 and within 12"of wall ends and corners(U.N.O.).Anchor bolts located in sill plates on exterior 2 5/16" IUS2.37/16 ITS2.37/16 walls and in shears walls shall be A307 wet set"J"bolts.Post installed anchor bolts shall be 2 9/16" IUS2.56/16 ITS2.56/16 Simpson Titen HD,Hilti KWIK HUS-EZ or Dewalt Screw-Bolt+U.N.O.mechanical anchors, 3 1/2" MIU3.56/16 MIT416 epoxy anchors or Simpson Strong-Bolt 2,Hilti KWIK Bolt TZ or Dewalt Power-Stud expansion 5 1/4" HU616/HUC616 HB5.50/16 anchors installed in accordance with the manufacturer's requirements,substitutions must be q.Floor sheathing shall be constructed with the 8'-0"dimension perpendicular to the joist span. approved by the Structural Engineer.All anchor bolts thru ACQ treated material shall be End joints shall be staggered.Attach sheathing with APA glue and at edges nail with 8d nails at double-dipped galvanized,stainless steel or other corrosion resistant metal designed for contact with ACQ. 6"O.C.and at intermediate supports with 8d nails at 12"O.C. Sheathing shall be T&G. 5.Roof sheathing shall be constructed with the 8'-0"dimension of panel perpendicular to the F.Reinforcing Steel joist,rafter or truss span.End joints shall be staggered.Attach sheathing at edges with 8d nails 1.All detailing,fabrication,and placement of reinforcing steel shall be in accordance with the at 6"O.C.and at intermediate supports with 8d nails at 12"O.C. ACI"Manual of Concrete Practice 2017". 6.Wall sheathing and interior shear walls shall be nailed per detail 8/5301.Sheath all exterior 2.Except where otherwise noted on the drawings,reinforcing bars shall conform to ASTM walls full height.Block sheathing edges and nail as noted above. A615-16"Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete 7.Interior shear walls attach top plates of shear wall to 2x4 blocking @ 24"O.C.between joists, Reinforcement"and shall be minimum Grade 40. rafters and truss bottom chords where shear walls run parallel to joists,rafters and trusses. 3.Welded wire fabric shall conform to ASTM Al 064-17"Standard Specification for Carbon- 8.Insulated ZIP sheathing shall be nailed per detail 8/S301.Sheath all exterior walls full height. Steel Wire and Welded-Wire Reinforcement,Plain and Deformed,for Concrete". Block sheathing edges and nail as noted above.Follow all manufacturer's instructions for 4.For splices in concrete see table below.At corners,make horizontal bars continuous or installation and refer to ZIP installation guide for more information. Structural General Notes and 9.Member sizes noted on plans are minimum sizes.Contractor may use larger sizes if desired provide corner bars.Around openings and steps in walls provide(2)#5's extending 2'-0 beyond Legend or requested by architect. edge of opening or step.(Unless noted otherwise on the drawings horizontal bars at the top of SEE NOTES#1 PLANS A grade beams shall be spliced only at mid-span between piers,and horizontal bottom bars shall 10.Interior load-bearing walls shall be 2x4 or 2x6 studs at 16"O.C.as shown on the plans, A be spliced only at pier centerlines). U.N.O. Fit011018 11.All exterior walls shall be 2x6 studs @ 16"O.C.to a maximum height of 12', LJGrade Size Splice Length(in) Standard Hook(in) 2x6 LSL studs to a maximum height of 18',U.N.O. 40 #4 15 8 12.Provide(2)2x8 or(2)5 1/2"LVL over all door and window openings in bearing walls U.N.O. 07/2 1/2 022 I S 0 O 1 40 #5 20 10 See Detail 2/S301 for insulation details. 60 #4 24 8 13.Where header/beam supports are not shown minimum of(1)2x4 or(1)2x6 is required, FORCOU:L(4 iIANCE 60 #5 28 10 depending on wall thickness.Where supports are shown but not labeled,minimum of(1)2x4 or justinh (1)2x6 is required. 5.Minimum concrete protection(clear cover)for reinforcement shall be: 14.Multiple ply beams shall be layed up/laminated per 9/S301. PPcrMO Concrete cast against earth 3" Concrete cast against forms 1 1/2" - 12"=1•-0" Hannah Maioy 2968 I yI 6 I 5 I 7 I a I a I 4 I 3 I 2 I n I2022-06-10 COA BUILDING PERMIT wGaMrarrcr DESIGN PoB OX 7028 gbe.90 CONTACT DERE K SKALHO Ill 1 I.wosuPE APCNIEL7 E E BLUEGREEN BLD 300 S.SPRING ST.SUITE 202 ASPEN,CO 81611 TEL 9409458875 Nillill CONTACT BENOoW PRESERVATION SANZONE XISTONAOA 300 S.SPRING ST.SUITE 202 ASPEN,C081611 TEL:ACT.SARA CONTACT:SARA ADAMS CM ENGIXE. HIGH COuna.ENGINEERING ,� Steel column,see plan 1517 GLEN OO AVENUE SURE 161 TEL 970 25 SPRINGS,GO81601 TEL 970.T ROGER / IS ` OONTACT.ROG NEAL —RESOURCE ENGINEERING GROUP \ ri> Q 426 BELLEV EW AVE SURE 201 CRESTED BUTTE,T HASZ 4 TEL.97Da9.1216 147 CONTACT.AUGUST RAS7Jo0oSON HARPER Ir Lrartw oea rau0 98-73/4", LOBSERVATORE NTERNAnONAL r 120 WALKER STREET 7E Steel beam,see plan NEW YORK,NEW YORK 10013 TEL:212.2556463 ' Foundation wall,see plan CONTACT:CARONA GERACI rr m y I, 97'97/8vallooll BRO Fa , IIIII 3 A mENVELOPE CONSULTANT w " ®i !! j , LITI m A, NEW YORK,NY^ GNS J. V; CONTACTANDY IACELLE 0 Steel®steeib!!iso SE,...nRE sh 6.0.,00DSO4;... 1 O� S l / :CC45610 3,e a"` ttt,S\ONAIEN� �`- 6.10.22 234 W.Francis St. .'r 234 FrancisSt. Aspen, COCO 99'-7". R E G CROUP 3D - Structural Foundation re9ino.com" 9.1216 Consulting Engineers a 99'-9" a Mechanical•Structural•Energy / efficiency I sustainability I simplicity REVISIONS 98,4 3/8" i 9T-9 5/8" � — 96'-9 5/8" i. 97'-9 5/8"min 111111 ISO Views A A CD3D Garage Corner SEE NOTES#1 PLANS 11-viEwEil S002 07,2i/2022 11 FORCOOLGUIRINICE justinh pppygy.,,, PROJECT NO — — Hannah Maloy 2968 I 7 I a I 5 I 4 I 5 I 2 I 1 I I 7 I a I I 2022-06-10 COA BUILDING PERMIT wG.M.rrEcr DESIGN PoB OX 7928 ASPEN,CO 81612 970.309.0695 CONTACT:DEREK SKALKO INYOSGPE Pac o F E BLUEGREEN BLD 300 S.SPRING ST.SUITE 202 �. ASPEN,CO 81611 TEL:9409458675 CONTACT:SHERI SANZONE XISTOW PRESERVATION 300 S.SPRING ST SUITE 202 , ASPEN,CO 81611 � ^..:'.... TEL:970.925.2855 CONTACT SARA ADAMS CM ENGIXE. 1r. ONTACT ROGER NEAL �� ` �' ®/ 1!!:. Y ENGINEERINGVENUE SURE 101PR NGS GO 81601855NGINEERING GROUP W AVE SURE 201 CRESTED BUTTE,CO,S81224 URE ® CONTEL.TACT.AUGUST RAU/DODSON HARPER •�` �WALKER STREET,]E O&RERVATO RE INTERNATIONAL TNTW YORK•NEW YORK 10013 111111 CONTACT.CARLINA GERACI nvmrvsu�rurt 1.1 Imo/- ,® . \ BROOKLYN NEW YORK11222 ''' N..44,..... .11. TEL 91]3980025 p — ,� \ 1 \.O D PPUECT.MATT EMMI ELOPE CONSULTANT \ D ENCLOSURE CONSULT NG LLC /• �A`\ 11757 WEST KEN CARYL AVENUE SURE F308 '`�.,,4\-I ` LITTLETON COLORADO 00127 TEL 303]691863 loT'\'\� CONTACT EVERETi VERSCHAVE tl I 1270 BR ACOUSTICS • �,, _ ..... • TEL.648 650 2235 NEW YORK,NY 014 \ CONTACT.RYAN GRAVE(GLOTZBECKER) i� sPnccxsuLrixr �` COLOMDO POOL DESIGNS LLC \ 11301 W.43RD DR,SUITEE 910 GOLDEN COLORADO 00403 killiiiiiii." TEL:720.693.8146 `•� jrchois ' _.,, '\ CONTACT.ANDY LACELLE 1110 KEY KAN / N a SE.L.Saruu� n NI' C 2 VO ODSpti•F lir <9 ® � . s o r 5 '¢ 4561011 i lil�S\ONAIEN�— 6.10.22 234 W.Francis St. 234 W.Francis St. Aspen,CO REG 1111141111111111111IIININIIIIN000.000000.111. reginc.com•970.349.1216 D II a ConsultingStructural Engineers Mechanical•Structural•Energy efficiency I sustainability I simplicity REVISIONS CD 3D - First Floor ISO Views A A SEE NOTES#1 PLANS 'li222 a S003 rc c justinh ,", NE pp.p.y PROJECT NO Hannah Malay 2968 I 7 I 6 I 5 I a I I a I I I 7 I 6 I 5 I 4 I 3 I A I 1 I 1 1.2 ® 2 3 0 O FE.EFII:B�xFF'r.���_ © TW:98'-43/8" 2020-09-04 Permit Set f E TF:84'-2 3/4" 1 E Loc.AnoxrrEcr Soot _ _ _ _2]'-111B 5201" 3'-" 22'-75/8" 8'-]7/8" 19,111/4" ' >1c:98, FRnAY DESIGN 1 $ - - - - - - � - - � - - - - - - - 0 PO BOX 79za /� '99'-7" TEL 97.0.309.06696 CONTACT:DEREK SKALKO E 51/2"TI r — 2 E BLUEGREEN BLD '✓\ $202 300 S.SPRING ST.SUITE 202 I 44 TF:79'-101/ ASPEN,co 81611 3'•T �1 1/2"Typ CONTACTT 5HEF55ArvzONE Wall xm"��E"E"...�, Transition to one sided esrv°oN ADAMs i O � r.Hatch indicates OD TC:98'-4 3/8" of one sided pour. 1u 3o rx"A -F:4,23/4" , ' Ilo opening for ? SPRING 81611 SUITE 202 TC:98,11" - $ © P 9 5201 _ TF:894'-2 3/4" extent tt aao S. \ F:✓34'-2 3/4" ,A © - TEL:970.925.2855 ExRA ADAMS 30"x48"OA louver 3 ® TO:97'-11" TW:99'-51/2" $TW:99'-7" I III ® Soot \ BO:93'-9" TF:84'-23/4" Provide notch in HIGH COUNTRY ENGINEERING URE 101 2 \ ©Wall opening for -rw-d9'-9" W���.1 :•Typ TW 99, foundation wall for storm TGLENWOOD EL:V09252855sG850081601 ®i 20"x20"OA duct. _g"� !2/ / Pipe rou[in from above. g CONTACT:ROGER NEAL f 1 See plumbing plans. s202 II �r, 1 ® O TO:96'-2 5/8" TC.98'-7 3/4" �� \ A TC:98'-7 3/4" S202 �u� "EP E�.�x N l—__- BO:9a'-a 1/2" - `° -RESOURCE ENGINEERING GROUP 3'-2' 426 BELLEVIEW AVE,SURE 201 LIGHTING DES.. O - -- - - - - I- IlA _ _ - - • - - - - - - - - O CRESTED ]3491216 C091224 v �_____ a a a— �-� T ® yyy I C:98'-7 3 1 Hot Tub structural drawings TC:99'-9" /' , TQ 97"5/8"h � a� by Colorado Pool Design,see coNTACT:TOIRE I TERNA IONALHASVOODSON HARPER / m V _ `- r ;, TF.84'£3/4" X I TW:99,9'0 Landscape Package coesERVATOIRE INTERNATIONAL Soot -\ TW:96'-95/6" NEW YORK NEW YORK 10013 yp� 15'-6 aR" 8" TC:97'-9 5/8" I� �) y TEL:212.255.4463 TC:98,11" / \ / /�TW:97'-95/$" 81/a"� $ �I - --_�� TF:84'--:3/4". /X/ L 5'$" / 9'-0' CONTACT:CARLINAGERACI 1� TF:84'-2 351: XL TF:79'-101/2' TF:84'-23/4" ,�',�'/ 4' - P°D'N60L•,"• TF:82'-0 5/8" TW:96'-9 5/8" :8T-9" 4 \ osreunvON L.- , $ -'TF:84'-23/4" _ V F:84,23/4_"1 A .TF:84'-23/4" \',f �\ \ eaooKLVN�NEw voRK llzzz I O / Provide notch in i 84'-91/4" "-�I /X o TW:99'-10" CONTACT MnTr EMMI foundation wall for storm T.O.Slab; „-�-X r-0' 0 Transition to one sided TW:98,6 1/2"� D i�♦4 1/2"Concrete® ��`8`' / BW:92'-7" E o"E sxL...fr pipe routing from above. pour.Hatch indicates Shower ® a" r-o• 10"Concrete 0 APPLIED ENCLOSURE CONSULTING LTC S201 I See plumbingplans.o ®extent of one sided pour. I� IS P / Slab on Grad 11757 WEST KEN cARYL AVENUE,SURE Faaa 63 J �/y�TW:9R'-6 3$" ©Illw ♦ ® ♦ y� LffTLETON,COLORA008012'J \ YTF:94'-2 4" 'I °' .���.�.. /, T.O.Slab ACOUS3ICCOMUie .♦�O♦�I - _� CONTACT:EVEREU VERSCHAVE f 92'6" f f TYP 5"Concrete Slab on Grade �: S20 EREMOS ACOUSTICS .....♦ X Soot O BROADWAY,SUITE 202 T.O.Slab NEW voRK rvYt Du 11'-37/8" .♦. Transition t0 one sidedN:r 1P'min TEL:en 8502235 �`♦� �84'-9 3/4" ,'(X coNTACT:RVAry GRAVE 1GLorzascKERf •�♦�•�♦I extent of one sided c our ""`°"s°`T"'T I P I \ COLOMOO Pool DESIGNS uc 13'-33/4" '.♦♦♦.♦♦ 13'-11318' 8'-11" 8'.01/4' o\ \ 11301 W.43RD DR.,SUITE 610 GOLDEN,COLORADO 80403 I••♦•I / / / \ TEL:720.883.9146 Transition to one sided ��$ TF:82'-0 5/8" coNTACT:ANov LACK. ick z,101/z' ���� TN:98'-1 7/8" 1o°min F D D - ._--, \ pour.Hatch indicates O r O O BW:92-7" "�"°""` extent of one sided pour. _ 10����i[ OB 10 fo Q - Soot 5201 L 5201 — ." 0 ® N OTW:98,73/4" L___L_ 5' a i \ Ki L L T I TW:96'-71/2" 4 aI 2 /TF:\ 1�0" \\ Concrete Slab S002 m T.O.Slabl 82L0 5/8" bl 84-5 3/4" ' Provide#5 dowels @ 16"OC Provide#5 dowels @ 16"OC 3'-a" z'-1® 10'-10" 9'-1 1/4' into emoting wall with Simpson c into existing wall with Simpson Recess in slab for door hardware. / I ,1 ,' I / / X AT epoxy.min 6"embed c a��N� _` AT epox r.min 6"embed. Coordinate size and location with 21/8" ,, Arch plans. r =pPPp.0 L/c.Fti 11 @ - �TVJ:99'-3 I- - - - m - ,\ - - - - - - - - - - - \-i � �\ - - - 0 i VO'.%�ODSO,y,`rFO II TF:84'-23/4 �rJ N r--I-'O C �\ .Q4i y'= I r:9 m\ I® �1 .....4 , ea �` Recess in slab for door hardware. 11t1 Fs. " .���`�� Coordinate size and location with 9Typ o r� `---- r-to5re° hlS/ONAIEN- buildings to be Arch plans. z•-]fire" Soot \ ® - Y,\„‘„.,-- Existing temporarily shored and lifted to i 12•41/6^ \ a•-s" / / 7 °' allow access for a new foundation 1 / TF:82'-05/8"/� 1 TW: -71.� Ta 2.0" 4'_]" 6.10.22 V F:84'-2 3/4 . TW:95'-10 7/8" system throughout the building. S306 i S201 './ - \ I A - /' e-0 f' l©TO:95'-7 1/2" • I O O '� © �eo:89'-6" I , 234 W.Francis St. 2 �- — — — \ — — — -e - - - - T - 234 WFStgi —T `A 1 r/ ASPen.CO ic 1/2"5 S306 I 11 `-- ' Sim TF:82'-0 5/8"�_ L I izip Foundation Plan ® L _I ; VW $ ® I $ BG existing CROUP R,x - R E G TW:98'-1 L" /'J' TW:98'-10"� a'o" I' m Saw cut notch in top '( z° ®' TC:98'-1 7/8"� of existing wall e'sting 1/411 _ i 1_OII ® a ®TO:92'-7" Tin 84'-23/4" rd" E E` I BO:88'-5" Recess in slab for door hardware. / r� r x - 8•-0- F 1'101rz^ Coordinate size and location with reginc.com•970.349.1216 If Arch plans. TC:98,1 V/8"/,i Y / /I' �' X $ Consulting Engineers e 2 20 ' G 7 existing - B Mechanical•Structural•Energy Soot \ Soot S306 1 \ i I / ty I simplicity ( �7W:91'-5 1/4'• efficiency sustainabili $TVJ:100'-0" \ \ $TC:100'-0" 4 1/2"Concrete @ Shower 1 D / - f '�'" TW:89'-51/4" existing 4 1/2"Concrete @ Shower T.O.Slab 2'•`----- S201 F 4 • �T�.O.Sla�b TW.99-37/8 T:8'-20/4" 2021-10-04 COA BUILDING PERMIT O 84'-91/4 // \��� ice.•' 5 2022-06-10 COA BUILDING PERMIT 8-I4-91/4 \\\\ existing TYV:80'-0" • O n ©BO:89'6"1/2" r 2,, • '99 TTTT \\\\\\ S304 Sheet Notes: W: 07/8" \ \ T__ TO:94'-4 1/2"© '7 5/8" i . -- C OA Include block outs at window frame per Arch details A-330. TF:84'-2 3/4'• '/ 83 10 7/8 TC 98-1 7 2 / \ ,q O O /TF.84'-2 3/4"� t- Coordinate plumbingand mechanical enetrations with S308 : I a 51/2. B-89'-- _ - /-/_ J P N L__J _ 96'-7 1/2' ' O mechanical plans. \�/ ----, TYP�/�♦,,,�r �1,® 1 83'-10 7/8" o N\ ‘0C 3'-0"wide pads for construction of one sided pour foundation �/ - - - 1 \ r— - �. — — �/"?'�®� I f\ 10\ I\ CO . walls.Locate approximately as shown. — L_, i i \� szol O - ♦ "- o ---- - Provide 45 dowels @ 16"OC :95'-7" i ©i S201 `r �TW:98'-10"h Notes: — L ,� ,_ into existing wall with Simpson 9 I i r- 1 9 V g, AT epoxy.min 6"embed. I I Soot i Transition to one sided I I S201 14 k - I 8'-33/a" 41 la" Transition to one sided Ai Provide#5 dowels @ 16"OC is pour.Hatch indicates Soot 1 Place bottom of all footings at a minimum of 36"below final L i / L_ _pour.Hatch indicates , J into existing wall with Simpson . - ----- extent of one sided pour.-- grade. extent of one sided pour. 0 'i \ AT epoxy.min 6"embed. r- llN:90'-0" O Verify all dimensions with the Architect prior to construction. < TF:84'-2 3/4"\ I 44 . Wall and footer step locations are approximate-verify in field .,1:: .- -' - I - .�I - and with Architectural plans. m\ - - L_ \ • \ Foundation Plan E5 G A 6' 12' ' / A 10• 8,61/4" 18,63/4" - I 15/8" 19•-95/8' ID Size Thickness Reinforcement Notes / ' \ / (-/-) SEE NOTES#1 PLANS 1 1.2 5 2 g ,W:96-7,/2"� 3 2 4 5 6 A 2-0"x2'-0" 10 #5 @ 12"Sc 5304 5306 U U ® TF:84'-2 3/4" S2o3 B 2'-6"x2'-6" 10" #5 @ 12"ocszoa il S 1 0 1 C 3'-0"x3'-0" 10" #5 @ 12"ocD 3'-6"x3'-6" 10" #5 @ 12"oc riENIE 1/2022 F 4'-6"x4'-6" 10" #5 @ 12"oc '""`"° ��aJf iustinh - -As indicated Hannah Maloy 2968 I I 6 I 6 I I 3 I 2 I 1 I I 7 I 6 I 5 I 4 I 3 I 2 I 1 I T 1.2 T T 04 5 ® W8X48 TM� -a x bxPE E�E 2020-09-04 Permit Set ... 1FRIDAY DESIGN PO BOX 7928 O — —:�.a- ^.. LLf.:-.' a ,•.<. : .`'"_1. .� .> S.� . .. -. — — — — — — — — — O 970 E ECONCT DK SKALKO r E \ , I E BLUEGBEEN BLD NZ NE 99 T.O.SIab xmo.rpE,ES, �, �96'-B 1/2' 3005.SPRING ST.sUITE 202 3E ^ ASPEN,G081611 TEL 9909458675 CONTACT 58875 O e•E1yLL n OON ADAMS Cn�Q3 3'-9" ASPEN,SPRING STCO81611 SUITE 202 HSS3-1/2X3-1/2X1/4 ASPEN,C081611 m m TEL:970.925.2855 ° $X35198'_2"I -,3 ILS303 W$X35198'_2"] - CONTACT:SARA ADAMS iiU'x I I I ................v....... .......... ........ ......... ................................. HIGH COUNTRY ENGINEERING ° E 11517 BLAKE AVENUE,,SURE 101 '' 1♦ [4 N,% I 10 LENWOOD SPRING,CO 81601 HSS4X4X1/4 ;, Lk TEL 9709252855 0 32♦, N 1/8"/12"--- 520, U a. Provide pour stop CONTACT:ROGER NEAL 1/8"/12" I-I 5201 .�angle at top of wall 5201 1/8"/12' 9 . ASPEN,CO8 Ex11 ViIP 1/84/12" AM f T.O.Slab di w 1 , —RESOURCE ENGINEERING GROUP 98'-7\ �I I < HUC28-2,Typ 426 BELLEVIEW AVE,SURE 201 ® 9871/2 9 � CRESTED BUTTE, O W8X35[9a 21 TO Slab� �\ WSX351sa-zld I�B� ® - - - - - - - f - O W10X19 coNinci�nucusr xAsz'000soN HARPER DOBSERVATOIRE• .• __- -xi �96'-71/2"I NEW YORK NEW YORK 10010NAL HSS4X4X7/4 3 / a Provide knock out m < T.O.Slab s2, 5102 concrete Wall for 10 m TEL 970 Typ@ ^ X 9 \ I CONTACT:CARLINA GERACI Perimeter 98'-9 3/8"O _ boiler vents.See SzOt i ,oNTA aR Sao2 Mechanical plans ;LT.o.slab �' 1.1 • 98'-2 7/8" ONEBUTTON 87 WEST ST 4627 ,I 8,101/8'� —8'-61/4" O'H.: 63/8" '�/ • - - TI BE�91739800E5YORK 11222 r HSS4-1/2X4-1/2X1/4 a, ' I CONTACT:MATT EMMI © 4 ' 0 HSS3-1/2X3-1/2X1/4 � AvuED6xL* D S3o/�1� between beamsan ' D ENCLosuRE coNs, °°uc f a � 11757 WEST KEN CARYL AVENUE,SURE F308' W 14X22[99 3 7/8] \ W 14X22[99 3 7/8] k. i I - LRTLETON COLORADO 00127'4 a.; TEL.aoa76te6sACOUSTIC COMUL701,17 m_.>_® _ < CONFACT EVERETi VERSCHAVE d� g i/., ET < i 0dL d e m - la,u en Acoustics ® dG 99=87/8" S3o2- - cc;i0x ,,x CONTACTTEL e4a e5a223s D1°OADWAY,SUITE 2oz `/9NEW YORK,NY d : e �5 Concrete Slab w/1.5VL19 04 \saoz e.• 3 'MIN E Vulcraft Decking , 3 M - :° I GRAVE IGLOTZBECKERt 5"C.nere[e Slab w/1.5VL19 Box out around chase S303 6x6-W2.1 xW2.1 W W F �� °- %PPCfCSULT.NT $T.O.Slab Vulcraft Deck in! with L4x4x1/4I io Provide hole in 0 '• COLOMDO Pool DESIGNS uc 96'-117/8" l B.0 �� �� < ` a • I•` ° 11301 W 43RD DR,SUITE 410 l 94■ �I✓ ,.- concrete wall for % 0 L GOLDEN,reo 6sa eo�A eo4oa Box out around chase m mechanical duct I Iiik4 dal with L4x4x1/4 5XQ� ig 5 1 •• HSS4X4X1/4 9. H 4X4°1/4 I 4ONTACT.ANDv ucELtE — So HSS31/2X3-1/2X1/ 3 X S3oa �� 04 �� 10 _ IB�\\\ 5302 S303 \3 �� \� 5302 �� 0� �� 5201 • 5401 \ \ O -C aii W8X10[99-37/e] lie W16X26[99-37101 h1 W16X26197 97/e] W16X26[27 97/9] W16X26[97 97/91m®_ cp Steel Beams to Columns ISO In �� n 01 © 0 Sim • \�' a 1i \ z0 .. - 06 — ®' ® •/ ./ ° \HSS3X3X1/4 saoa' S3o3 0 m \ \\ I'6+�� �� saos• ®' 0 e< Saca tension column 11 Sim ° BC F. �? B 2 - See detail 97'-2 1/2" � 1147 oa 3 s To slabai U 6v6' o.Slab g sooz m N ®l > 97-2. Face of concrete m ■3 1f „Concrete Slab w/3V W 1: • ®' • dI;m m o_ • +^ i� Vulcraft Decking for HAS Size WI Slope structural slab and r P'I♦ rn —f�� 1I = 4x4-W2.9xW2.9 W W F- and Qtyiii �„x.„"n,. c waterproof per Arch details. -1/▪B/12 Bp o d"- -_mm mil - ' 4 �> ® � . 0 X ri ®Ark� p1 0 Max 10"thick I <l c _---' ",xv 1 p tl U m ®' 1 far' 0 s Landscape wall s .<. P- _ p00 Licet �� 9� t y 3 ._II HSS3-1/2X3-1/2X1P o ai -with wee holes& saoz 1...,„ �'�r° _SOP 2S ttf _ _® _ % S3o3 I Tilp e p O pi . O .'pDSp'•••F f O 5'1,1/2 '®✓ Sim O 18"/12" 1 -3 �9 -max 2thick stone - - - _ - _ D O,•O :y5,0 • 3 HSS3X3X1/4 I 11 °6 veneer above steel i �-� C¢ t j ♦ beamsYp• r ®a W&X1 37/8 '4 S3o3 tension column �3 B° - a • W8%35 y, 45610 m� � �. 7 - W10X191s6 71/z L W10X191ss 7t/z) ,96 WI 71/z ® �, O �oO 1 L \Q W8X48[ss-37/a1 2 of -' - 1111717412k ;. Box out around chase tlQ FS •• �G�=;� HS54X4X1/4 7� 1. s va y ] / \ Section View f Q S( ENI ®' i0 0 s,02 �® 2 - t DNA).1 o with L4x4x1/4,T \a YP �h� ���<XI Q Foundation wall,' T.o.slab P 6.10.22 ST.O Slab X1/8"/12'- 5201 ?� 0 B �� see Ian M 97'11/4"ro 9 9701/2 3 W 16X89 9s 7 1/z] i Q - o © D 'IIIIIIMili ° :as ° ae♦ WBx35 234 W.Francis St. --� -HSS4X4X7/4 x ® Szo, IJI W8X351s5 s3/4] ° 2 W. n �, 3 W8X351ss 7 vz] - - - - - 34 Aspen, s 0 ____ �'� \ -. WBX48199 37/81 °..w.e.°..wneew®n.:mwan.:mw®n.:mw®n.:°sa®n.:mw®n..aw®n.:mw®n.:mw®n.. _.:_°:.° _°_°_a._ _... y .. .° • 0 F t - ®_ ®- e.. .w:a.oc ::.:n .nw® ..:. -- -- --o vz °eat 0 7 4 m m� �- - --- n k]I� HSS3-1/2X3-1/2X1/4 f�\97 _ S303 S303 QI- I sR E G m- �11�1� YT.O.SIa H �J m { --- Box out around ducts SS4X4X1/4 z -- --- E.-- with L4x4x1/4,T ® B Nc O If m :.,':':1-7 1823/8 8101 109 cRo OxPEE_ __ ,�-, r, II 7.O.Slab m W8x58 reginc.comE•970.349.1216 S3o3OX, O 99'-87/8" fi © / ConsuIlln9Engineerse -. © ` v 1crete Slab // rr' ♦9 5"Concrete Slab w/1.5VL19 Mechanical•SlrucNral•Energy® 4 Vulcraft Deckin�HSS3X3X1/4�3I I O it /6x6-W2.1xW2.1 WWF encency l sustamabbtyl mplicity ' WSX7]I99 37/81 I W8X48[99 37/8] S3o3 between beams S3o3 58[96 /21 Plan View l» R:: : w:o:A: : ::w: :. • M x 3 ? x 20"-�igh LL , Embed Plate Detail 22-06-1000ABUILDINGPERMIT • �� \ �HSS4X4X1/4�� a,3 © ! e\67. II HSS3-1/2X3-1/2X1/4 N`rn ro 33 -�-Box out around ducts 1 rt 1 r_Otfa 3 m, ®' i m •m N r ikr O.Slab �� ith L4x4x1/4,Typ • HSS3X3X1/4� mo 10 A� l \ d 33 P '�198'-67/8" V\I 1 © ��� S2o1 I 972�0 = I ti IJ 3 Sim TO slab o n 0 /�7 — ID Wall Type • ° / ® ® �> / I 6 �! ��� 'b szm fB szol E• W1 2x4@12"OC W8X1 99'-37/8 S� �� G Qa [ "] w8xss[ss•7vzl ..I [' W2 2x4@16"Oc x -e-m-.-e-m-.-° WSX13[96 7 vz] O .......................®. ..:: : : : :::: 'rcIV �III� =---_. W3 2x4 @ 24"oc —� i� W8X58[99 37/8] ,o J ,0 W4 2x6 @ 12"oc N S4 t Typ $40t " 95'81/4 • Saoa HSS3-1/2X3 V2X1/a 3 W5 2x6 @ 16"oc HSS3X3X1/4 ak ®q117 T.O.Slab S3oa — W6 2x6 @ 24"oc ® Box out around ducts Notes: with L4x4x ,Typ 4 I. es r Srzo O Insulate headers irs not n exterior out on Ians wallsare to per 2/S3)1. LVL. b ------- 01 V I First Floor Framing Plan - - - ,• - - - . _ ' /� O All columns not called out or shown on plans are to be matching 2x6 or (1)2x4,or 1 T-1 K if they are supporting a header,matching wall A ( - thickness. A OLayout of repetitive members is conceptual only U.N.O. © 97`01/2., O SEE NOTES#1 PLANS 1 .2 T.O.slab 5 C O Hangers for framing members per Hanger Schedules on S001 J Y V rieWeil) UNO on plans. 1• . 2"dia.holes @ 24"OC Typ at steel beams.See detail 9/S303 O 07/21/2022 6 All existing roof rafters and wall framing that is historic must FirstFloor FramingPlanO remain.Sister in new members as needed. ....x - ® O 1/4tr = 1 r_OU I co Stin �.. a.R justinh I I 5 I 4 I B I I l-As indicated Hannah Malay 2968 rvo I 7 I e I B I a I 3 I 3 I I T T O T 2022-06-10x0 COA BUILDING PERMIT Loc.rro cr DESIGN PO Box.. ASPEN,CO 21012 e]0.309.0695 1 CONTACT:OEREK SKALHO E E BLUEGREEN BLD HSS5X5X7/4ST.300 S.SPRING TK SUITE O ASPEN,CO 21611 TEL,ACT,SHERI 2675 p� CONTACT:SHERI aANZONE • �I \ 3� I xarowc wESEaysncw A, • _ NDON ADAMS I W 16X26[97 9 7/8"] W 16X26[97 9 793 W 16X26[97 9 7/6"] aD S.SPRING s SUITE 02 v ASPEN CO 21611 -.:: .....: mvi.®a®mvim®a®mvim®a®m.•>®a®mvi9 vi9e�®:"aim®a®mvim®a®mvim®a®mvim®a®mvim®a®..< ®mvim®a®mvim®a®mvim®a®mvim®a®mvis : : ' ` � ' TEL 9709252255 ..�. ;..m...m.®.aa...m.®.aa...m.®.aa...m.®...a...m.®.aa...m.®.aa...m.®.aa...m.®.aaa ...m.®.aa...m.®.a.....ma..aa...m.®.aa...m.®.aa...m.®.aa...m.®.aa..°...... ..,m..aa...m..aa...m..as...m.®.a......m..aa...m....... � ! .:... ...., a. .5�- " "• CONTACT,SARA ADAMS ®09S 97'-21/2" ::��;% :aa:�6 'e.?• p6.Off; `�Q O+ HIGH COUNTRY ENGINEERING iV ;+00\<t T.O.SIdb 0� 0. 0; 517BLAKE AVENUE,SURE 101 n .55 ®0�'` e01 ee ,�.!'� GLENW000 SPRINGS,C081601 \. >O�'• 0\O O� TEL:ACT,ROGERCONTACT. OG NEAL '''0' ' ' O , s•-..rM...E1wNEEF 0 ...... �O' ; ......., p : O\oe r —RESOURCEENGINEERING GROUP e$6 Pt?^. 5"Concrete Slab w/3VLJ7> e.,a 4zs eeuEVlEw AVE,sunE zm T.O.SIdb H. ®0 < <O Q �O0 TEL 970 3191216�e1226 \ Vulcraft Decking X ....d• o.o. \.d•. 97'2" ®6 eP�a. 4x4-W2.9xW2.9 WWF e.°°c CONTACT,AUGUST HAsz'DoosoN HARPER m .o< 0\,'ee %�,'ee"a - 11�.Ixc DESIGN. ®2 < Lo6sERvaro RE NTeRNAnoNAL x 006, N N C 1mwAu<ER STREET 7E eQNEW YORK NEW YORK 10013 6 • 122554463 /�, ®�® - COgNTwpar RLINA GERACI BB 81 EBUTTON 0 s.® W © .' WEST ST1 :1 : p: CONSULTINGI. AVENUE,EL:303.763.1263 ' .......... BO< 500.a .....xcweoir.xT VERSCHAVE n .::W10x19156'-7,z '�F W1OX19[ss 7nz X' D.5 00�5t� W10X191ss ],z^]•, ie p3: O CONTACT, ACOUSTICS oz . NEW YORK,• D 5 ERE O SUITE s >ee a ® ....... ..\i >�4 OQ s914 EL 098L85µ02235 between beams e'+� ° CONTACT avAN GRAVE L KERt ®0° <<°o e;°a .p O• BO. >,O•. 11301 W.43RD DR.,SUITE SW e®6 eb�a •" o aomervocoLow.00 e0403 O POOL DESIGNS uc 0 O• O.e. .44 4 TEL:720.523.8146 B O� p"1 a �R 05 5305 T.O.Slab! :5,Bt6 \.e<P< TO.SIab� TtAJ;g]'-01/21 y,�O .ANDY IACELLE CONTACT' e,• 6ea 9T-0,/2" - �6� 9 6°• -712" 164. .4oi T.O.SIab:'s,® W 16X89[96 / I ,°.'e%w %6 c oOgniii' -iiigg:::.::inig 'io' 'io' -io' -io' -io' -o..o' 'io' iiiing iligni ggaili gnili io%r gnili moo.�o'.:o.�o..o.�o..Dojo...io.,o io!![!o!::?? ir,:::` 96.-3„ .. - :60.60.6. 60.00.60.62:.?.:6.:2:.?.:6.:2:360.O0.6.:2:.?.:60:.?.:60:.�i0.♦0.60.♦0•.60:b.:o:06._d_06.606 oa06000o060 @b.:o:06.:0:06.•::... :°'O°:•:°'O°:.�6°. e°6°:°:°'B°:°:°'B°:°:°e<:n,:S.:xR:S.:xR:S.:xR:S.:x?i.°7F°:•:°IF:•52 :'. e......e.<>°>°.:;°...:•:... ..n,:.°.:..R:.°.:..R?:°:•:n,?:°.-n,?:°.....°.:..?:.m...e.O.A..e.O.A...:.O.A..e1eyn,:.?.:??2::`, 0A 0A 0_A _ �9T-11/4 ° -TW.9 01/2" 1/8"/12" QTW 98-17/8 i� _ • - \\ T.O.Slab • 97 Q NT' \ \\` I bvo�bv wvoai..-wo•b o o•b o•b o•b ob o•n c'"....wv"....vb..e•b o•b Yb o•n o•b o7-ana— ei----x35,i.e % ei.e..e �,,:J. °• �.e� �e °�e °®�e °ono°oeo°�e e�.'•:>>>??^•:o°�e o°aee o°oeo°:>•.>x..>:✓°oeo\.:; W8X3595'-93/C' + N tavYii;YvYii;YvYii;YvYii;3vYY;tYvYut v�i >. - O W SX35I96'-7 1/2"] c HSS3-1/2X3-1/2X1/4 ¢>, 3 IT.O Slab jp; • ^r—] 5305 �`� — > sEx.sa,uu,E c #5 dowels at 16 OC from sl HSS4X4X1/, :••; i - c into foundation wall.Simpson �� 0 >' _�����.��\ AT epoxy,4"min embed,Typ I- -- >. 00 L/ t tt Of) m m - =pPP, �Fy t1 N . O : 000soti.sF°tf Twos'-57/$" • ; i :¢ 45610e / 1 HSS3X3X1/4 t• - B > i .» � ' 5303 between beams > - t F• 9° waxsa ss-],�z" >e> > th sS/,NA1.EN.'= >.?. "-a 3 .uve:-oueo.:-ea%o.-a%o�v-,-0N%_ ¢-%.oa:.v%.oa:.v%.oa:.v%.o:�:.v%.o:�:iro:�:.ro:�:.ro:�:.ro:�:.ro:�:.ro:�:.ro:�:.ro:�:.a'Gn?eJ:ee%e?w\:ee%e?w\:ee%e?w\:ee%e?w\:eeGe aE.U:: 4 O''•O'dT�05.8 0 8 0 0:44. 10�b:b:Orb:b:Orb:b:Orb:b:Orb:d:::.O:d:Orb:b:Orb:b:Orb:b:Orb:b:O�tl:b:O�tl:b:O�tl:b3'••b»:e>:O:b:O�b:b:O�b:b:O�b:b:O�b[p'e - 0. °' > 6.10.22 q 3` .... X x 3; ''e - ',a fie- 3 > 234 W.Francis St. ^,y .,w„ HSS3-1/2X3-1/2X1/4 3 SO ?<„& 97'-2 1/4" a: n 2+° < 234 W.Fran St. #5 dowels at 16"OC from slab "'i \ h ''t into foundation wall.Simpson 3p- \\, `I N >� aspen,00 AT epoxy,4"min embed,Typ. \ .... ��` u3 ... T.O.Slab ti 9$.67/$" R E G o f — 1 olif 97,a„hhFis noDP R Nc p T.O.SIb$ >(j rNciNrr Sim ?:e i AI p > ,,, regino.com•970.349.1216 '•::1:: 5305 t ;� 92: ,>.".2 • Consulting Engineers B - •p •I®7121 �b > g Mechanical•SVuctural•Energy ..................... . O\00%0�0P a. p Wf C1J 6'E W$X13[96 71/21 efficiency suslainab lily simplicity �A a AAA.n.A0A A0A.:AV"A n:AV"A n AN!'A�r"i . °a A�CJ-,,,,,,-,,.....el?i:.el?i,ef..... ::%A.`.`.%e:%A.`.`•.%e:%A.`.`.%e:%A`.`.%e:%A.`.`.%e:%A.`.`.%e:%A.`.`•.%e:%A.`.`.%e:2 a Cwe.. wvu xwu.•S.M:•.. .... C \ o.: �.O Sla/4"O +0.;:• HSS3-1/2X3-1/2X1/' I T.O.Slab • S; a J I 1 1 1 First Floor Framing-Trench s7'-0 f/2"$ Details A 2 3 T.O.Slab 4 5 SEE NOTES#1 PLANS Trench and Patio Framing Plan riE E; S102A ® O 1 111 11 /2022 3/8 = 1 -0 FORCOMMIFUNlCB °.E.. iustinh 3/6"= '-0" Ha nah Malay 2966 rvo I 7 I 6 I 3 I 4I 3 I 2 I I I I 7 I • a I I 4 I 3 I I _112.`2=,..,../......,................ _ T cD, ...............T.„D .... ..L.o:020-09-04 Permit Set " T I=HSS3-1/2X3-1/2X1/4 HSS3-1/2X3-1/2X1/4 ill21 ICY I ill NSF __ _ ® , r.- W16X26[108'--5 1/41 11 - - - I - - I - - - _ _ I ® 'FRIDAY DESIGN PO• BOX 7928 ASPEN,CO 61612 TEL:976309.0695 CONTACT:DEREK SKALKO 2 I Ili ......'E.....' E 1417 i I E BLUEGREEN BLD LSSR2.1Z Tr I I I 1 I I 300 S.SPRING ST.SUITE 202 ASPEN,CO 81611 I. I 1 @ I TEL.0.5.8875 CONTACT:SHERI SANRONE 0 I litSTOMC PRESERVATION ...• .... & 1 I BENDON ADAMS k if i I 300 S.SPRING ST.SUITE 202 ASPEN,CO 31611 E0 BD I I I TEL:.0.925.2855 .... CONTACT:SARA ADAMS... l'R 0 k .0.Plywood A crviLAANEA 1.: .7 /1081 HIGH COUNTRY ENGINEERING -6 1/4" .1 ii 6 1317 BLAKE AVENUE,SUITE 101 I GLENWOOD SPRINGS,CO 81601 P _„...,,„ 4 1 M7414 TEL 970.925.2365 •HSS3X3X1/4-\ 2)9 1/2"LVL L-:114.***0,8,S, \ • I jj II , HSS3X3X1/4 ' I I CONTACT:ROGER NEAL 5111.-Mil.,IdEp MM.. I t - 0 _RESOURCE ENGINEERING GROUP .BELLEVIEW AVE,SURE 201 CRESTED BUTTE,CO 61224 CO'L.9,97=UTU6ST HASRMODSON HARPER e.,••:„, ,,_.„.„.,,..,k A I M/j, ,2 h; 11W4/6•"" kV"-z,''V - I - 'II— 1 il - - I - - - - - I ,......._ . _ I . DOBSERVATOIRE INTERNAIIONAL El W_ _ . . . 1 . ... I. 120 WAU4ER STREET,7E 1 NEW YORK,NEW YORK 10013 TEL:212.253.4463 .•* CONTACT:CARLINA GERACI •* 9 0 I ' 1 11) I I ONEBUTTON ID ....... ,, .'• & 67 WEST ST 9627 I $.$ If ioT.i00.9P,IywOri 6d BROOKLYN,NEW YORK 11.2 TEL:917.393.0025 s:00 HSS4-1/2X4-1/2X1/4 88 1 I El\l,' 'n'n'''-< N CONTACT:MATT EMMI EICOOPE OONSULTPHI . .. Z (3)2x4 ----7-------fi__ _1 11 7/8"LVL @ 16" 1 1 0 APPUED ENCLOSURE CONSULTING LLC I! : •f_b ' 1 (2)11 7/8LVL -" - .- 11757 WEST KEN CARYL AVENUE,SURE FM LITTLETON,COLORADO 00127 TEL:303.763.1863 CONTACT:EVERETT VERSCHAVE LIE1 .'. :. Ta Wed I I No joists in this bay for duct _Layout joists around 1 r- Linear slot diffuser in mechanical. ACOUSTIC COMUL701,17 routing.See mechanical pans. W8X13 l (2)204 - ceiling,split roof framing F.' EREMOS ACOUSTICS layout across face of 1, I AA I ion BROADWAY.SURE 202 fireplace wall to allow NEW YORK,NY 10014 Innnnennnn CI r'llo8 rnnnnn..Ild HSS3X3X1/4147 TEL 646.650.35 Ark k I I I I 4* W8X13 '-9 1/41 I I _J r \ space for SA plenum box CONTACT:RYAN GRAVE(GLOTRBECKER) m.,...HSS3X3X1/4/ 71 in framing See Aillh %PP C[4,111,611. rl N1117 1'1)4"./12"1 0 4 Tii008.73oi8c1, IMF COLORADO POOL DESIGNS U. 151/2"LV @ 16" Ef 78 9 1/2"LV @ 16" .......TYP - 3-1/2"LV •6" ---- , . , HSS8X6X1/2 S30 ,31°22 I _ 7 'I Tapered 0 S303 S304 - w8x 18 I I I 1,1:10:3LN,nopicoN....r,ee4c,3Asoniotn,.oes euaLi teo 310 o NIP W18X35[110'-7 1/2.] N - 1-iss-16x8x5/8.009• ,, u u u u u u u u g.,•\ x3"Structural Steel Fascia nn n r I 11 1 '5' l4/8X18'1013.-91/41] • = N HSS3 3X14 AI 1/ -1 , HSS8X6X1/2 2 1.-io 3/41 2. 7o 7o:" IZEP, I is! VW ..i.:! . . .. 1 2-Nil \ . "`" IL°::: ;, . F<':.. ,re, L:'<"9 1/2"LVL @ 16" .., X ii co...A x :: rx, 5 1/2" I 111 3-1/2 LVL LVL @ 16". pi T YP ., ... Imii with 1"x3-1/2"wood blades c i 4 111 :':: 2" , • ..........E C IZEF 1117 t @ 30 degrees,4-1/2"OC Typ. see Arch. , i - — I • @ ....„,,,,,,,, -- 1*',•'0°b70./I7'.%. ", 4:" .::' 'It:<41X @ _ _ _ W8X131108'-9 1/41 .UuLJULJULJULJULJUU n i I I ri ri DZ-HSS3X3X1/4 s3403 t 9,51/2. - -/ 4-3- / 5.-21/2• - - - - - - _4_1 _ 0 $ .. — - i 1 4'4'45610-5'‘ ' 13 UPArg n F1/2"TVL 316,,n n ii 12 1 I CD ' S3 ,HS-S3X3X1/4=--— it- Ly4,4"i_vi_ u u ii uuuu tr--"Vu i- n ,n —n c sam (2)7 1/4"LVL n- rl- 11 11 , - i- Reframe this roof as required after ' k_ , CD :_.: e , . r 2121K 2-6-1K\ 2 TYF i I I I demolition of existing shed roof. , Ei, 4isling@ 24" , I S301 All existing headers to remain I !!-MAI 5 _1 7 1/4"LVL 0 16" I -\ i 6.10.22 I] - II - _ 7A I—I I II ED - I Itiii ku ! I S3o1 HSS3X3X1/4 s3. 1 J A I 234 W.Francis St. 234 W.Francis St. , V u u U W6X151109'-71/1 " - 1 - - Eli- Aspen,CO ......,....................,....,„..,....„ I 121- -e6=1 t HSS3X3X/4 I 1 il IT II ii ii 1 1 II 1 - ---, Al Wall above , HSS3-1/2X3-i/2X1/4 461,1 Ism/ II;T. I Existing Framing @ 24" L_ _ R E G . . .C I! 1/4"LVL @ 16" - i, 1 , ,I;X;(-7:8) GROVE ENGINEERING I LI I : ICI ' I oR S301 21-1K i v Existing.Framing 0 24" - reginc.com•970.349.1216 , II I M ':i3 - 0 x I I : 7A 7A ii i Consulting Engineers g Mechanical•Structural•Energy e HSS3X3X1,/h 1 S30 I 1 KS..2")i (-2-)- e „S_3113, 206 I . Ex.W12X35 to Remain al I AI W6X15[1091•71/411 LI LIUw6xoIII,i, .11 efficiency I sustainability)simplicity . , , , , \_(4)2x6 xxxxxxx ngl-PAPP1 44.ik- .- •,p1 Wall above HSS3-1/2X3-1/2X1/4 II I 4 i 2 2 2021-10-04 COA BUILDING PERMIT Sequencing Note:This floor system shown is , HSS3X3X1/4 s302 2 2022-06-10 COA BUILDING PERMIT to replace existing floor system.Floor to be III ' 1 PI wood 4 •' ,I ,I I I S3°3 \-2T-1K 2 2 removed one section at a time and replaced I •' w 1,"' 0 4 7 1/4"LVL 0 16" II I I i• ,. fi with new floor system prior to removing the laik I ilk 1 t olfa ID Wall"Dine—7 1: ,__, I Ex sting Framing @ 24" i _ 1 next section.Coordination required with GC l' '' 4 . W1 2x4©12"oc and REG after removal of drywHaslIs3x3x1/4 1.„ ,klitil_0&4.,I‘,,-,•:,, %V HSS3-1/2X3-1/2X1/4.4,4,, io I ILAr dirlrlrll 1 1 1 1 w : Existing Framing @ 24" W2 2x4 @ 16"oc !,....A.,1,,_W6X15[109'-7 1/41 L - 1 --I W3 204©24"oc 4 I i - S30 • t::::::::::::::1:::1::*:::::::41,...;:::::::::::1: . J , 00 ti,_i—i,-1-+-Er 1 W4 2x6©12"oc wax2opow-71/41 I " - \ - - $ J 4+' '10_,MIIEL 109'-8'I 1 II 1 6"LVL aug_rsajal LAN . W5 2x6 @ 16"oc ' l (2)2x6 II, wk. Ii21 , \-Hss3x3xi4 ,3403 • • • • • — 1,,,orkrrIrimi ," ii4;7 , W6 2x6 @ 24"oc Ittli7 = ! „.1 (3)7 1/4"LVL n I 1 L Eliminate top nailer in IIMMII )11 I I I I Notes: shaded area.Glue plywood Remove existing 7 1/4"LVL @ 16" to beam top flange per detail beam and col mn I •0. Headers not called out on plans are to be(2)5 1/2"LVL. MkPreserve existin. r-', I I ,,.cj,n12- Insulate headers in exterior walls per 2/8301. 1417 roof framin4 It \4' ii I iii i i i PI I I 11 PI I , ii -7 1=1 1=l i _ ii Ly.- ' I I I - •O• All columns not called out or shown on plans are lobe(1)206 or C) _ i I P(2)7 1/4"LVL (1)2x4or, IT-1K if they are supposing a header,matching wall thickness. Second Floor Framing Plan A I Ex.Col. Mechanical grille,see mio, SEE NOTES#1 PLANS O. Layout of repetitive members is conceptual only U.N.O. A rn-- (---- Ci CD CD r1). '0' Hangers for framing members per Hanger Schedules on S001 1 1 ) 1 1.2) 1 6 UNO on plans. '. . ' D EVAREW9 07/21/2 02 2 j .0 2"dia.holes @ 24"OC Typ at steel beams.See detail 9/S303 1 S 1 0 3 0 All existing roof ratters and wall framing that is historic must Second Floor Framing Plan FORCCOCLOWLIANCE remain.Sister in new members as needed. 1/4" = 1' 1 us tinh-0" .._ SONE DRAM.: PAPIER NO. As indicated Hannah Maioy 2968 I 7 I 5 I S I 2 I 3 I 2 I 1 I