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HomeMy WebLinkAboutB14-0240_S100_1414509600.pdf lei F kit Atig* BOXED NOTES GENERAL. NOTESI 'Itimi INDICATE ,... liC TYPICAL NOTES tool *Ir (E) MILD REINFORCED NOTE: 4). glitft PAN JOIST SYSTEM RE: 1/5100Illa 1 . Design Standards: FOR ADDITIONAL 01 A. International Building Code 2012 Edition and Town of Vail Amendments T.O. (E) 3RD INFORMATION T.O. (E) 3RD HT.O. (E) 3RD B. ASCE 7-10 Minimum Design Loads for Buildings and Other Structures FLOOR ;� FLOOR ;� ;� FLOOR f.'Igo, )1°) C. ACI 318-11 Building Code Requirements for Structural Concrete RE: PLAN RE: PLAN RE: PLAN D. AISC 360-10 Specification for Structural Steel Buildings (ASD) ; ; �� 10/28/14 2. Gravity Loads Used in Design: \\\\\\\ \\\c4\\\�\\\\\ \\\ \ \ \ \ \ \\ \\\\ )L \\ \ \ \ \ \A. Roof Live Load (non-reducible) N/A B. Superimposed Roof Dead Load N/A C. Floor Live Load 60 psfo - •— - �— o b D. Floor Dead Load (structure weight + superimposed dead load of 10 psf) 96 psf , kilo! ' 1 rdeSIgn E. Partition Live Load 20 psf \ rF. Lobby, Corridors, Stairs Live Load 100 psf \ // / :„ Corridors above first floor (Hospitals, Libraries, Office Buildings) 80 psf J CONT. UNISTRUT / \ _ 1-1P. G. Mechanical Room Live Load 125 psf BENT E-3/16"x3" 1 P1000 DIAGONAL0 PIO // P1354 ADJUSTABLE I- S'118 /// T EACH I H. Snow Load Design Criteria - N/A TELESPAR UNISTRUT 14F12 BRACE I // I HINGE W/ 2-3/8"95 HEX CONT. UNISTRUT l 6 //5/8'4�x 3%a' 3. Wind Load Design Criteria: N A LOCATION TELESPAR RE PLAN HEAD SCREWS AND P1000 EMBE MENT 9 / RE PLAN I I / I P1008 CHANNEL NUTS I I / D 4. Seismic Load Design Criteria: N/A WI 2-5/8"0x 3Ya I / I EACH LEG TYP. EACH I I / EXPANSION EMBEDMENT fff / / ANCHORS HeeryInternational 5. Foundations: N/A UNISTRUT P1001 I END OF BRACE ISI / EXPANSION I / I 6. Concrete: ANCHORS CEILING RAILS I / 6" I / 1RE: 2/5100 FOR 555 17th Street, Suite 500 / Li, UNISTRUT P1001 / ADJUSTABLE HINGE A. All concrete shall be made with stone aggregate and shall develop a 28 day compressive strength of 4,000 psi . L I I. CEILING RAILS 1 I / AND BRACE Denver, CO 80202 B. All reinforcing bars shall be ASTM A615, Grade 60, unless otherwise noted. Welded wire fabric shall conform to ASTM A185 3 / or ASTM A497. + _ _ _ / 720.946.0276 C. Concrete Protection for Reinforcement os noted. UNISTRUT P1001 ' ' / r f D. No splices of reinforcement shall be mode and no welding to reinforcing shall be permitted except as detailed or ARCH. CEILING CEILING RAILS 3'-0" ARCH. CEILING _ authorized by the Engineer. Reinforcing lop splices are to be a minimum of 48 bar diameters unless noted otherwise on RE: ARCH. ARCH. CEILING RE: ARCH, project number drawings. Wire fabric reinforcement must lap one full mesh plus 2" at side and end laps, but not less than 6", and RE: ARCH. shall be wired together. Make all bars continuous at corners or provide corner bars of equal size and spacing. 3/4"=1'-O" 3/4"=1'-O• 3/4'=1'-O• 13026.01 E. Detail bars in accordance with the ACI Detailing Manual and ACI Building Code Requirements for Structural Concrete. 11111111 011611 F. Provide all accessories necessary to support reinforcing at positions shown on the plans. 7. Steel : A. Structural steel shall be detailed, fabricated and erected in accordance with the AISC "Steel Construction Manual ." VA I L VA L L E Y UNISTRUT P2329 3-0" B. All structural steel shall conform to ASTM A36, except wide flange shapes which shall conform to ASTM A992 (Grade 50), W/ 242"0 x 3%.4 pipe sections which shall conform to ASTM A53 (Grade B), and HSS sections which shall conform to ASTM A500 (Grade B). PENETRATION MEDICAL C E N T E R C. The steel connections have been designed. Provide connections as detailed. Alternate connection details of equal EXPANSION ANCHORS capacity may be considered, provided they are submitted along with calculations. Alternate connection detail drawings SHIM DOWN AS and calculations which are submitted must be sealed and signed by a Colorado Registered Professional Engineer. REQUIRED D. All welders shall have evidence of passing the AWS standard qualification tests, and have a current certification. T.O. (E) 3RD E. Minimum weld size shall not be less than 3/16" continuous fillet weld, unless noted otherwise on the plans. Indicated FLOOR CATH LAB welding is based upon E70XX electrodes. RE: PLAN F. Connections made with high-strength steel bolts shall conform in all respects to the AISC "Specification for Structural \ lir , , , Joints Using High-Strenth Bolts. 1 . All high-strength steel bolts shall conform to ASTM A325 and shall be installed to a snug tight condition, ±1 ;I unless noted otherwise. High-strength bolts shall be properly pretensioned at pretensioned and/or slip critical , connections noted on the drawings. 7 181 WEST MEADOW DRIVE 2. ASTM F1852 high-strength bolts may be used in all connections including all connections designated to be I .� , VAIL, CO snug tight with the following restriction: if ASTM F1852 bolts are used in the connections for cambered !i I. !k 1, beams or beams supporting a concrete slab designated as snug tight , the bolts shall be installed to a snug tight '- r l l condition (i .e. the splines shall not be snapped off). \ `� `� RE: 4/5100owner's project number 8. All dimensions on structural drawings shall be checked against architectural .9. Engineer's approval must be secured for all substitutions. CONT. UNISTRUTzr10. verify all openings through floor, roof and walls with mechanical and electrical contractors. P1000RE 3/510011 . All dimensions and existing conditions shown shall be field verified by the Contractor. It isconsultants/construction managers the Contractor's responsibility to immediately notify the Engineer should any existing condition not be shown, or if anyUNISTRUT P1001existing condition differs from those shown on the drawings. CILING RAILS12. Do not re roduce contract documents, co standard rinted information, or use electronic BIM or CAD files as the basis for CEILING APILS STRUCTURAL: P Py P CEILING RAILSCH. CEILING shop drawings. RE: ARCH. / STRUCTURAL CONSULTANTS INC. 13. The Engineer does not provide inspections of construction. The Engineer may make periodic observations of the construction. (1-- - - - - - - - ' - - - - - - - - --e (D-- - - "' "' 3400 EAST BAYAUD AVE., SUITE 300 Such observations shall not replace required inspections by the governing authorities or serve as "Special Inspections" as DENVER, COLORADO 80209 may be required by the Bui l d i ng Code. ADJUSTABLE HINGE ARCH. CEILING303.399.5154 14. Special Inspections shall be performed by the Owner's Agent in accordance with Chapter 17 of the Building Code for the RE: ARCH. 420 following: MEP: A. Structural steel construction, Section 1705.2 and AISC 360-10 Chapter N. /� CATOR R U MA & ASSOCIATES, CO. 15. Significant permanent equipment sizes, weights, and locations are indicated on the drawings as provided to the Engineer "7 896 TABOR STREET during design. Changes in sizes, weights, or locations must be submitted in writing for review by the Engineer. Required LAKEWOOD, CO 804 01-4 700 supports or braces not shown on the drawings are the responsibility of the equipment supplier. 30 3.2 32.6200 16. All expansion anchors indicated in the drawings shall be KWIK-BOLT-TZ carbon steel expansion anchors for concrete with standard embedment or approved equal , unless noted otherwise. Anchors are to be installed and inspected in accordance with INTERIORS: the supplier's recommendations and specifications. GALL U N-SNOW 17. All epoxy anchors indicated in the drawings shall be HIT-RE500-SD adhesive for concrete anchor system with standard 1920 MARKET STREET, embedment or approved equal , unless noted otherwise. Anchors are to be installed and inspected in accordance with the SUITE 201 suppliers' recommendations and specifications. 18. There are no performance-specified items. DENVER, CO 80202 19. Explanation of section designation used: 30 3.4 33.9600 SECTION IDENTIFICATION seal/signature ® SHEET LOCATION OF DETAILS s`' . './ ;m 13819 �• ceS +li, i -r f i Z-,',. F.,oz.-. i.u.s-u q�f '' ''StO ik1- •�.. issued for date CONSTRUCTION DOCUMENTS 2ULY 08, 2014 item date 1 PLAN REVIEW 07.08.2014 CONTRACTOR NOTE: THE INDICATED ELEVATIONS OF THE SUSPENDED UNISTRUT COMPONENTS ARE BASED UPON THE HEIGHTS REQUIRED AFTER ANY NECESSARY 2ND FLOOR LEVELING IS COMPLETED. key plan sheet title GENERAL NOTES AND DETAILS sheet number s 1 0 0 This document is the property of Heery International,Inc.and Heery International Inc.retains all MAR Author BRW Checker rights therein,including copyrights. It may only be used in a manner consistent with Heery International Inc.'s rights while Heery International,Inc.is providing services for the specific project Copyright©2013 by Heery International,Inc.all rights reserved. identified or referred to herein or extensions thereto. It may not be used for any other purpose WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 30"x42" except with the express written agreement of,and compensation to,Heery International Inc.