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HomeMy WebLinkAboutB15-0208_S100_1479324480.pdfGENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A. ROOF LESS THAN 4/12 SLOPE 100 PSF ROOF GREATER THAN 4/12 SLOPE 80 PSF B. TYPICAL FLOOR 100 PSF C. IMPORTANCE FACTORS CATEGORY I SEISMIC FACTOR IE I SNOW FACTOR IS I WIND FACTOR IW I D. WIND 3 SECOND GUST 120 MPH EXPOSURE B E. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2012 EDITION. 2. TESTING, INSPECTIONS AND OBSERVATIONS: A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. 1. SOIL PREPARATION a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED REPORT. 2. CONCRETE CONSTRUCTION a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. b. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706. c. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. d. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. e. CONTINUOUS INSPECTION OF CONCRETE AND PLACEMENT FOR PROPER APPLICATION TECHNIQUES. f. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. 3. STEEL CONSTRUCTION a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1704.3. b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. 3. WELDING OF STAIRS AND RAILING SYSTEMS. c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION. e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFIED MILL TEST REPORTS. f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE. 3. FOUNDATIONS A. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 2000 PSF. THE CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE FOUNDATION EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED. B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1557 UNLESS OTHERWISE RECOMMENDED. IF SOFT SPOTS ARE ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL). D. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER TO SOILS REPORT FOR BACKFILL MATERIAL. E. CENTER ALL FOOTINGS UNDER WALLS OR COLUMNS UNLESS NOTED OTHERWISE ON PLANS. F. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. G. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. H. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. 4. CONCRETE A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. FOOTINGS/DRILLED PIERS 3000 psi STD --- --- FOUNDATION WALLS 4000 psi STD --- --- INTERIOR SLABS ON GRADE 4000 psi STD 0.50 --- EXTERIOR CONCRETE 4500 psi STD 0.45 6%-8% B. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS SHALL BE SPACED 12 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH JOINT. C. SLABS, FOOTINGS, AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. D. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. 7. REINFORCEMENT A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS. MAKE ALL BARS CONTINUOUS AROUND CORNERS. F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN CONCRETE WALLS AND SLABS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT EACH CORNER. 6. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST EDITIONS. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. E. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS FILLET UNLESS NOTED OTHERWISE. F. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS. G. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. H. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. 7. NON-SHRINK GROUT A. NON-SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 8. WOOD A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDING CODE AS FOLLOWS: 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO ALLOWABLE STRESS INCREASES. B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). C. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE TABLE 2304-9.1 UNLESS NOTED OTHERWISE. D. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 4. FOR ROOF USE 3/4" (48/24 SPAN RATING) EXPOSURE I SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR OSB SHEATHING NAILED WITH 10d NAILS AT 6" ON CENTER ALONG PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES SHALL BE BLOCKED. 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. 9. NON-STRUCTURAL ELEMENTS A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. 10. GENERAL A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. E. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL STEEL. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. SHOP DRAWINGS NOT REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO SUBMITTING WILL BE RETURNED AND NOT REVIEWED. F. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. G. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. I. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. PROJECT NUMBER: PROJECT DATE: SHEET TITLE: SHEET NUMBER: 06.16.2015 FOR CONSTRUCTION S100 GORSUCH RESTAURANT ADDITION 06.16.15 GENERAL NOTES 263 EAST GORE CREEK DRIVE, VAIL, CO 81657 REVISION DATE 11/16/16