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HomeMy WebLinkAboutB16-0254_S001_signed_1506372180.pdf1) DESIGN CRITERIA: 1A) AT THE TIME OF DESIGN THERE WAS NO GEOTECHNICAL REPORT AVAILABLE. BELOW ARE ASSUMED CRITERIA FOR THE FOUNDATION DESIGN OF THE PROJECT. CONTRACTOR TO HAVE GEOTECHNICAL ENGINEER CONFIRM VALUES PRIOR TO INSTALLATION OF NEW FOOTINGS. 2) FOOTINGS: 2A) FOOTING DESIGN CRITERIA: - MAXIMUM TOTAL LOAD BEARING PRESSURE = 1500PSF - MINIMUM CONTINUOUS FOOTING WIDTH = 18 IN - FROST DEPTH TO BOTTOM OF FOUNDATION = 48IN FOUNDATION NOTES 1) 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 ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. 2) EXISTING STRUCTURES: 2A) CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B) DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE: - SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN - DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS - CONDITIONS OF INSTABILITY OR LACK OF SUPPORT - ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD 2C)PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS. 2D)CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE CONSTRUCTION SCHEDULE. 3) USE OF DRAWINGS: 3A) DO NOT SCALE DRAWINGS. 3B) DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 3C)DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 3D)WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS: - CONTACT THE ARCHITECT PRIOR TO PROCEEDING WITH CONSTRUCTION - THE MORE STRINGENT REQUIREMENTS SHALL GOVERN FOR BIDDING / PRICING 4) TEMPORARY CONDITIONS: 4A) 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. 4B) CONTRACTOR’S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. 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, BRIDGING, BRACING, ETC. 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 OR SEISMIC LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 7) COORDINATION: 7A) STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH ARCHITECTURAL AND DRAWINGS FROM OTHER DISCIPLINES. 7B) COORDINATE DIMENSIONS OF ALL OPENINGS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS. 7C)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 RAFTER FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. GENERAL NOTES 1) CODES AND STANDARDS: 1A) GENERAL DESIGN - INTERNATIONAL BUILDING CODE 2015 1B) CONCRETE - ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" 1C)WOOD - ANSI/AF&PA NDS-2012 "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION” WITH 2012 SUPPLEMENT" 2) SEISMIC LOADS - SEISMIC DESIGN CATEGORY = B - RISK CATEGORY = II - EARTHQUAKE IMPORTANCE FACTOR, le = 1.00 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 25.90 %g - MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 7.30 %g - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.275 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.117 - SOIL SITE CLASS = D - BASIC STRUCTURAL SYSTEM: ORDINARY PRECAST SHEAR WALLS - RESPONSE MODIFICATION FACTOR, R = 3 - SEISMIC RESPONSE COEFFICIENT, Cs = 0.092 - SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.5 3) WIND LOADS - RISK CATEGORY = II - BASIC ULTIMATE WIND SPEED, Vult = 120 mph - BASIC NOMINAL WIND SPEED, Vasd = 93 mph - EXPOSURE CATEGORY = B - INTERNAL PRESSURE COEFFICIENT, Gcpi = +/-0.18 4) GRAVITY LOADS 4A) ROOF SUPERIMPOSED DEAD LOAD = 15 psf ROOF LIVE LOAD = 20 psf 4B) DRIFTING, SLIDING AND UNBALANCED SNOW - GROUND SNOW LOAD = 145 psf - SNOW EXPOSURE FACTOR, Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR, ls = 1.0 - THERMAL FACTOR, Ct = 1.0 - FLAT ROOF SNOW LOAD, Pf = 100 psf DESIGN CRITERIA 1) GENERAL: 1A) ALL WORK SHALL CONFORM WITH ACI 301-10, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT SPECIFICATIONS. 1B) DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, PROJECT SPECIFICATIONS, AND ACI PUBLICATION SP-66 (2004): “ACI DETAILING MANUAL” 2) REINFORCING MATERIALS: 2A) SEE ‘REINFORCING MATERIAL TABLE’ 3) REINFORCING FABRICATION: 3A) SPLICES: - SEE DETAILS 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 D1.4-2011. - 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. 6) PLACING REINFORCEMENT: 6A) REINFORCEMENT PROTECTION: - SEE DETAILS FOR REBAR COVER - SEE ACI 117-10 FOR REINFORCEMENT PLACING TOLERANCES 6B) PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT 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. 7) MODIFICATIONS TO HARDENED OR EXISTING CONCRETE 7A) UNLESS NOTED ON THE STRUCTURAL DOCUMENTS MODIFICATIONS AS LISTED BELOW SHALL NOT BE MADE TO HARDENED OR EXISTING CONCRETE WITHOUT APPROVAL OF THE ARCHITECT: - SAW CUTTING - CORING - CHIPPING 7B) DO NOT CUT OR DAMAGE ANY REINFORCING WITHOUT APPROVAL OF THE ARCHITECT CONCRETE NOTES 1) LAMINATED MEMBER SIZES: 1A) LVLSIZES 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 2015 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 WEYERHAEUSER, BOISE, IDAHO. 3B) FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS MICROLLAM (LVL) 3C)FABRICATED LUMBER SHALL BE DRY. 3D)SEE ‘FABRICATED LUMBER TABLE’ FOR MINIMUM PROPERTIES (AT NORMAL LOAD DURATIONS). 3E) FABRICATED RIMBOARD SHALL BE LAMINATED STRAND LUMBER. 4) SHEATHING: 4A) WOOD STRUCTURAL PANELS (WSP) - WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING CONFORMING TO U.S. DEPARTMENT OF COMMERCE STANDARD PS 2-10. - ALL WOOD PANELS SHALL BE EXPOSURE 1. 5) BLOCKING AND BRIDGING: 5A) PROVIDE 1” X 4” SIMPSON NC/NCA CROSS-BRIDGING AT 8’ O.C. MAXIMUM SPACING FOR ALL SOLID SAWN WOOD JOISTS AND RAFTERS. 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 THE TYPICAL WOOD CONNECTION SCHEDULE AND IBC 2015 TABLE 2304.10.1 . 7) METAL CONNECTORS: 7A) FRAMING CONNECTORS SHALL CONFORM TO 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. WOOD NOTES 1) INSTALLATION REQUIREMENTS: 1A) ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND PER MANUFACTURER'S ON-SITE TRAINING. 1B) ALL ADHESIVE ANCHORS AND ADHESIVE ANCHORED REINFORCEMENT DESIGNS ARE FOR INSTALLATION IN THE FOLLOWING CONDITIONS, UNLESS NOTED OTHERWISE. WRITTEN APPROVAL MUST BE RECEIVED FROM ENGINEER PRIOR TO INSTALLATION IN ALTERNATE CONDITIONS. - DRY CONCRETE, UNLESS NOTED OTHERWISE. - CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST BE WITHIN THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED INSTALLATION INSTRUCTION FOR ADHESIVE GEL AND CURE TIMES. - ANCHOR HOLES TO BE HAMMER DRILLED AND CLEANED. - CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS. - HOLES TO BE CLEANED AND PREPARED IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND EVALUATION REPORT PRIOR TO ADHESIVE INJECTION. 2) SUBSTITUTION REQUESTS: 2A) SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS AND PRODUCT DATA DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH THE RELEVANT BUILDING CODES, LOAD RESISTANCE, INSTALLATION CATEGORY, CREEP APPROVAL, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE SPECIFIED PRODUCT. POST-INSTALLED ANCHOR NOTES SHEET TITLE: SHEET NUMBER: © MARTIN/MARTIN 2017 DESIGNERS: DATE PRINTED: MM JOB #: PRINCIPAL: EOR: PROJECT MANAGER: 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: 9/13/2017 9:45:33 AM C:\Proj\MS17.0085-Doubletree Vail Roof Investigation and Repair-RS16_KMertens.rvt S001 DOUBLETREE VAIL SKI STORAGE AND VESTIBULE 2211 NORTH FRONTAGE ROAD WEST VAIL, CO 81657 GENERAL NOTES KPM KPM SJM MS17.0085.S.03 MS17.0085.S.03 09/15/2017 SJM SHEET NUMBER SHEET TITLE S001 GENERAL NOTES S002 QUALITY ASSURANCE S101 PLAN VIEWS S301 FLOOR DETAILS S601 ROOF DETAILS S602 ROOF DETAILS STRUCTURAL DRAWING LIST SCREW ANCHORS SIMPSON TITEN HD - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE ANCHOR RODS -36 MIN 58 MIN THREADED ROD, UNGREASED ADHESIVE ANCHOR SIMPSON SET XP - -SUBMIT CALCULATIONS FOR SUBSTITUTIONS ANCHOR TYPE PRODUCT Fy (KSI) Fu (KSI) COMMENT POST-INSTALLED ANCHOR TABLE 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. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%. 1”: #57 AGGREGATE 3/4”: #67 AGGREGATE a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 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. 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 - 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. - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: CONCRETE MIX TABLE NOTES: 3 SLABS ON GRADE 3.5 NWC - 3/4 NP - 2 WALLS 4 NWC 0.45 1 6 - 1 FOOTINGS 3 NWC - 1 - - CONC MIX TYPE INTENDED USE 28 DAY STRENGTH f'c (KSI) CONC WEIGHT MAX W/C RATIO, INCLUDING FLY ASH MAX AGGREGATE SIZE (IN), NOTE a TOTAL AIR CONTENT (%), NOTE b OTHER REQTS, NOTE c CONCRETE MIX TABLE WELDED WIRE REINFORCING, SMOOTH A1064 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 LAMINATED VENEER BEAM -- LVL 2600 285 1555 2000 -- PRODUCT SIZE TYPE Fb (PSI) Fv (PSI) Ft (PSI) E (KSI) REMARKS FABRICATED LUMBER TABLE NON-LOAD BEARING STUDS STUD 700 180 1,400,000 LOAD BEARING STUDS (AND COLUMNS ASSEMBLED FROM STUDS) NO. 2 900 180 1,600,000 EXTERIOR STUDS NO. 2 900 180 1,600,000 TYPE OF USE GRADE Fb (PSI) Fv (PSI) E (PSI) FRAMING LUMBER SCHEDULE NO ISSUE DATE CCD-06, Revision 10 09/15/2017 09/15/2017 09/25/17