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