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HomeMy WebLinkAboutB16-0031_S001_1478903284.pdf1. GENERAL: 1A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1B. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 1C.STRUCTURAL ELEMENTS ARE CENTERED IN STUD WALLS UNLESS DIMENSIONED OTHERWISE. 2. USE OF DRAWINGS: 2A. DO NOT SCALE DRAWINGS. 2B. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 3. TEMPORARY CONDITIONS: 3A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 3B. FOUNDATION WALLS MAY BE BACKFILLED BEFORE THE SLABS-ON-GRADE AND UPPER FLOORS ARE IN-PLACE AND REACH FULL STRENGTH. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. 4. SUBMITTALS AND SUBSTITUTIONS: 4A. SUBMITTALS: - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. - CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS - ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL 4B. SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 4C.NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 5. OSHA STANDARDS: 5A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 5B. THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 5C.WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 6. CONSTRUCTION ENGINEERING: 6A. THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT - DESIGN FOR FORMWORK, SHORING, AND RESHORING - DESIGN OF CONCRETE MIXES - ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION - WELD PROCEDURES - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES 7. COORDINATION: 7A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 7B. COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. 8C.SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. 1. CODES AND STANDARDS: 1A. GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2015 1B. LOADS - ASCE/SEI 7-10 “MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES” 3. WIND LOADS: - OCCUPANCY CATEGORY = II - WIND IMPORTANCE FACTOR, Iw = 1.0 - BASIC WIND SPEED, Vult = 115 MPH - EXPOSURE CATEGORY = B - INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18 4. DESIGN WIND PRESSURE (ULTIMATE) FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE CONTRACTOR: - PRESSURES LISTED BELOW ARE BASED ON 10 SF EFFECTIVE WIND AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR - TYPICAL WALL AREA INWARD PRESSURE = 19 PSF - TYPICAL WALL AREA OUTWARD PRESSURE = 21 PSF - WALL CORNERS(OUTWARD) = 25 PSF - TYPICAL ROOF AREA (OUTWARD) = 45 PSF - ROOF SPECIAL ZONES (EAVES, RAKES, RIDGES AND CORNERS) (OUTWARD) = 59 PSF 5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION: - WOOD SHEATHED ROOF, FLOOR DIAPHRAGMS, AND SHEAR WALLS 6. GRAVITY LOADS: 6A. SEE GRAVITY LOADS TABLE 6B. DRIFTING, SLIDING AND UNBALANCED SNOW - GROUND SNOW LOAD = 95 PSF - SNOW EXPOSURE FACTOR Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR Is = 1.0 - THERMAL FACTOR Ct = 1.0 - FLAT ROOF SNOW LOAD Pf = 100 PSF - SLOPED ROOF SNOW LOAD Pf = 100 PSF (>4:12) - LOAD DURATION FACTOR = 1.0 1. DESIGN CRITERIA: 1A. THE GEOTECHNICAL REPORT PREPARED BY HP GEOTECH, NUMBER 115 240A, DATED JUNE 30, 2015 AND SEPTEMBER 17, 2015, PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT. 2. FOOTINGS: - MAXIMUM TOTAL LOAD SOIL BEARING PRESSURE = 1500 PSF - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.45 3. FOUNDATION WALLS: 3A. EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: - “ACTIVE” CONDITION = 50 PCF - “AT REST” CONDITION = 40 PCF - “PASSIVE” CONDITION = 250 PCF - FOUNDATION WALLS DESIGNED FOR HYDROSTATIC PRESSURE TO ELEVATION 8307'-6" 3B. WALL DESIGN BASED ON ON-SITE BACKFILL ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT FOR REQUIREMENTS. 1. GENERAL: 1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - PLYWOOD WEB I-JOISTS - GALVANIZED METAL CONNECTORS 1. GENERAL: 1A. ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT SPECIFICATIONS. 1B. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING MANUAL” WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.” 2. REINFORCING MATERIALS: 2A. SEE ‘REINFORCING MATERIALS TABLE’ 3. REINFORCING FABRICATION: 3A. SPLICES: - NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS. - SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS. 3B. MISCELLANEOUS REINFORCING REQUIREMENTS: - PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION. - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. 4. STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A. SEE ‘CONCRETE MIX TABLE’ 5. SLAB-ON-GRADE: 5A. VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. 5B. TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6. NON-SHRINK GROUT: 6A. CONFORM TO ASTM C1107, GRADES B, OR C. 6B. ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 7. PLACING REINFORCEMENT: 7A. REINFORCEMENT PROTECTION: - SEE ‘CONCRETE COVER TABLE’ - SEE ACI 318-05 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS 7B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE FABRIC AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 8. CONSTRUCTION/CONTROL JOINTS: 8A. SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 9. MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A. PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 9B. REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. CONCRETE MIX TABLE NOTES: PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE b BELOW. a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/4”: #67 AGGREGATE 1”: #57 AGGREGATE b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. 1. CONNECTIONS: 1A. PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILS HEREIN. 2. WELDING REQUIREMENTS: 2A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S. QUALIFICATION TESTS. 2B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 2C.WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 2D.WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 2E. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F. FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES. 3. CAMBER: 3A. FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTER ERECTION. 1. LAMINATED MEMBER SIZES: 1A. LVL, PSL, LSL, GLU-LAM, AND OTHER FABRICATED MEMBERS (TJI) SIZES SHOWN ARE NET. OTHER MEMBER SIZES ARE NOMINAL. 2. FRAMING LUMBER: 2A. DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION), DOUGLAS FIR- LARCH WITH MINIMUM DESIGN VALUES BASED ON THE 2005 NDS. SEE ‘FRAMING LUMBER TABLE’ FOR MINIMUM GRADES. 2B. BEAMS AND STRINGERS USED WITH CANTILEVERS OR CONTINUOUS SPANS SHALL BE GRADED TO PROVIDE THE SPECIFIED ALLOWABLE STRESSES OVER THE ENTIRE MEMBER LENGTH. 3. FABRICATED LUMBER: 3A. FABRICATED LUMBER DESIGNATIONS ARE THOSE MANUFACTURED BY iLEVEL. 3B. FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS ONE OF THE FOLLOWING: TJI JOISTS, MICROLLAM (LVL), PARALLAM (PSL). 3C.THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-JOISTS, END BLOCKING, BRIDGING, AND ERECTION BRACING AS REQUIRED. SEE “DESIGN CRITERIA” FOR DESIGN DEAD AND LIVE LOADS. 3D.FABRICATED LUMBER SHALL BE DRY. 3E. SEE ‘FABRICATED LUMBER TABLE’ FOR MINIMUM PROPERTIES (AT NORMAL LOAD DURATIONS). 3F. FABRICATED RIMBOARD SHALL BE LAMINATED STRAND LUMBER. 4. SHEATHING: 4A. PLYWOOD: - CONFORM TO U.S. DEPARTMENT OF COMMERCE STANDARD PS-1 AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS. 4B. WOOD STRUCTURAL PANELS (WSP) - WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING CONFORMING TO U.S. DEPARTMENT OF COMMERCE STANDARD PS-2 AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS. - ALL WOOD PANELS SHALL BE EXPOSURE 1. 5. BLOCKING AND BRIDGING: 5A. PROVIDE FULL HEIGHT SOLID BLOCKING (MINIMUM WIDTH TO MATCH WIDTH OF FRAMING) BETWEEN ALL FRAMING MEMBERS (SOLID SAWN JOISTS AND RAFTERS, FABRICATED JOISTS AND RAFTERS AND TRUSSES) AT SUPPORTS. 6. NAILING: 6A. UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE COMMON NAILS WITH SIZES SHOWN IN THE TABLE BELOW. MINIMUM NAILING SHALL BE IN ACCORDANCE WITH IBC 2012 TABLE 2304.9.1. 7. METAL CONNECTORS: 7A. FRAMING CONNECTORS SHALL CONFORM TO IBC 2012 SECTION 1715.1 FRAMING CONNECTOR DESIGNATIONS ARE THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CALIFORNIA. OTHER MANUFACTURER’S PRODUCTS MAY BE USED IF APPROVED BY THE ENGINEER. FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND NUMBER SPECIFIED BY THE MANUFACTURER FOR EACH CONNECTOR. 7B. ALL CONNECTOR HOLES SHALL BE FILLED WITH PROPER NAILS/BOLTS INCLUDING OPTIONAL NAIL LOCATIONS FOR UPLIFT. ALL BOLT HOLES SHALL BE DRILLED INTO FRAMING MEMBERS. MAXIMUM HOLE DIAMETER IS 1/16” LARGER THAN THE BOLT DIAMETER. 8. OPENINGS: 8A. OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN BEAMS, JOISTS, RAFTERS, STUDS, POSTS, COLUMNS, TIMBER AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS. 1. GENERAL: 1A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN ARE REQUIRED TO BE SUBMITTED FOR REVIEW: - CONCRETE MIX DESIGN - CONCRETE REINFORCEMENT - STRUCTURAL STEEL ERECTION AND PIECE DRAWINGS - CONTROL AND CONSTRUCTION JOINTS CONVERSION OF WEYERHAEUSER TO BOISE CASCADE TJI BCI MICROLAM VERSA-LAM 1 3/4" x 5 1/2" LVL 11 7/8" TJI 210 11 7/8" BCI 6000-1.8 1 3/4" x 7 1/4" LVL 11 7/8" TJI 360 11 7/8" BCI 60-2.0 1 3/4" x 9 1/4" LVL 11 7/8" TJI 560 11 7/8" BCI 90-2.0 1 3/4" x 11 1/4" LVL 14" TJI 210 14" BCI 6000-1.8 1 3/4" x 11 7/8" LVL 1 3/4" x 14" LVL 14" TJI 560 14" BCI 90-2.0 -- -- 1 3/4" x 5 1/2" 2800-2.0E 1 3/4" x 7 1/4" 2800-2.0E 1 3/4" x 9 1/4" 2800-2.0E 1 3/4" x11 1/4" 2800-2.0E 1 3/4" x 11 7/8" 2800-2.0E 1 3/4" x 14" 2800-2.0E I-JOIST LVL SHEET TITLE: SHEET NUMBER: © MARTIN/MARTIN 2016 MM JOB #: PRINCIPAL: EOR: PROJECT MANAGER: DESIGNERS: DATE PRINTED: Martin/Martin, Inc. considers that design data is only in its final form on plotted drawings with original signatures and professional certification being visibly present on the drawings. Data supplied via computer generated format does not contain this approval or certification. The receiver of electronically transmitted drawings is responsible for verifying the information contained within the electronic data against the recorded or approved documents. The use of electronically transmitted drawings is considered to be at your own risk. Martin/Martin, Inc. assumes no responsibility for any claims or damages resulting from your use of this information. Electronic information is provided for the convenience of the recipient only. The recipient of this file agrees that the information may not be transferred to any other party. PROJECT NO: DATE: REVISIONS NO. ISSUE DATE PRICING 1/15/16 COORDINATION 2/9/16 CD 3/1/16 3090 BOOTH CREEK DR VAIL, COLORADO 3/1/2016 3:26:51 PM C:\Proj\M15.1107-Reimers_Residence-RS16_KMertens.rvt S001 REIMERS RESIDENCE GENERAL NOTES KM KH PD M15.1107.S.01 M15.1107.S.01 03/01/2016 SHEET NUMBER SHEET TITLE S001 GENERAL NOTES S002 QA NOTES S100 FOUNDATION PLAN S101 LOWER LEVEL PLAN S102 MAIN LEVEL PLAN S103 UPPER LEVEL PLAN S104 ROOF PLAN S300 TYPICAL CONCRETE DETAILS S301 SLAB-ON-GRADE DETAILS S302 FOUNDATION DETAILS S303 FOUNDATION DETAILS S500 TYPICAL STEEL DETAILS S510 STEEL DETAILS S600 WOOD FRAMING DETAILS S601 WOOD FRAMING DETAILS S602 WOOD FRAMING DETAILS S610 FLOOR DETAILS S611 FLOOR DETAILS S620 ROOF DETAILS S621 ROOF DETAILS STUCTURAL DRAWING LIST STEEL NOTES CONCRETE NOTES FOUNDATION NOTES GENERAL NOTES DESIGN CRITERIA CONCRETE MIX TABLE CONC MIX TYPE INTENDED USE 28 DAY STRENGTH, f'c (KSI) CONCRETE WEIGHT MAX W/C RATIO, INCLUDING FLY ASH MAX AGGREGATE SIZE (IN), NOTE a TOTAL AIR CONTENT (%), NOTE b OTHER REQUIREMENTS, NOTE c 1 SPREAD FOOTINGS 4 NWC 0.45 1 -- -- 1 INTERIOR WALLS 4 NWC 0.50 3/4 -- -- 1 MAT FOUNDATION 4 NWC 0.45 1 -- -- 2 EXTERIOR WALLS 4.5 NWC 0.45 3/4 5 -- 3 EXT SLABS 5 NWC 0.40 3/4 6 -- 4 INT SLABS ON GRADE 3.5 NWC -- 1 NP -- CONCRETE COVER CASE COVER (IN) CONCRETE PLACED AGAINST EARTH 3 CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2 SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 1 DEFERRED SUBMITTALS WOOD NOTES TYPE OF USE FRAMING LUMBER SCHEDULE GRADE EXTERIOR STUDS NO. 2 LOAD BEARING STUDS (AND COLUMNS ASSEMBLED FROM STUDS) NON-LOAD BEARING STUDS ROOF JOIST & RAFTERS BEAMS & STRINGERS FLOOR-JOIST NO. 2 STUD NO. 2 NO. 2 NO. 1 EXPOSED FRAMING DECKING POSTS & TIMBER NO. 1 NO. 1 SELECT DX ALL OTHER NO. 1 Fb (PSI) Fv (PSI) E (PSI) 900 180 1,600,000 900 180 1,600,000 700 180 1,400,000 900 180 1,600,000 900 180 1,600,000 1350 170 1,600,000 2000 -- 1,800,000 1000 180 1,700,000 1000 180 1,700,000 1200 170 1,600,000 FASTENER FASTENER SCHEDULE DIAMETER 8d COMMON NAILS 0.131 12d COMMON NAILS 0.131"Ø NAILS 16d COMMON NAILS 0.148 0.148 0.162 0.131 3/4"Ø LAG SCREW 1/2"Ø LAG SCREW 0.5 0.75 LENGTH REMARKS 2.5 -- 3 3.25 3.5 2.5 SEE PLAN SEE PLAN 1/2"Ø TITEN HD 0.5 SEE PLAN 0.177"Ø PAF 0.177 SEE PLAN 10d COMMON NAILS -- -- -- -- -- -- -- -- PRODUCT FABRICATED LUMBER TABLE SIZE 11 7/8" TYPE MR 11 7/8" TJI-210 VR EI x 10 END REACTION (LBS) INTERMEDIATE REACTION (LBS) REMARKS 14" TJI-210 11 7/8" LVL 14" LVL I-JOIST 3,795 1,655 315 1,460 2,565 6 WEB STIFF REQ'D 14" I-JOIST 4,490 1,945 462 1,460 2,565 WEB STIFF REQ'D 11 7/8" BEAM 8,925 3,950 464 3,898 -- 14" BEAM 12,130 4,655 760 3,898 -- 14" TJI-360 14" I-JOIST 7,335 1,945 612 1,505 3,000 WEB STIFF REQ'D 14" TJI-560 14" I-JOIST 11,275 2,390 926 1,725 3,455 WEB STIFF REQ'D 7 1/4" LVL 7 1/4" BEAM 3,555 2,410 106 3,898 -- 5 1/2" LVL 5 1/2" BEAM 2,125 1,830 46 3,032 3,898 -- 9 1/4" LVL 9 1/4" BEAM 5,600 3,075 219 3,898 -- 3,032 3,032 3,032 3,032 SUBMITTALS GRAVITY LOADS TABLE LOCATION DEAD LOAD (PSF) LIVE LOAD (PSF) LIVE LOAD REDUCTION PARTITION LOAD (PSF) POINT LOAD (LB) ROOF 34 100 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS No -- -- RESIDENTIAL 45 40 Yes INCLUDED IN DL -- DECK 73 100 No -- -- 11 7/8" 11 7/8" TJI-360 I-JOIST 6,180 1,705 419 1,505 3,000 WEB STIFF REQ'D 11 7/8" 11 7/8" TJI-560 I-JOIST 9,500 2,050 636 1,725 3,455 WEB STIFF REQ'D SCREW ANCHORS SIMPSON TITEN HD HILTI KWIK HUS-EZ - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS EXPANSION ANCHORS (IN CONCRETE) SIMPSON STRONG BOLT... - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE ANCHOR RODS -36 MIN 58 MIN THREADED ROD, UNGREASED ADHESIVE (IN CONCRETE) HILTI HIT-HY 200 - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ANCHOR TYPE PRODUCT Fy (KSI) Fu (KSI) COMMENT POST-INSTALLED ANCHOR TABLE 11 1/4" LVL 11 1/4" BEAM 8,070 3,740 395 3,898 --3,032 EPOXY COATING OF REINFORCING A775 OR A934 - - - WELDED WIRE REINFORCING, SMOOTH A185 65 75 - WELDED & FIELD BENT REINF A706 60 80 - TYP REINFORCING A615 60 90 - REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS REINFORCING MATERIAL TABLE 3/2/2016 04/11/16