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HomeMy WebLinkAboutB15-0375.001 plans approved.pdf Town of Vail h 1•, FR r ,, pya �� , ,-N , v rr 8 4 �,7 W ? is SPECIFICATIONS: €3,u DESIGN LOADS: STRUCTURAL STEEL: bPS E A. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE CODE EDITION: 2015 IBC WITH THE LATEST REQUIREMENTS OF THE AISC "MANUAL OF STEEL CONSTRUCTION" AND LIVE LOADS: "SPECIFICATIONS AND CODE OF STANDARD PRACTCE." STRUCTURAL VE5116N5 • FLAT ROOF 100 PSF B. ALL STRUCTURAL STEEL, INCLUDING PLATES AND ANGLES, SHALL CONFORM TO ASTM PD BOX 80A07 • SLOPING ROOF 100 PSF A36, EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992 (50 KSI) AND AVON, CO 81620 • FLOORS 40 PSF EXCEPT TUBE/ HS5 COLUMNS WHICH SHALL CONFORM TO ASTM A500 (46 KSI), GRADE B. PH. I- '&31-6740 DEAD LOADS: THE LATEST EDITIONS OF THESE REQUIREMENTS SHALL BE USED (STEEL SUPPLIER MAY FAX.. 1-888-362-4685 • FLAT ROOF 40 P5F OPTIONALLY PROVIDE ASTM A512, GRADE 50). INFO®bPSE.NET • SLOPING ROOF 20 PSF C. STRUCTURAL BOLTS USED IN THE STEEL FRAMING SHALL BE A325-N, AND INSTALLED TO WWW.bF'SE.NET • FLOORS 15 PSF (NO CONC. TOPP'N) A MINIMUM "SNUG" TIGHT CONDITION. ALL ANCHOR BOLTS SHALL BE OF ASTM A501, AND BOLTS SHALL BE 3/4" 4> UNLESS NOTED OTHERWISE. THESE PI-ANS AND WRITTEN LATERAL LOADS: D. STEEL BEAMS AND GIRDERS SHALL BE SUPPORTED INA BEAM ON COLUMN BEARING MATERIAL,HEREIN,ARE • BASIC WIND SPEED: N/A CONDITION. VERIFY WITH THE STRUCTRAL ENGINEER ANY LOCATION WHORE A ��`` INSTRUMENTS THE of SERVICE AND ARE Tf PROPERTY OF bPSE,"L.C. • EXPOSURE: N/A CONTINUOUS COLUMN WITH BEAM SHEAR TAB CONNECTION 15 PREFERRED. / N (bP5E). REUSE OF TMls DRAKI SEISMIC DESIGN CLASS: N/A OR ANY NNA PROJEC CONTRIVED • E. TYPICAL FRAMED BEAM CONNECTION SHALL CONSIST OF PAIRS OF 1/4" ANGLES WITH ,�4 / / N N OR AN E IN PROJECT LOC THAN INDICATED THE 91-0'GK, IS STEEL BOLTS AND SHALL USE THE MAXIMUM NUMBER OF BOLTS PER AISC "MANUAL OF ��� INDICATED WlTrbt TITLE SLON STEEL CONSTRUCTION" TABLE I I-A OF THE FRAMED BEAM CONNECTIONS SECTION �p\��, / /� N N PERMISSION FROM bPSE. -•I Is NOT RESPONSIBLE FOR ERRORS STRUCTURAL WOOD FRAMING SPECIFICATIONS: AND/OR AISG "SIMPLE SHEAR CONNECTION MANUAL" WITH A525-N BOLTS (DR WELDED OtC+lg'�\ / / N N DUE TO SCALED DRAHN69. A. HOOD FRAMING SHALL CONFORM TO THE REQUIREMENTS OUTLINED IN THE NDS EQUIVALENT). BEVELED 2X "SPECIFICATIONS OF STRESS GRADE LUMBER AND ITS FASTENINGS," LATEST EDITION, REFER ANY c; OH3T OR F. STEEL BEAMS SHALL BE PRE—PUNCHED/ DRILLED FOR 2X TOP NAILER PLATE BOLTING, 1/4" CUSTOM DISCREPANCIES TO bPSE PRIOR AND CONSTRUCTION MATERIAL SHALL CONFORM TO THE CURRENT IBC. PLATE �U�� / / \ N STEEL HANGER TO OR DURING CONSTRUCTION. B. FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR-LARCH (DF), ACCORDING TO 6. ALL WELDING SHALL BE PERFORMED BY AN AW5 QUALIFIED WELDER CONFORMING TO T (2)-1/LTS EXCEPT STUDS SHALL BE WHERE THRU-BOLTS APPEAR IN DETAILS OR PLAN NOTES. P" /' / NkW THE FOLLOWING RECOMMENDATIONS: ALL 2" NOMINAL LUMBER, / / N E C E 1 WJ DF *2 OR BEI I tR, AND SOLID TIMBER BEAMS AND POST 3" NOMINAL AND HIDER, SHALL A'NI STRUCTURAL WELDING CODE" AW5 DIE LATEST EDITION. BTM PLT, TYP J BE DF #2 OR BETTER. H. MINIMUM WELDS TO BE PER THE AISC TABLE J-2.4 BUT NOT LESS THAN A 3/I6 // NEW H554X6XI/4 N 11 CONTINUOUS FILLET WELD,�UNLESS NOTED OTHERWISE. -BENT^' SEAM, ^� s T 2Q�fi C. ALL STUDS SHALL BE STUD GRADE DOUGLAS FIR-LARCH OR HEM-FIR (HF). I. DELAY PAINTING WITHIN 3 OF THE FIELD WELDS UNTIL THE WELDS ARE COMPLETED. WELDED TO STL I D. TOP AND BOTTOM PLATES SHALL BE DOUGLAS FIR-LARCH OR HEM-FIR *2, OR BETTER. FIELD WELDS, BOLT HEADS, NUTS AND OTHER SURFACES THAT ARE NOT SHOP PAINTED, o COLUMNS o f PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE AS WELL A5 FINISHES DAMAGED DURING SHIPPING OR ERECTION, SHALL BE FIELD TREATED HEM-FIR #1. PAINTED DIRECTLY AFTER ERECTION. E. DIMENSION LUMBER (2"+ WIDE X 4"-12" DEEP) HAS BEEN DESIGNED ASSUMING THE NEW H554X6XI/4 P = .�� t FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 900 PSI; HORIZONTAL SHEAR, 190 I I/4�� BEAM, WELDED TO (2)-'7 1/4" LVLLIMil PSI; MODULUS OF ELASTICITY, 1,600,000 PSI; TENSION PARALLEL TO GRAIN, 450 PSI; GENERAL SPECIFICATIONS: �� STL COLUMNS HEADER, TYP COMPRESSION PARALLEL TO GRAIN, 850 PSI; COMPRESSION PERPENDICULAR TO GRAIN, A. IF CONSTRUCTION ADJOINS AN EXISTING STRUCTURE; THE CONTRACTOR SHALL BE0 625 PSI. RESPONSIBLE FOR VERIFYING THE DIMENSIONS, ELEVATIONS, FRAMING, FOUNDATION AND F. DIMENSION TIMBER LUMBER (5"+ HIDE X 5"+ DEEP) HAS BEEN DESIGNED ASSUMING THE ANYTHING ELSE THAT MAY AFFECT THE WORK SHOWN ON THE STRUCTURAL PLANS. FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 1350 PSI; HORIZONTAL SHEAR, 190 (UNDER PINNING, SHORING AND BRACING OF THE EXISTING STRUCTURE SHALL BE THE 11 PSI; MODULUS OF ELASTICITY, 1,600,000 PSI; TENSION PARALLEL TO GRAIN, 450 PSI; SOLE RESPONSIBILITY OF THE CONTRACTOR). 2X NAILER COMPRESSION PARALLEL TO GRAIN, 850 PSI; COMPRESSION PERPENDICULAR TO GRAIN, B. ENGINEERS ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. T - - PLATES W/ \ �Q 625 PSI. C. COORDINATE REQUIREMENTS FOR MECHANICAL/ ELECTRICAL/ PLUMBING PENETRATIONS G. WOOD PLATES INSTALLED ON CONCRETE WALLS/ BEAMS OR STEEL BEAMS SHALL BE THROUGH STRUCTURAL ELEMENTS WITH THE STRUCTURAL ENGINEER. PRIOR TO = THREADED _� Loll it RIPPED TO MATCH WALL/ BEAM WIDTH. INSTALLATION OF SUCH EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE (2)-1 1/4" LVL I RODS H. BOLTS USED FOR WOOD FRAMING CONNECTIONS SHALL BE INSTALLED WITH STANDARDHEADER, TYP STRUCTURE, THE CONTRACTOR SHALL ALSO OBTAIN APPROVAL FOR CONNECTIONS AND I WASHERS AND NUTS. SUPPORT. CONTRACTOR SHALL FURNISH REQUIRED HANGERS, CONNECTIONS, ETC. Z I. TYPICAL MINUMUM NAILING SHALL BE PROVIDED, WITH COMMON NAILS, ACCORDING TO REQUIRED FOR INSTALLATION OF SUCH ITEMS, UNLESS SPECIFICALLY NOTED ON PLANS. NEW H554X4XI/4 THE 2015 IBC FASTENING SCHEDULE. D. SUBMIT SHOP AND ERECTION DRAWINGS FOR ALL STRUCTURAL STEEL, AND I COLUMN W/ (2)-5/8" 4 N J. FOR ALL SOLID OR BUILT-UP COLUMNS BEARING THROUGH FLOOR JOIST SPACES; LAG BOLTS INTO 3/8" EXT. STUDWALL W/ - r` PROVIDE BLOCKING IN JOIST SPACE, WITH CR055 SECTIONAL AREA TO MATCH THE MISCELLANEOUS STEEL TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SIMPSON H .., in THIS REVIEW IS FOR GENERAL COMPLIANCE WITH THE INTENT OF THE STRUCTURAL CLIPS, TYP. TOP BTM PLATE, TYP SHEATHING COLUMN ABOVE. DESIGN. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN K. ANY HOLES REQUIRED IN THE WOOD FRAMING; SHALL BE DRILLED THRU THE CENTERLINE REVIEW OF THE SHOP DRAWINGS WILL BE AT THE RISK OF THE CONTRACTOR. THE OF THE STUDS AND/ OR JOISTS AND SHALL NOT EXCEED A 1/2" DIAMETER. ARCHITECT AND/OR CONTRACTOR ARE RESPONSIBLE FOR CHECKING QUANTITIES, —y V 6) L. UNLESS NOTED OTHERWISE, STEEL CONNECTORS SUCH AS THOSE MANUFACTURED BY THE DIMENSIONS AND COORDINATION WITH OTHER TRADES. 0 Q SIMPSON COMPANY SHALL BE USED TO JOIN RAFTERS/ JOISTS OR BEAMS TO OTHER E. NON-STRUCTURAL ELEMENTS: ALL ELEMENTS NOT SPECIFICALLY STRUCTURAL, SUCH ASS O BEAMS AT FLUSH-FRAMED CONDITIONS. USE NAILS SPECIFIED BY THE MANUFACTURER NON-BEARING PARTITIONS ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL AND PROVIDE THE MAXIMUM NAILS SUGGESTED. CONTACT THE STRUCTURAL ENGINEER TAKE INTO ACCOUNT ANY DEFLECTIONS AND OTHER STRUCTURAL MOVEMENT. C \ t V FOR ADDITIONAL CONNECTIONS AND DETAILS, A5 REQUIRED. F. FIRE PROTECTION: STRUCTURAL AND NON-STRUCTURAL ELEMENTS SHALL BE PROVIDED I 0 .4( ' M. MANUFACTURED JOISTS SHALL BE FROM AN APPROVED MANUFACTURER AND SHALL BE THE ADEQUATE FIRE PROTECTION, PER CODE, FOR THE TYPE OF CONSTRUCTION EQUIVALENT IN LOAD CARRYING CAPACITY AND DEFLECTION CRITERIA TO JOISTS _ (� SHOWN ON PLANS. PROVIDE BLOCKING, BRACING, WEB STIFFENERS AND OTHER SPECIFIED U THE ARCHITECTURAL DRAWINGS. I /� �-^� \ I "=i © - G. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL � TY F. �!"�L.W'�E R =RAM M I V ACCESSORIES A5 REQUIRED BY THE MANUFACTURER. ALTERNATIVE JOISTS OF THE ELEMENTS IN THEIR FINAL POSITIONS, SUPPORTED AND BRACED. THE CONTRACTOR, IN CA\ SAME DEPTH AND SPACING MAY BE CONSIDERED PROVIDED THEIR LOAD CARRYING THE PROPER SEQUENCE, SHALL PROVIDE SHORING AND BRACING, AND NECESSARY __ '( CAPACITY IS EQUIVALENT OR GREATER BENDING, SHEAR AND DEFLECTION. ALL JOIST PRECAUTIONS, AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL 5/4 II i 11--© II ALTERNATIVES SHALL BE APPROVED BY THE ENGINEER OF RECORD (E.O.R) PRIOR TO COMPLETED STRUCTURE. CONTACT ENGINEER FOR CONSULTATION (NOT IN CONTRACT) v USE. A5 REQUIRED. N. LAMINATED VENEER LUMBER (LVL) SHALL HAVE BEEN DESIGNED ASSUMING THE H. THE STRUCTURAL ENGINEER SHALL BE CONTACTED DURING THE CONSTRUCTION PHASE TO O FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 2800 PSI; HORIZONTAL 5HEAR MAKE THE JOB SITE OBSERVATIONS NECESSARY TO CONFIRM THAT THE CONSTRUCTION (1 STRESS, 285 PSI; MODULUS OF ELASTICITY, 2,000,000 PSI; COMPRESSION PARALLEL TO 15 PROCEEDING ACCORDING TO THE PLANS AND SPECIFICATIONS. JOB-SITE GRAIN, 5000 PSI. OBSERVATIONS SHALL NOT BE CONSIDERED CONSTRUCTION APPROVALS (STRUCTURAL ENGINEER SHALL BE CONTACTED BY THE GENERAL CONTRACTOR AND NOT THE >I. SUB-CONSULTANTS. GENERAL CONRACTOR 15 ALSO RESPONSIBLE FOR THE STRUCTURAL WOOD FRAMING ASSEMBLIES: SUB-CONSULTANTS WORK). fin A. ALL EXTERIOR WALLS/ SURFACES SHALL BE SHEATHED WITH PLYWOOD OR 055, I. ALL OMISSIONS OR DISCREPANCIES BETWEEN VARIOUS ELEMENTS OF THE WORKING OR TYPICAL, UNO. (ANY PANEL IN CONTACT WITH THE EXTERIOR SHALL BE EXT. GRADE). EXISTING DRAWINGS AND/OR SPECIFICATIONS, A5 THEY MAY OCCUR, SHALL BE BROUGHTV) B. PANELS SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO OR DURING THE PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCT CONSTRUCTION WORK INVOLVED. RELEASE OF THESE DRAWINGS ANTICIPATES ROOF SHEATHING STANDARD PSI, LATEST EDITION FOR PLYWOOD ,TYPICAL ALL ASSEBMLIES. COOPERATION AND CONTINUED COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT LADDER FRAMING RE: 1.25 X O.H. lip C. TYPICAL WOOD FRAMING ASSEMBLIES: AND ENGINEER TO PROVIDE THE BEST POSSIBLE STRUCTURE. THESE DRAWINGS HAVE PLAN NOTES (MIN.) • LOAD BEARING WALLS: BEEN PREPARED FOR THE USE OF A LICENSED CONTRACTOR, EXPERIENCED WITH THE ' MEM ALL EXTERIOR HALLS SHALL BE ASSEMBLED WITH 2X6 STUDS AT 16" O.G. TO A CONSTRUCTION TECHNIQUES AND SYSTEMS DEPICTED. STRCTL. FASCIA RE: ; MAXIMUM HEIGHT OF 12'-6", 2X6 STUDS AT 12" O.G. TO A MAXIMUM HEIGHT OF 14'-6", PLANm AND (2)-2X6 STUDS AT 16" O.G. TO A MAXIMUM HEIGHT OF I6"-0", TYPICAL, UNO. / ' (STUDS LONGER THAN I6'-O" SHALL BE REPLACED WITH 13/4" X 5 1/2" LVL STUDS). + , ° 2. ALL INTERIOR BEARING WALLS SHALL BE ASSEMBLED WITH 2X6 STUDS AT Ib" O.G. 1 I IN/ 5/8" 6YPBOARD - STAGGER END JOINTS, AND FASTEN W/ #8 DRYWALL SCREWS AT 4" O.G. ALONG ALL PANEL EDGES AND AT 1" O.G. ALONG ALL INTERMEDIATE -....- NTERMEDIATE , SUPPORTS; SUPPORT HORIZONTAL JOINTS W/ HOOD BLOCKING - TYPICAL, U.N.O. ,k---O.H. 3. CAP WALLS WITH A DOUBLE TOP PLATE INSTALLED TO PROVIDE OVERLAPPING/ BLOCKING (4)-16d NAILS INTO INTERLOCKING CONNECTION AT CORNERS AND AT INTERSECTIONS WITH OTHER , BLOCKING BEHIND PARTITION WALLS. IF OVERLAP 15 NOT POSSIBLE, STRAP TOP PLATES TOGETHER WITH METAL STRAP TIES (SIMPSON 5T292 OR EQUIVALENT). EXT. STUDWALL W/ .- -1\-- 0 4. GABLE-END WALLS SHALL BE BALLOON-FRAMED TO THE BOTTOM OF JOISTS OR SHEATHING TRUSSES. 5. AT BEAM BEARING LOCATIONS IN STUD WALLS; PROVIDE MULTIPLE-STUD PACK - 51M' N H CLIPS, TYP. L r w EQUAL TO WIDTH OF BEARING MEMBER, UNLESS NOTED OTHERWISE. l 1 6. PROVIDE 1/2" EXTERIOR PLYWOOD - STAGGER END JOINTS, AND FASTEN PER PLAN V z 0 NOTES; SUPPORT HORIZONTAL JOINTS W/ WOOD BLOCKING. - ~ ~ N • ROOF CONSTRUCTION: I. PROVIDE 5/8" THICK APA PLYWOOD SHEATHING RATED 40/20 - STAGGER ENDt (� V V JOINTS AND FASTEN PER PLAN NOTES; SUPPORT HORIZONTAL JOINTS W/ PLY CLIPS V n Q w OR WOOD BLOCKING - TYPICAL, U.N.O. (INSTALL SHEATHING WITH LONG DIMENSION II /� V 1V N PERPENDICULAR TO JOISTS/ TRUSSES). \ Tr:". 1.-AE7DER FRAM I NO IL - 2. PLYWOOD SHEATHING SHALL BE APPLIED CONTINUOUSLY OVER THE PRIMARY ROOF Q Ll MEMBERS (JOISTS OR TRUSSES) BELOW OVER-FRAMED AREAS TO PROVIDE �/�11 I I.-© 11 o 0 ADEQUATE LATERAL STABILITY. 3. PROVIDE SIMPSON H5 HURRICANE CLIPS AT ALL ROOF JOISTS/ TRUSSES AT © 1L) t BEARING LOCATIONS. 4. PROVIDE SOLID BLOCKING BETWEEN ROOF RAFTERS, TRUSSES AND LADDER FRAMING AT ALL BEARING LOCATIONS. BLOCKING MATERIAL SHALL MATCH 1.) , RAFTER, TRUSS CHORD OR LADDER FRAMING MATERIAL. 7 del dl tz v! WED F CODE 0 O ANC o0 o b ' S �;r � --©0OUce'�,t t CO 1 Qhs. —, p • I,, PROJECT: 1365 GT• o � -2'. H‘A STAT DT: 1/2016 .,_.... r..Y. . ...._..... / ', 004/76i4( : DRWN BY: PUP 1 ....0-44,- CD - SHEET I 52 . I ,- ,,...