The URL can be used to link to this page

Home My WebLink AboutFile Documents.330 E Main St.0016-2021-BREP (5) NORTH 2x6 TOP PLATE. RAM SET TO TOP OF W8 7. Design and construction shall be in accordance with the requirements of the EXISTING DBL 2x72 International Building Code, 2015 Edition (2015 IBC). Loads used in design are JOISTS TO REMAIN as follows: FACE OF HOTEL ALONG MAIN STREET PACK OUT WEBS OF �, -Deck SL 100 psf W8 W/2x MATERIAL "" HSS 4 "x 4 "x -4"x 1 ;" TUBE -Deck LL = 40 psf TO FACILITATE I I EXISTING NOM. 6x12 SECTION BEARING ON 6'k6'"xa -Deck DL = 72 psf m RS BEAM TO BE RECONNECTION OF RUBBER BEARING PAD. HSS TO -Wind pressure based on 120 mph, 3 sec gust, Exposure C REMOVED WOOD TRIM ELEMENTS _��_: HAVE A 4" CAP PLATE ON -Seismic Design Category C N BOTTOM. CENTER UNDER W8 CENTER ON COLUMN 2. All steel shall be ASTM A992, Grade 50 for W shapes, ASTM A36 for plates & `�. JOIST BRG = CRITICAL bars, and ASTM A500, Grade B (fy=46 ksi) for hollow structural sections. ELEVATION TO HOLD (y- o Anchor bolts shall be 2' diameter ASTM A307 with 7" minimum embed unless IF COLUMN IS HOLLOW noted otherwise and spaced at 4'-0" o.c. w/ a min. of two anchor bolts per PROVIDE (2) - LINDAPTER LHBM16-3s. section. Anchors bolts spaced a maximum of 12" from corners. Framing SOUTH BEAM END P —TOP OF COLUMN CAPITOL = BOLTS EA SPA ON BOTTOM FLANGE FIXED ELEVATION TO REMAIN BRG CONDITION THRU HSS AND FIX TO COLUMN CAP. connections shall use ASTM A307 bolts unless noted otherwise. Beam to beam connections shall be fabricated in accordance with AISC Manual of Steel IF COLUMN IS FILLED W/ CONCRETE - Construction Table BA. Connections shall be designed to support the reaction / ±12'-3 1" FIELD MEASURED / DRILL AND EPDXY (2) 2"DIA. ALL as shown on the drawing, or X the total uniform load capacity of the beam LENGTH OF RS TIMBER BEAM THREAD. USE SIMPSON SET EPDXY (AISC Manual of Construction, Section 2), whichever is greater. For wood APPROVED EQ. ledger plate connections to steel beams, beams shall be provided with 9/16" END PRO . � OF OF CAST gg p flange,GIRDER = APPROX. dia. holes staggered at 24" o.c. in the to unless noted otherwise. All 2X FILLER PLATES AND IRON COLUMN TO REMAIN stainless steel shall be ASTM 4304 or A316. All welds shall be made by an TRIM ELEMENTS REMOVED AWS Certified welder with E7018 electrode in conformance with AWS 01.1. PACK OUT WEBS OF W8 FROM DETAIL FOR CLARITY W/ 2x RECONNECTIONMATERIAL TO FACILITATE 3. Wood framingshall be connected in accordance with IBC unless noted OF WOOD TRIM I I ELEMENTS (REMOVED FROM otherwise. Materials shall be as follows: SIZE AND PROFILE OF COLUMN - THIS DETAIL FOR CLARITY) 2x6 TOP PLATE RAM -Rafters, headers, joists, studs: Kiln-dried Doug Fir, #1 Grade or better CAPITOLS AND COL. IS APPROX SET TO TOP OF W8 -Pressure Treated: P.T. Doug Fir #1 Grade or better AND FOR ILLUSTRATION ONLY. PROVIDE (2) LONG-SLOT -Log beams: Doug Fir, #1 grade 17-3 "IS TRUE FIELD HOLES IN WEB OF W8 TO MEASURED DIMENSION -Timber beams: Doug Fir, #1 grade. (no knots in bottom 1/3) ACCOMODATE z"DIA. BOLTS 5k3"x4'k5"ANGLE EA SIDE -Deck Joists: P.T. Doug Fir #1 Grade of better. EXISTING CONDITIONS PROVIDE (2) - IV DIA. STD 4. Dimensions are to edge of framing or concrete, unless noted otherwise. All HOLES IN 5" LEG OF ANGLES. discrepancies shall be brought to the attention of the Engineer and Owner prior 4" 4 4�» 3^ HSS x x a„x 1 TUBE SPA AND EDGE CLEAR PER to construction. SECTION BEARING ON 6"x6"4" AISC W8x21 BEAM RUBBER BEARING PAD. HSS TO 5. It is the responsibility of the Contractor to coordinate construction with all HAVE A 4" CAP PLATE ON BOTTOM. 4 x 4 x a equipment and utilities, and verify sizes and locations before construction. CENTER UNDER W8. HOLD AS CLOSE \ ��HSS 4 z 2 TO BUILDING FACE ON COLUMN CAP x 1 4'SECTION 6. STABILITY DURING ERECTION: Framing is not stable until all framing, AS POSSIBLE \ - 4"SQR BASE PLATE connections, floors, and roofs have been installed and connected in accordance NORTH NORTH BEAM END with these plans and the 2015 IBC. It is the responsibility of the contractor EXISTING DBL 2x12 4"BEARING to provide temporary bracing to stabilize framing until the structure is JOISTS TO REMAIN BRG CONDITION PAD complete. FACE OF HOTEL ALONG MAIN STREET BEARING/NG PAD 7 All floor joists are to be blocked at bearing and mid points. / DETAIL 8. Contractor is to give TK engineering consultants a minimum 24-hour notice 1 " NEW W8x21 W/ before the existing timber girders will be removed. TK will be on site and _ photograph existing bearing conditions and provide direction as necessaryif I I III2x TOP PLATE conditions deviate from what has been assumed and detailed to date. TK will +V notify City of Aspen Historic Preservation Staff with site observations. JOIST BRG = FIXED ORIGINAL 2x RS EM ELEVATION TO REMAIN —STUD TO REMAIN FACE OF HOTEL ALONG �� ATTACHED EAST ANGLE TO ORIGINAL 2x STUD W/ (2) MAIN STREET REVISION B NARRATIVE NE �!, mm TOP OF COLUMN CAPITOL = 3" TITEN SCREWS LONG SLOT HOLES IN WEB OF W8. STD HOLES IN ANGLES. 4l FIXED ELEVATION TO REMAIN % Overall re air concept has I li - WEST ANGLE - ADJUST HORIZ LOCATION OF ANGLE TO p p t12'-3 4" FIELD MEASURED 1 i TUCK BEHIND #4 VERT BAR. #4 VERT BAR TO BE not changed. W8X2I beam LENGTH OF RS TIMBER BEAM �, i _— PLACED BEHIND BACK OF EXISTING BRICK #4 BAR _i= 2x BOTTOM PLATE& / i AND BOTH ANGLES TO BE GROUTED IN PLACE W top & bottom plates to i"FURRING STRIP NEW W8 STEEL BEAM TO BE _`5' 1 � r / AS NAILER FOR 12'-5" TOTAL LENGTH. r P * EAST ANGLE - ADJUST HORIZ ANGLE TO ABUT TO replace the east and west FASCIA AND STRUTS L i 1 I 2X FILLER PLATES AND , EXISTING RS 2x STUD. FASTEN ANGLE TO STUD W/ deteriorated timber girders END BRG OF WOOD GIRDER TRIM ELEMENTS REMOVED i =. SIMPSON TITEN SCREWS. = APPROX COF CAST FROM DETAIL FOR CLARITY j aS Originally proposed. IRON COLUMN TO REMAIN (1) #4 X _ : TIGHTEN "DIA BOLTS BTWN ANGLES AND W8 WEB. 24"REBAR i • IE _ Dimensions and connection 1 SIZE AND PROFILE OF COLUMN - ORIGINAL BRICK AND to columns and building CAPITOLS AND COL. IS APPROX MORTAR TO BE SELECTIVELY AND FOR ILLUSTRATION ONLY. REMOVED TO ALLOW FOR HSS SECTION TO BE CENTERED UNDER 12'-3 "IS TRUE FIELD W8 BEAM AND ANGLE W8. HSS SECTION TO BE PLACE AS have been updated to TIGHT TO BUILDING FACE AS POSSIBLE MEASURED DIMENSIONI NORTH reflect uncovered site FACE OF HOTEL PROVIDE 6"x6"NOM. x 4"HIGH DENSITY conditions. RUBBER BEARING PAD BETWEEN CAST PROPOSED CONDITIONS ,"",N.N ALONG MILL STREET i IRON AND HSS SECTION MIDa /-,p00 I- � RECEIVED : ;yf ""F�T��', NORTH BEAM END BRG o NORTH BEAM END BRG 05/25/2o22 • 'e 43380 CONDITION — PLAN 05/25/2022 i �� a: , CONDITION — PROFILE t� ASPEN i ,Z y��s 9% BUILDING DEPARTMENT I,,-,,,••,, AlE0G\�,i$ May 24,2022 TK ENGINEERING CONSULTANTS LL C i filet � e r 10, e Fr n 'r e C oh h e r e TK �• irs 1015 WEST HORSETOOTH ROAD, SUITE 203 330 East Main Street �� FORT COLLINS, CO 80526 B UPDATED TO REFLECT UNCOVERED CONDITIONS NMT / 5/24/22 Aspen, Colorado PHONE: 720.689.3690, WWW.TKENGINEERING.BIZ A ISSUED FOR CONSTRUCTION NMT / 4/28/22 REV BUDGET ORDER CHANGE DWN CHKD APPV DATE DATED: April 28, 2022 SHEET