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Home My WebLink AboutFile Documents.341 Park Ave.0072-2022-BRES (7) WOOD JOIST&BEAM HANGER SCHEDULE SYMBOLS 1� Simpson Hanger LEGEND STRUCTURAL DESIGN CRITERIA fastener, Membe" Comments 111)1)1) m 2022 peso Lt. Supporting Member Too Flange Supported Member Supporting Member Supported Member STRUCTURAL DESIGN Building Code:2015 IBC • LRU28Z (6)0.148"0x1 1/2"NAILS -- (5)0.148'0x1 1/2'NAILS LVL 2%12 -- VIWW.DBSD.COM ELEVATION MARK K-->ELEVATION NUMBER Local Jurisdiction:CITY OF ASPEN • LRU28-2 (6)0.148"0x1 1/2"NAILS -- (3)0.148'0x1 1/2'NAILS (2)2%12 (2)2%12 "•"INDICATES HANGERS SHALL BE INVERTED 0/1-->SHEETNUMBER Risk Category:II Notes: iniSECTION/DU/41 MARK 1. Har;ers shown on plan,contact Engineer of Record for hangers not shown an plan. 11 I-DETAL NUMBER Wind Loading 2. Har;er substitution(manufacturer and/or type)not permitted without written approval of Engineer o Record. `_�\\\\\\\\\� III-->SHEET NUMBER 3. All•angers to be hot dipped galvanized. ,o 0 L/C\,IId I Basic Wind Speed(mph) Vuu=115,V,ra=90 4. Provide G185 minimum galvanizing for hangers in contact with pressure treated wood in exposed locations. pP ...= E' ( z 1 PLAN/DETAIL MARK - i r,�. �'s��// Il A-->DETWLNUMBER Exposure Category B �' O MXX-->SNEETNUMBER 7.1 1 % 56450 � REFERENCE ELEVATION CUE GC0 m 0.18 o b 's, �i REFERENCE-->T/OR 0/OBJECT 10 HANGER SCHEDULE %//�rNx ��2i �I1�ra ,cC STEPS ESLOPES N DECKS 6SLABSFCT GroundSnovoadin Snow Load,P,(psf) 100 ` /N� //'III 1��\0��= -14 T '>xC' lC- STEP HEIGM '-J X• "">>> Minimum Flat Roof Snow,Pr(psf) 70 (N)117/8"LW RIDGE BEAM. - I BEAR FULLY ON(MOT HIGH 310E TOP OF WWJSTEP Notes: �' LnW51DE 1. The referenced building code in this design criteria defines the appropriate edition PLI/4x3xO'-7'WI I (E)2x12 RAFTER BEYOND l of all referenced codes and standards.If the governing code does not define an (01/2"8A3O7BOLT �I HIGH 510E Q LEDGE STEP appropriate code or standard the latest edition shall be used. LOWSIOE 2. Minimum flat roof snow according to the ASPEN Building Department. 3/I6\ / OOTWM OF WALL STEP 3. Live loads are determined according to IBC,Section 1607 and ASCE 7,Chapter 4. 3/I6 I V 4. See load keys for definition of loads. STAB DR DECK SPAN DIRECTION ./ .\ -I MOMENT CONNECTION Disclaimer and General Use Definition: -I 1. The structural portion of these documents are not intended to -i_ HEAM SPICE CONNECTION function alone-They area portion of the Larger construction document package drafted by sub-consultants under the direction 0_ BEAM POCKEHCONNECTIDN of the project architect-ALL of these documents are intended to I_ BEAM EMBED CONNECTION function together. 2- If no stamp is present on these documents,they shall be g1. COLUMN TAB considered preliminary and developed for coordination or pricing OP R ■ �l. CK-->COLUMN STEEL BASE L:PUR purposes. pQ� i W BPK-->STEEL BASE PLATE.RE:BASE PLATE SCHEO \ �j, 3- These structural documents were drafted by DB Structural Design -> 4. Ltd.as the Engineer of Record,referred to herein as the EOR- _ FOOTING TAD 4- It is the responsibility of the contractor to notify the FOR of any -qV U- NGSIh,RE:SCHED discrepancy between these drawings and the overall set of I'-0"BEYOND FACE (MIMING ABOVE / 1119,19"-->T/FT°ELEVATION construction documents developed by the other consultants. MOD BEAM.RE:PIAN OF(EIFON WALL C`' KEYNOTE 5- It is not acceptable to deviate from these documents without first explicitly notifying the FOR in writing of any deviation-These r(NINE SHALL BEAR CONCRETE MUTE deviations should be reviewed and approved by the FOR before PLI/4x3xO,7'W/ PRENDE 3/4"BASE PNTE W/(413/4"B CAST- I ON(E)MN WW1 proceeding. (01/P'8A3O7BOLT `\ IN-PULE ANCHOR BOLIS.6"EMBEDMENT l V6 _MI2xl2 S_1RUCTIIRA_L__FPS _ \/ NIX-->WAIL MARK.RE:WAILSCHLO ` fS' iC 6- Review of a submittal is not considered approval of deviation /// • WLO X-->HANGER BEAM HANGER unless explicitly noted by the EOR. 3/I6 V / _ 1 I. K-->HANGER TYPE.RE:HANGER SCHEO 7- The structure documented herein is intended to function in a 3/I6 I ,� gVp\b1Y V7 SKOCO VR STEEL BEAM/GIRDER completed state.It is the responsibility of the contractor to % CJP'TYP • • [qV- '] SUE-->BEAM/GIRDER Siff DESIGNATION construct this building in a safe and structurally sound e I o I o 1. Q a-->I OF HEADED ANCHOR STUDS manner.The contractor is responsible for all means and methods �` 5 QQQ Vl->SHEAR REACTION LEFT(IN KIPS) of construction. \ mi' B� _ 21 El I& n �1.�_ly VR-->SHEAR REACTION RIGHT(IN KIPS) .` [XX-KIP]-->T/3R ELEVATION 8. All project safety is the responsibility of the contractor.If any �I W I- I structural elements are used for anything other than their (NICDNC COLATFROSi OEPTUMIN.REINF W/(4)MS Ifni 1 WCOO OEAM/GIRDER intended design,the EOR shall be notified prior to this use. 0000004 U-OARS 612)VNIIINTUPI'.DRILLB I i� ----- CUSTOM WOOD 10100 Examples include fall protection and temporary guard rail EPDXYINTUIE)FON WALLW/HIL11 H0-HY 2OO.4"EM°EOM141 1• (E)2x12 ®I i 14 attachment points. ----------------- W1IODJMST/RANER/PREMANUFALTURED RUN TRUSS 9. These documents are not intended to be"scaled."All dimensions M SIMPSON COIL STRAP,RE PIAN&NEYNWES ,are explicitly provided.If an element cannot be located based on CONTRACTOR SHALL \ J the information provided,contact FOR for clarification. BENT AT FRONT ENTRY NOTCH BEAM ID PRONE FIAT BEARING SEAT IN HANGER COORDINATE ALL COL11171 CONCRETE WALL 10.No damage to the structure during construction shall be repaired 8 LOCATION KITH ARCH AND U 1 STUD WAIL without first notifying the EOR. \ ,, 3/4"=1'-0" �� EMSTING CONDITIONS. 11.The general notes are intended to function as the project r 7 7] WALKS specifications. HSS COL 2x6 BLOCKING.BLOCK TIGHT TO COLON ALL SIDES.RP 4 SHEAR WWI NOTATION 12.It is the responsibility of the contractor to review all submittals I F7777777prior to the FOR review. SHEATHING,RE PLAN I/4 (E)HSS COL COT TO FIT ON(N)HEADER IN FIELD A SW-A-->SHEAR WALLTYPE,RE PUN 6 SHEAR WALL SCHEO j' I - Il'-K'-->MINIMUM SHEAR WALL LENGTH 13.All submittal reviews are conducted by the FOR as a courtesy to (3)D.MO"OK3"END NAILS IN ADJACENT ROCKING. '�+1 I/4 R.K HEX-->HOLOOM,RE:HOLOOM SCHER IF NONE ARE the contractor to assist in the construction process and to ensure \� ■ _ %' 'i SHIA,NO MOMS REIM ATTHATLOCAPON the construction documents are being interpreted correctly. j` -� �V 0.148193"NAILS @ GU IN ALL BLOCKING,PP SHEAR WALL BELOW �� _ 1 SIMPSON A34 EA ENO OFOWCKINE1)1' SHIM PLATE,PLI/44,0-5"MIN O 0 CONCRETE CONMN ABOVE Or W0O0 RARER.YP 2/0BLOCKING WNN ROOF RAFTERS I1 ii I ❑ STEEL COLUMN ABOVE ® 1111 WOOD COLUMN ABOVE MOSS HEADER,REPLAN ,g)C.y NECOLUMNS BELOW DRAWING ISSUE "A ERIALIDENRFIDATI°"'N3EDTI°" ' `TYPICAL COL CONNECTION AT ROOF ' `TYPICAL EXISTING COL ON NEW HEADER Permit Cladfcation 9/12/2023 j -III (XX< z f \ Permit 4/192022 Permit Clarification 9/28/2023 CONCRETE STEEL SOIL SOILFIIL CRAWL STONE ��b,Wlt ��b,Wlt UNDISTURBED VENEER COMHSS COLTHROUGH FLOOR 2x6 BLOCKING.BLOCK TI°HTTO COL ON AIISIDESIYP (N)H55 COL RE:PUN IL V HSSBK4KI/4 OPTIONAL I/2'0 SHEATHING RE:PUN 0.148"&3"@ B'9C IN MI BLOCKING,TYP ERECTION BOLT,IVP PRONOE HSS TUBE ID FIT SPLICE(MCOLT°OLO COL (WD.ME"063"END NAILS IN ADJACENT BLOCKING.IYP (2)0.148"fx3"TOENAIL EA END OF BLOCKING,TYP INSIDE(NI COLTYP G� I 3/I6 ►tom ►-� I/4 I �_- 3/I6 JOIST WEB FILLER,IYP / i �• / PLI/2x(NICOLWIN& I / / WOODJOIST.TN V2'EW CI ROD TO PLATE 0 / I/4 I I� % (E)HSS COL W� *al WET CHANNEL V4 A ill AII kilt DRAB MIN BLOCKING I �R' "Sn�Nq ll I ROD TUxt 1/4 I '� I,, � n "'-- 2xSTUDWALL TYP BLOCKING AT CONTINUOUS COLUMN TYPICAL COL SPLICE DETAIL �SIDEUCaTOiemWUNE�" I `��R� HSSI6x4X1/2 i ��qA�WFTUDHANNELS 1/4 6 , _,-D \ 3 ' _'-0 .�3�= =: FRAMING PLAN PLV4x6"x9'-6" ' I I AllillW/(4NLOKO6 I/O" AND DETAILS PR&ROE ENO PU/4. I • 3/4"OROD RE:ARCH FOR GEOMETRY ( ,4114 2x BLOCKING W/(2)0.131"&3" 1/44 I/4 I _4 HSS COL RE:PLAN MIN R TOENAILSTOENAILSEA END PL OO I V2" MIN BOLTT EDGE EDGE GIST (2)3/470 ANCHOR ROD.MIND EPDXYWTIH NILTI HIl- E)CONCLUAU HY2OO.8"EMBEDMENT.CENTER INWALLTUICITESS COI CHIS W/3/4131E1D I I/P'GROWPAD MIN SIMPSON ADS EA END OF THREADED STUD 032'0C VERIFY INFIELD NBx9 - - MAIN LEVEL PLAN NOTES: BLOCKING.IYP PW2x4xD'-4" 1. CONTRACTOR TO VERIFY ALL EXISTING DIMENSIONS IN FIELD. __ CONTACT FOR FOR ANY DISCREPENCIES. (2)D.131"Ox3"NAILS.EA END < - 2. B/STEEL HEADERS=T/ROUGH OPENING*1 1/2"TYP OF EA ROCKING n (N)HSS COL RE:PLAN (N)HSS HEADER.RE:PLAN Al/ S201 SECTION AA IP 1.4x4x1/4x0'4" 9 " NEW CANOPY DETAIL ' S �TYPICAL HEADER SUPPORT DETAIL ' 2 `TYPICAL HSS BASEPLATE CONNECTION ' 1 , LEVEL 1 FRAMING PLAN0 NORTH ro JJ RECEIVEu