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HomeMy WebLinkAboutDRB16-0286_S1.0_1478904332.pdf 11,16 FX44, , . ..0 ec *n 0 IS GENERAL SOILS & FOUNDATIONS STRUCTURAL STEEL WOOD lin DRB 1. ASSUMED SOILS ARE CLAYEY GRAVEL PER IBC TABLE 1806.2. APPROVED :00 PRESUMPTIVE LOAD BEARING VALUES ARE AS FOLLOWS; AM 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND 1. STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN 1. WOOD CONSTRUCTION SHALL CONFORM WITH THE FOLLOWING METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO ALLOWABLE BEARING PRESSURE 2000 psf ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION. REFERENCE STANDARDS; SHORING, BRACING, SLOPE STABILITY AND TEMPORARY EXCAVATION. ASSUMED ACTIVE LATERAL PRESSURE 45 pcf THE CONTRACTOR AT HIS DISCRETION SHALL EMPLOY A LICENSED ASSUMED AT REST LATERAL PRESSURE 35 pcf 2. MATERIALS; A. NDS "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" PROFESSIONAL TO DESIGN TEMPORARY SYSTEMS. PASSIVE LATERAL PRESSURE 150 psf/ft. A. WIDE FLANGE SHAPES ASTM A992 GRADE 50 B, ANSI / TPI 1 " NATIONAL DESIGN STANDARD FOR METAL PLATE 2. THE CONTRACTOR SHALL ASSUME COMPLETE RESPONSIBILITY FOR A GEOTECHNICAL ENGINEER SHALL VERIFY THE PRESUMPTIVE VALUES PRIOR CONNECTED WOOD TRUSS CONSTRUCTION" JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION, TO CONSTRUCTION. B. PLATES, ANGLES, CHANNELS ASTM A36 INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, AND THIS C. TPI HIIB "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO 2. THE CONTRACTOR SHALL REVIEW THE GEOTECHNICAL REPORT AND C. HOLLOW STRUCTURAL SECTIONS (HSS) ASTM A500, GRADE B INSTALLING & BRACING METAL PLATE CONNECTED WOOD NORMAL WORKING HOURS. ALL APPLICABLE JOB RELATED SAFETY SHALL FOLLOW ALL RECOMMENDATIONS PROVIDED THEREIN. TRUSSES" STANDARDS SUCH AS OSHA SHALL BE FOLLOWED. D. PIPE ASTM A53 GRADE B 3. THE GEOTECHNICAL ENGINEER SHALL INSPECT ALL EXCAVATIONS AND FILL 2. MATERIALS; 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND PLACEMENT TO ENSURE CONFORMANCE WITH THE SPECIFICATIONS. ASSUMED E. HIGH STRENGTH BOLTS ASTM A325-X ANDERSON STRUCTURAL EXISTING CONDITIONS PRIOR TO PROCEEDING WITH WORK. VARIATIONS VALUES SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER OR THE BUILDING A. SAWN LUMBER ENGINEERING, INC. BETWEEN THE PLANS AND ACTUAL CONDITIONS SHALL BE BROUGHT OFFICIAL PRIOR TO PLACING CONCRETE. F. MACHINE BOLTS ASTM A307 823 GRAND AVE. TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH 2x STUDS DOUG-FIR No. 2 SUITE 340 THE WORK. 4. FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, F. WELDING ELECTRODES AWS D1.1 (E70XX) SILL PLATES PT DOUG-FIR No. 2 GLENWOOD SPGS, CO. 81601 STANDING WATER, OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE JOISTS, RAFTERS DOUG-FIR No. 2 (970) 984-0320 PLACEMENT. G. ANCHOR BOLTS ASTM F1554 GRADE 36 POSTS (Sc BEAMS DOUG-FIR No. 1 5. FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL OR COMPACTED FILL PER 3. CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH AISC 360. ALL B. ROUGH SAWN LUMBER (U.N.O.) DESIGN CRITERIA THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS. MINIMUM BOLT CONCRETE SIZE SHALL BE 3/4"0 U.N.O. MINIMUM WELD SIZE SHALL CONFORM TO 8x AND SMALLER DOUG-FIR No. 1 AISC 360. HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO A SNUG TIGHT 10x AND LARGER DOUG-FIR No. 2 1. GOVERNING BUILDING CODE: INTERNATIONAL CODE COUNCIL (ICC) CONDITION PER ASTM A325 U.N.O. "INTERNATIONAL BUILDING CODE 2015" 1. CONCRETE SHALL BE DESIGNED, SUPPLIED AND CONSTRUCTED IN C. LAMINATED VENEER LUMBER (LVL) ACCORDANCE WITH ACI 318 LATEST EDITION. 4. ANCHOR BOLTS SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM 2. REFERENCE CODES; A123. Fb = 2600 psi 2. CONCRETE STRENGTH f'c © 28 DAYS SHALL CONFORM TO THE Fv = 285 psi LLI A. AMERICAN CONCRETE INSTITUTE (ACI) FOLLOWING; 5. STRUCTURAL STEEL SHALL BE CLEANED TO MEET THE REQUIREMENTS OF E = 1,900,000 psi N BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318 SSPC-SP2. STRUCTURAL STEEL SHALL BE COATED WITH SHOP COAT RED (s) M FOOTINGS, WALLS f'c = 3000 psi OXIDE PRIMER. D. GLUE LAMINATED BEAMS (GLB) SHALL BE 24-V4 FOR SIMPLE In B. AMERICAN INSTITUTE FOR STEEL CONSTRUCTION (AISC) FLATWORK, SLABS f'c = 4000 psi SPANS AND 24-V8 FOR CANTILEVERED SPANS. Z rl "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC 360 6. HOLES, NOTCHES, AND CUTS SHALL NOT BE MADE IN STRUCTURAL STEEL00 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AISC 305 3. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE I/II. MEMBERS WITHOUT ENGINEER'S APPROVAL. Fb = 2400 psi LLI Fv = 210 psi W 0 C. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) 4. WATER FOR MIXING CONCRETE SHALL CONFORM TO ASTM C1602. E = 1,700,000 psi Q Q "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE 7 5. COURSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C-33. E. LAMINATED STRAND LUMBER (LSL) ISI REINFORCING STEEL � D. AMERICAN WELDING SOCIETY (AWS) 6. SLUMP SHALL CONFORM TO ACI 301 AND SHALL BE TAKEN AT THE 1-1 " STRUCTURAL WELDING CODE" AWS D1.1 1. FABRICATION AND PLACEMENT OF REINFORCING BARS SHALL CONFORM TO; Q POINT OF PLACEMENT. SLUMP SHALL NOT EXCEED 4 INCHES. Fb = 1700 psi Ei I I ' ACI 301 "SPECIFICATION FOR STRUCTURAL CONCRETE" Fv = 150 psi E. AMERICAN WOOD COUNCIL 7. FLYASH SHALL CONFORM TO ASTM C618 CLASS C OR F. FLYASH ACI SP-66 "ACI DETAILING MANUAL". E = 1,300,000 psi a I- "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", NDS SHALL NOT EXCEED 20% OF THE TOTAL CEMENTITIOUS MATERIAL. 3. ALL SAWN LUMBER AND ENGINEERED LUMBER SHALL BE IDENTIFIED BY A > V) 2. REINFORCING BARS SHALL BE DEFORMED AND IN ACCORDANCE WITH GRADE MARK ISSUED BY WWPA, WCLB OR NLGA. W 3. LOADS 8. HOT WEATHER PLACEMENT SHALL CONFORM TO ACI 305, "SPECIFICATION ASTM A615 GRADE 60. V A. FLOOR LIVE LOADS 40 psf FOR HOT WEATHER CONCRETING". 3. WELDING OF REINFORCING BARS IS PROHIBITED WITHOUT PRIOR 4. NAILS SHALL BE COMMON NAILS. DESIGN IS BASED ON THE FOLLOWING SIZES; I COLD WEATHER PLACEMENT SHALL CONFORM TO ACI 306, "GUIDE TO COLD APPROVAL. WELDED BARS SHALL CONFORM TO ASTM A706 GRADE 60. V J B. ROOF SNOW LOAD 80 psf WEATHER CONCRETING". WELDING SHALL CONFORM TO AWS D1.4. SIZE DIAMETER LENGTH O 1 9. ADMIXTURES FOR WATER REDUCTION AND SETTING TIME MODIFICATION 8d 0.131" 2 1/2" J 5 C. DECK SNOW LOAD 100 psf 4. CONCRETE COVER SHALL BE AS FOLLOWS; SHALL BE IN CONFORMANCE WITH ASTM C494. 10d0.148" 3" - - I- C. WIND LOADS CAST AGAINST OR PERMANENTLY EXPOSED TO EARTH 3" 12d 0.150" 3" BASIC WIND SPEED, V 90 mph 10. ADMIXTURES FOR USE IN FLOWING CONCRETE SHALL CONFORM TO ASTM 16d 0.162" 3 1 /2" (Sr WIND EXPOSURE CATEGORY B C1017. EXPOSED TO EARTH OR WEATHER 20d 0.192" 4" (J) l' 0 TOPOGRAPHIC FACTOR, Kt 1.0 #5 BAR OR SMALLER 1 1/2" 10. ADMIXTURES SHALL NOT CONTAIN CALCIUM CHLORIDE. CONCRETE SHALL IMPORTANCE FACTOR 1.0 #6 BAR AND LARGER 2" 5. BOLTS FOR WOOD CONNECTIONS SHALL BE IN ACCORDANCE WITH ASTM A307. O J a NOT BE PLACED IN CONTACT WITH ALUMINUM. GRADE A. LAG SCREWS SHALL BE IN ACCORDANCE WITH ASTM A307 GRADE A. Q D. SEISMIC LOADS NOT EXPOSED TO EARTH OCCUPANCY CATEGORY 1.0 11. AIR ENTRAINMENT SHALL BE 4.0 - 7.0%. AIR ENTRAINMENT ADMIXTURES SLABS WALLS AND JOISTS 6. CONNECTION HARDWARE SHALL BE AS MANUFACTURED BY SIMPSON > lip SITE CLASS D SHALL CONFORM TO ASTM C260. #14 1/2" STRONG-TIE OR APPROVED EQUAL. m AND #18 BARS 1 SEISMIC DESIGN CATEGORY C W/C RATIO SHALL NOT EXCEED 0.45 #11 BARS AND SMALLER 3/4" Sds 0.291 7. SHEATHING SHALL CONFORM TO STANDARDS PS-1 AND PS-2 AND SHALL N Sd1 0.109 12. HEADED STUDS AND HEADED STUD ASSEMBLIES SHALL CONFORM TO ASTM BEAMS AND COLUMNS BEAR THE STAMP OF THE AMERICAN PLYWOOD ASSOCIATION (APA). 0 IMPORTANCE FACTOR 1.0 A1044. PRIMARY REINFORCEMENT, TIES, SHEATHING MAY BE PLYWOOD OR OSB FOR WALLS AND ROOFING. FLOOR 13. HIGH STRENGTH NO SHRINK GROUT SHALL BE MASTERBUILDERS 928 OR STIRRUPS AND SPIRALS 1 1/2" SHEATHING SHALL BE TONGUE (Sc GROOVE PLYWOOD STURDI-FLOOR. SUBMITTALS APPROVED EQUAL. 5. REINFORCING BARS #5 AND SMALLER SHALL BE BENT COLD ONE TIME USE THICKNESS SPAN RATING GRADE EXPOSURE 1. SUBMITTALS OF SHOP DRAWINGS MILL TESTS, AND PRODUCT DATA SHALL 14. ADHESIVE FOR DRILL & EPDXY ANCHORS SHALL BE HIT RE500 AS MFG. BY ONLY. ALL OTHER BARS REQUIRE PREHEAT. ROOF 19/32" 32/16 C-D 1 BE MADE PRIOR TO CONSTRUCTION. SUBMITTAL SHALL BE MADE IN DUE HILTI INC. Gm - P. . _ b - A A . TIME TO ALLOW FOR A TEN (10) WORKING DAY TURNAROUND. 6. LAP SPLICES SHALL BE CLASS "B" AND SHALL BE STAGGERED. SPLICES FLOOR 23/32" T&G 48/24 STURDI-FLOOR 1 REQUIRED SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED PER THE THE FOLLOWING TABLE; WALLS 15/32" 32/16 C-D 1 2. SHOP DRAWING REVIEW BY THE ENGINEER IS FOR GENERAL CONFORMANCE 8. ALL WOOD PRODUCTS SHALL BE KILN DRIED WITH A MAXIMUM MOISTURE WITH CONTRACT DOCUMENTS ONLY. DIMENSIONS AND QUANTITIES ARE NOT IBC REFERENCE SPECIAL INSPECTION TYPE REINFORCING SPLICE LENGTHS REVIEWED BY THE ENGINEER AND SHALL BE VERIFIED BY THE CONTRACTOR. CONTENT OF 19%. MOISTURE CONTENT SHALL BE DETERMINED IN MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE TABLE 1705.3 BAR SIZE SPLICE LENGTH (in.) SPLICE LENGTH (in.) ACCORDANCE WITH ASTM D4442. ASE Project No.: 1600-18 CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND VERTICALS & BOTTOM BARS TOP BARS 9. PROVIDE DOUBLE JOISTS UNDER STUD WALLS U.N.O. Drawn By: ADC SPECIFICATIONS. WHERE SHOP DRAWINGS DIFFER FROM OR ADD TO THE 1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT. PERIODIC REQUIREMENTS OF THE CONTRACT DOCUMENTS, THE ENGINEER SHALL #3 20" 24" Checked By: LKA REVIEW AND MAKE REQUIRED REVISIONS. 4b. INSPECT ANCHORS POST INSTALLED IN HARDENED CONCRETE. PERIODIC #4 24" 30" #5 30" 39" 3. DEFERRED SUBMITTALS OR ITEMS DESIGNED BY OTHERS SHALL INCLUDE 5. VERIFY USE OF REQUIRED MIX DESIGN. PERIODIC #6 35" 46" CALCULATIONS, SHOP DRAWINGS AND PRODUCT DATA AND SHALL BE #7 63" 82" Revision Date SUBMITTED PRIOR TO CONSTRUCTION. REVIEW OF DEFERRED SUBMITTALS BY 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS CONTINUOUS -#g 72" 94" THE ENGINEER DOES NOT RELIEVE CONTRACTOR OR DESIGNER FOR FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT - PERMIT 5-11-16 COMPLIANCE WITH THE DESIGN CRITERIA AND COMPATIBILITY WITH THE TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. #9 81" 106" PRIMARY STRUCTURE. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT #10 89" 116" REVISED PERMIT 7-15-16 LIMITED TO; 7. VERIFY MAINTENANCE OF PROPER CURING TEMPERATURE AND PERIODIC #11 98" 128" AND TECHNIQUES. PREFABRICATED WOOD TRUSSES * TOP BARS = HORIZONTAL REINFORCEMENT SO PLACED THAT MORE OPEN WEB STEEL JOISTS 8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS PERIODIC THAN 12" OF CONCRETE IS CAST IN MEMBER BELOW THE SPLICE. OF THE CONCRETE MEMBER BEING FORMED. INSPECTIONS TABLE 1705.7 1. VERIFY MATERIAL BELOW SHALLOW FOUNDATIONS ARE PERIODIC 1 SECTION 1704.SPECIAL INSPECTIONS THE CONTRACTOR MADE RESPONSIBLD FOR R SCHEDULING ANCE WITH IBC 15 ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. GENERAL SPECIAL INSPECTIONS IOTIMELY LMANNER. SPECIAL RECOGNIZEDANDAPPROVED SPECIAL INSPECTION 2. HAVE REACHEDT PROPER ED TO PROPER DEPTH AND PERIODIC MATERIAL. NOTES REPORTS SHALL BE SUBMITTED TO THE ENGINEER TO RESOLVE ANY DISCREPANCIES. 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL PERIODIC MATERIALS. 2. STRUCTURAL OBSERVATIONS MAY BE PERFORMED BY THE ENGINEER. A REPORT WILL BE ISSUED IN ACCORDANCE WITH THE CONTRACT 4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT CONTINUOUS DOCUMENTS. STRUCTURAL OBSERVATIONS ARE NOT A SUBSTITUTE FOR THICKNESSES DURING PLACEMENT AND COMPACTION OF :,01101 SPECIAL INSPECTIONS. OBSERVATIONS WILL BE MADE TO DETERMINE COMPACTED FILL. Q� GENERAL CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND DOES NOT 0 �' , Sheet RELIEVE THE CONTRACTOR FOR COMPLIANCE WITH THE CONSTRUCTION 5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE PERIODIC r #4 + cp DOCUMENTS. AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. 35435 •-1 SECTION 1705.2 /4• S 1 • 0 1. SINGLE PASS FILLET WELDS < = 5/16" PERIODIC r 1