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HomeMy WebLinkAboutB15-0225_S-1_1436901600.pdf 41" OF k4 ZitGENERAL NOTES FOUNDATION NOTES CONCRETE NOTES SHEET LIST 1. GENERAL: 1. DESIGN CRITERIA: 1. GENERAL: U-1 1A. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING 1A. A SITE-SPECIFIC GEOTECHNICAL REPORT IS NOT AVAILABLE FOR THE PROJECT. THE 1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN SHEET NUMBER SHEET TITLE 07/14/15 co .'' UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. FOLLOWING LISTS THE ASSUMPTIONS MADE DURING DESIGN THAT MUST BE VERIFIED BY A DRAWINGS OR PROJECT SPECIFICATIONS. o GEOTECHNICAL ENGINEER. co 0_ 2. USE OF DRAWINGS: 18. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: "ACI DETAILING S-1 GENERAL NOTES 0_ `'' 2A. DO NOT SCALE DRAWINGS. 2. FOOTINGS: MANUAL"WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: "BUILDING CODE S-2 QA NOTES 0 0 - MAXIMUM TOTAL LOAD SOIL BEARING PRESSURE = 1500 PSF REQUIREMENTS FOR STRUCTURAL CONCRETE." S-3 PLANS `" 7 28. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.4 M � S-4 DETAILS o CO SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON - FROST DEPTH =48 INCHES 2. REINFORCING MATERIALS: LTIn, nrin, 6) DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED 2A. SEE `REINFORCING MATERIALS TABLE' rouxnnuiri N< <k rivrrn.s n TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, 3. FOUNDATION WALLS: :14=UNCUT fi ?.C.SJITC:Co I- 5 I,: hL):1}5k!h.Me'::..q:(MI L}k�51}L)}r h`!AHI, w co CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: 3. REINFORCING FABRICATION: r,... " h r1.y; .h::(1!r.:C.k11r.,fV,11i11r,i.[[,.�, o - "ACTIVE" CONDITION = 45 PCF 3A. SPLICES: ct 3. TEMPORARY CONDITIONS: - "PASSIVE" CONDITION = 300 PCF - NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS d 3A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.4 CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT - SEE 'LAP SPLICE SCHEDULE' FOR LAP LENGTHS. THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS 38. WALL DESIGN BASED ON ON-SITE GRANULAR BACKFILL ADJACENT TO FOUNDATION WALLS. AND/OR SEQUENCES. REFER TO "LATERAL LOAD RESISTING SYSTEM DESCRIPTION" IN DESIGN 38. MISCELLANEOUS REINFORCING REQUIREMENTS: CRITERIA FOR ADDITIONAL INFORMATION. - PROVIDE ADDITIONAL BARS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. 38. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR'S SHOP UNLESS NOTED. FLOOR ARE IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. WOOD NOTES - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. p REGIS USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS o'P�'N',.nco`,TF��!ol,+ GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. NOTED IN TYPICAL DETAILS. oma,,k- �o. • 1. LAMINATED MEMBER SIZES: . •i 1A. LVL AND OTHER FABRICATED MEMBERS (TJI) SIZES SHOWN ARE NET. OTHER MEMBER SIZES t 33304 e 4. OSHA STANDARDS: ARE NOMINAL. 4. STRUCTURAL CONCRETE MIX REQUIREMENTS: •00"- o • 4A. THE SHOWN ON THE STRUCTURAL DRAWINGS SHAE IS DESIGNED TO ON AS A UNIT LL BE CONSTRUEON D ASOE COMPLETION. NNG TOHEING N ED 4A. SEE `CONCRETE MIX TABLE' 4I�0''`‘‘570N1\\- • "••••••0 i 2. FRAMING LUMBER: �‘570 V A\_ FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 2A. DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION), HEM-FIR NO. 2 WITH 5. SLAB-ON-GRADE: MINIMUM DESIGN VALUES BASED ON THE 2005 NDS. 5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF 5. CONSTRUCTION ENGINEERING: FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 5A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR 3. FABRICATED LUMBER: LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED 3A. FABRICATED LUMBER DESIGNATIONS ARE THOSE MANUFACTURED BY iLEVEL, BOISE, IDAHO. 6. NON-SHRINK GROUT: ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF 6A. CONFORM TO ASTM C1107, GRADES B, OR C. WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: 38. FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS ONE OF THE FOLLOWING: TJI - LAYOUT JOISTS OR MICROLLAM (LVL). 68. ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. - DESIGN FOR FORMWORK - DESIGN OF CONCRETE MIXES 7. PLACING REINFORCEMENT: - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS 3C. THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-JOISTS, END BLOCKING, REINFORCEMENT 7A. PROTECTION: BRIDGING, AND ERECTION BRACING AS REQUIRED. SEE "DESIGN CRITERIA" FOR DESIGN DEAD AND LIVE LOADS. - SEE 'CONCRETE COVER TABLE' 6. COORDINATION: - SEE ACI 318-05 7.5 ACI 318-08 7.5 ACI 318-11 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND 6A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE 3D. FABRICATED LUMBER SHALL BE DRY. ACI 117 FOR ADDITIONAL REQUIREMENTS USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL 3E. SEE `FABRICATED LUMBER TABLE' FOR MINIMUM PROPERTIES (AT NORMAL LOAD DURATIONS). 78. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE 021 REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND 4. SHEATHING: EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. "STABBING" D 4A. WOOD STRUCTURAL PANELS (WSP) INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. DESIGN CRITERIA - WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING CONFORMING TO U.S. CONCRETE COVER DEPARTMENT OF COMMERCE STANDARD PS-2 AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS. 0 CASE COVER(IN) 1. CODES AND STANDARDS: - ALL WOOD PANELS SHALL BE EXPOSURE 1. COLUMNS, GIRDERS, AND BEAMS 1 1/2 1A. GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2012 WITH TOWN OF VAIL AMENDMENTS 5. BLOCKING AND BRIDGING: CONCRETE PLACED AGAINST EARTH 3 5A. PROVIDE FULL HEIGHT SOLID BLOCKING (MINIMUM WIDTH TO MATCH WIDTH OF FRAMING) 0 Q 2. SEISMIC LOADS BETWEEN ALL FRAMING MEMBERS (SOLID SAWN JOISTS AND RAFTERS, FABRICATED JOISTS AND CONCRETE MIX TABLE Q - SEISMIC DESIGN CATEGORY = B RAFTERS AND TRUSSES) AT SUPPORTS. O - RISK CATEGORY = II = - EARTHQUAKE IMPORTANCE FACTOR, le = 1.0 6. NAILING: Cr) LLI as Z < Q ~ - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.257 6A. UNLESS NOTED OTHERWISE, PROVIDE COMMON NAILS WITH SIZES SHOWN ON THE DRAWINGS. 1 o L Q U LCD - MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.073 MINIMUM NAILING SHALL BE IN ACCORDANCE WITH THE TYPICAL WOOD MEMBER FASTENING 0 - o o J_ Z DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.273 SCHEDULE AND IBC 2012 TABLE 2304.9.1. �' Z z _ zQ ,,,, 0 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.117 o ? N z 1- CCI ~ Q SOIL SITE CLASS = D 7. METAL CONNECTORS: x = Z cn w w U O 0 - RESPONSE MODIFICATION FACTOR, R =4 7A. FRAMING CONNECTORS SHALL CONFORM TO IBC 2012 SECTION 1711.1. FRAMING CONNECTOR w I- c� o w zLu o Q SEISMIC RESPONSE COEFFICIENT, Cs= 0.068 DESIGNATIONS ARE THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, � w a w 0 5 U Z SYSTEM OVERSTRENGTH FACTOR, OMEGA= 3 CALIFORNIA. OTHER MANUFACTURER'S PRODUCTS MAYBE USED IF APPROVED BY THE ENGINEER. x I- 1 w z- Q 0 DESIGN BASE SHEAR EAST-WEST DIRECTION = 5.8 KIPS FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND NUMBER SPECIFIED BY THE J Q Cn J E DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 5.8 KIPS MANUFACTURER FOR EACH CONNECTOR. z o z x a = Z 0 0 - SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 0 INTENDED USE c, 0 < 5 00 o U 0 78. ALL CONNECTOR HOLES SHALL BE FILLED WITH PROPER NAILS/BOLTS INCLUDING OPTIONAL ~ I 3. WIND LOADS NAIL LOCATIONS FOR UPLIFT. ALL BOLT HOLES SHALL BE DRILLED INTO FRAMING MEMBERS. 1 FOOTINGS 3 NWC -- 3/4 -- -- Z c':: J - OCCUPANCY CATEGORY= II MAXIMUM HOLE DIAMETER IS 1/16" LARGER THAN THE BOLT DIAMETER. 2 BSMT WALLS EXPOSED 4.5 NWC 0.45 3/4 5 -- 3D VIEW Q o Q _ - WIND IMPORTANCE FACTOR, Iw = 1.0 TO MOISTURE _ CL 0) - BASIC WIND SPEED = 90 MPH 8. OPENINGS: 3 INTERIOR 5 NWC 0.5 3/4 5 -- - EXPOSURE CATEGORY = B 8A. OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN BEAMS, JOISTS, RAFTERS, STUDS, POSTS, SLAB-ON-GRADE - - - INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18 COLUMNS, TIMBER AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL CONCRETE MIX TABLE NOTES: 4. DRAWINGS. NO ISSUE DATE 4. GRAVITY LOADS PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: BID SET 1/27/15 ii 4A. SEE GRAVITY LOADS TABLE - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO PERMIT SET 6/23/15 U NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. 48. DRIFTING, SLIDING AND UNBALANCED SNOW II 11, GROUND SNOW LOAD Pg = 145 PSF FABRICATED LUMBER TABLE - USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES ______ ft II - SNOW EXPOSURE FACTOR Ce = 1.0 END INTERMEDIATE USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC __------------ ii i li 0 - SNOW LOAD IMPORTANCE FACTOR Is = 1.0 REACTION REACTION (LBS) YARD_- - ��� Ti) Q - SNOW THERMAL FACTOR It = 1.1 ��� i - - FLAT ROOF SNOW LOAD Pf= 110 PSF PRODUCT SIZE TYPE MR VR El x 106 (LBS) REMARKS J 1 o PFUMPIR NG. ENTRAINED ENTRAINED AIR MAYERETE PLACED BY ING USED PROVIDE0 ACILOINARE PUMPING ETE MIX OUB BECT TO COLILITY TO II011111.,,1111---7 .-_ - - - PROVISIONS OF NOTE b BELOW. I -0'o GRAVITY LOADS TABLE 14"TJI-560 14" I-JOIST 11,275 2,390 926 1,265 3,475 WEB STIFF REQ'[ 0 SUPERIMPOSED LIVE LOAD PARTITION POINT LOAD 14" LVL 14" BEAM 12,129 4,655 760 3,898 3,898 -- a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING it 45 `° LOCATION DEAD LOAD (PSF) LIVE LOAD (PSF) REDUCTION LOAD (PSF) (LB) 16" LVL 16" BEAM 15,557 5,320 1,135 3,898 3,898 __ AGGREGATE SIZE NUMBERS PER ASTM C33: Lu .. - -- -- 3/4": #67 AGGREGATE _ ___ o w ROOF 15 100 MIN UNIFORM No 1": #57 AGGREGATE -__ _ - - qw U z LOAD, SEE NOTE m8 -21 zgt l-u 7 FOR SNOW b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING a PROJECT N0: 14.0013 E1.1 u, LOADS ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR sg CD +/- 1 1/2%. 'NP' IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED DATE: 01/15/15 tr Lu < y ©MARTIN/MARTIN 2011 _ in o u) EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL Y�_ z E HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED - ro i IS BASED ON 3/4"AGGREGATE. � - _ -- - ----_ -_ - E w - -- - - - SHEET TITLE: i s Q= w REINFORCING MATERIAL TABLE GENERAL NOTES 0 N 11 Cr) . e! L REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS - 0_ -c w o a) w 0 TYP REINFORCING A615 60 90 -- 11-• tl W 0 z WELDED & FIELD BENT REINF A706 60 80 -- L Q SHEET NUMBER: WELDED WIRE REINFORCING, SMOOTH A185 65 75 ffia la co CL = c) OUwI-U11 z aa S- 1 f