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CODE
<br />SHOP DRAWINGS
<br />MINIMUM LAPS AND EMBEDMENT
<br />WELDING
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
<br />SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />WELDING SMALL CONFORM TO AWS "STRUCTURAL WELDING CODE" LATEST EDITION. ALL WELDING SHALL RE
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS
<br />ENGINEER FOR REVIEW PRIOR TO FABRICATION:
<br />BELOW:
<br />DONE WITH 70 KSI LOW HYDROGEN ELECTRODES, WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL RE
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO RE THE LATEST EDITION.
<br />PER TABLE 5.8 IN AWS D1.1, LATEST EDITION,
<br />1, REINFORCING STEEL 5, I�REMANUFACTUREO WOOD TRUSSES
<br />DESIGN LOADS
<br />-
<br />2. CONCRETE MIX DESIGN 6. WOOD I -JOISTS & ENGINEERED WOOD BEAMS
<br />f,c P 31J00 PSI
<br />WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
<br />—
<br />DEVELOPMENT LENGTH LAP SPLICE
<br />APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br />DEAD LOADS:
<br />3. STRUCTURAL STEEL 7, POST -TENSIONING TENDONS
<br />BAR
<br />TENSION
<br />COMPRESSION TENSION
<br />COMPRESSION
<br />LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
<br />ROOF 15 PSF
<br />4. STUD RAILS
<br />ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS, WELDING WITHIN 4" OF
<br />SIZE
<br />- —
<br />FLOOR 26 PSF
<br />TOP BARS OTHER
<br />ALL BARS TOP BARS
<br />OTHER
<br />ALL BARS
<br />COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
<br />P/T FLOORS 30 PSF + SELF WEIGHT
<br />BARS
<br />BARS
<br />LIVE LOADS:
<br />ROOF (SNOW LOAD) 25 PSF
<br />RESIDENTIAL 40 PSF
<br />PARKING 40 PSF
<br />(LIME LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607,10).
<br />EARTHQUAKE LOADS:
<br />EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8.
<br />SITE CLASS
<br />SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS)
<br />ONE SECOND SPECTRAL RESPONSE ACCEL (Si)
<br />SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
<br />ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
<br />RISK CATEGORY
<br />SEISMIC IMPORTANCE FACTOR 00
<br />SEISMIC DESIGN CATEGORY
<br />BASIC SEISMIC FORCE -RESISTING -SYSTEM
<br />RESPONSE MODIFICATION FACTOR, (R)
<br />REDUNDANCY FACTOR (p)
<br />SEISMIC RESPONSE COEFFICIENT (CS)
<br />BASIC WIND SPEED (3 SECOND GUST)
<br />EXPOSURE
<br />KZT
<br />SEE PLANS FOR ADDITIONAL DESIGN LOADS.
<br />1_0
<br />D
<br />WOOD / CONCRETE SW'S
<br />6.5 UPPER / 5.0 LOWER
<br />1.0
<br />0.134 UPPER / 0.174 LOWER
<br />110 MPH
<br />B
<br />1>0
<br />STATEMENT OF SPECIAL INSPECTIONS
<br />�,.: - a s
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<br />SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
<br />SPECIAL INSPECTION
<br />OPERATION
<br />SOILS
<br />EXCAVATION & FILL & COMPACTION DRAINAGE
<br />GEOTECH ENGINEER
<br />FOUNDATION BEARING CAPACITY VERIFICATION
<br />REINFORCING PLACEMENT
<br />ANCHOR BOLTS
<br />HOLDOWN PLACEMENT
<br />CONCRETE y,
<br />ADHESIVE ANCHORS
<br />IF .. ED
<br />EXPANSION ANCHORS
<br />IF USED
<br />POST -TENSIONING
<br />REFER TO SHEET S12
<br />STRUCTURAL STEEL
<br />>FABRICATION & ERECTIONHIGH
<br />I —
<br />STRENGTH BOLTING
<br />SHOP & FIELD WELDING
<br />SINGLE PASS FILLET WELDS 5 5/16"
<br />WOOD FRAME
<br />{ p_ A
<br />l �
<br />1
<br />If STRAP INSTALLATION& NAILING
<br />ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
<br />INSPECTION SHALL BE PERFORMED BY _
<br />fi BY THE OWNER. THE
<br />STRUCTURALENGINEER,
<br />j
<br />: y D WITH COPIES ALL
<br />�R APPROJECT
<br />TO THE ATTENTION OF THE DESIGN TEAM.
<br />p DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT
<br />CONSTRUEDDOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE AS RELIEVING THE CONTRACTORFROM
<br />COMPLIANCE WITH THE+ PLANS D SPECIFICATIONS. THE CONTRACTORREMAINS B R
<br />DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR
<br />SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAI
<br />MANNER.
<br />A
<br />�•' � � - a :« _ ! � � It -
<br />12547-001-00
<br />GEOENGINEERS
<br />FEBRUARY 03, 2006
<br />ALLOWABLE SOIL PRESSURE: 8000 PSF UNDESTURBED NATIVE GLACIAL TILL
<br />3000 PSF COMPACTED FILL
<br />LATERAL PRESSURE:
<br />APPLICABLE SURCHARGE
<br />ANY APPLICABLE HAR
<br />FRICTION:COEFFICIENT OF
<br />FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL As REQUIRED BY THE
<br />GEOTECHNICAL REPORT, AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS
<br />SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING
<br />ELEVATIONSARE D OD MUST THEREFOREi,r O, Os.
<br />FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLSNOTED
<br />ORGANICSIMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
<br />MATERIAL FREE OF DEBRIS OR h THEREPORT,
<br />OF 95X*NN&-kENSHY AS DETERMINED VT ASTM_
<br />TEST METHOD D1557-00.
<br />PRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EA
<br />ARCHITECTURAL SPECIFICATIONS.
<br />ALL COIACRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE
<br />CHAPTERt _ETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL
<br />p BUILDINGS
<br />PER CUBIC FO*.
<br />CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
<br />PERFORMANCETHE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
<br />SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
<br />ANY CONCRETE. THE AND COARSE
<br />WATER,WATER-CEMENT
<br />SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 31-8,
<br />ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDAN
<br />WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
<br />REINFORCING
<br />REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (F
<br />= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELD
<br />SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A61-5 MAY BE WELDED IF MATERIAL
<br />PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS DIA ARE
<br />SUBMITTED.
<br />WELDED AND ENDS.
<br />REINFORCINGREINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
<br />318R, LATEST EDITIONS, UNLESS OTHERWISE NOTED, PLI
<br />BE PER
<br />REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
<br />EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
<br />HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />REFER TO CH ► OF ACI 318 FOR
<br />OTHER REINFORCING STEEL REQUIREMENTS.
<br />#3
<br />22
<br />17
<br />9
<br />28
<br />22
<br />12
<br />#4
<br />29
<br />22
<br />11
<br />37
<br />29
<br />15
<br />5
<br />36
<br />28
<br />14
<br />47
<br />36
<br />19
<br />#6
<br />43
<br />33
<br />17
<br />56
<br />43
<br />23
<br />#7
<br />63
<br />48
<br />20
<br />81
<br />63
<br />27
<br />#B
<br />72
<br />55
<br />22
<br />93
<br />72
<br />30
<br />CONCRETE COVER ON REINFORCING
<br />CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
<br />CONCRETE EXPOSED TO EARTH AND WEATHER:
<br />6 BARS AND LARGER 716
<br />#5 BARS AND SMALLER 1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
<br />BEND ONE SIDE
<br />OF NOT MORE THAN 0.: SQUARE EACH, SQUARE .. PRACTICAL
<br />ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
<br />POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br />BEYOND JOINT,
<br />BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br />APPROVED BY THE STRUCTURAL
<br />-:TEXTURENOTED
<br />AND
<br />OWSHRINK GROUT
<br />& -
<br />THE X'
<br />UFACTURER'S RECOMMENDATIONS.
<br />SHAPES SHALL CONFORM TO ASTIR A992, Fy ® 50 KSI.
<br />PLATES, ANGLES; AND RODS SHALL CONFORM TO ASTM A36, Fy d 36 KSI,
<br />STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSL
<br />STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSL
<br />BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N, BOLTS SHALL BE 3/4"0 MINIMUM, UNO
<br />ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
<br />ALL EXTERIOR EXPOSED STEEL SHALL BE HOT -DIP GALVANIZED.
<br />CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF RISC
<br />MANUAL OF STEEL CONSTRUCTION.
<br />« LN CONFORMANCE WITH REQUIREMENTS.
<br />LUMBER
<br />REFER TO PLAN NOTES, SCHEDULES, AND — REQUIREMENTS,
<br />ALL LUMBER IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESSURE -TREATED.
<br />BOLTS, METAL CONNECTORS FOR WOOD
<br />FORTHALL NAILS SHALL CONFORM TO THE STANDARDS SET BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
<br />WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING
<br />SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br />MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br />NAIL
<br />COMMON 0.1480 3" SHANK
<br />4
<br />16d COMMON" SHANK
<br />_.
<br />r «.-, r
<br />BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, ONE-HALF
<br />INSTALL SOLID BLOCKING AT ALL BEARING
<br />,. DRIED,
<br />MINIMUM AS
<br />GALVANIZATION
<br />a
<br />UNTREATED ACQ-C CI A -A OTHER OTHER PT
<br />GALVANIZATION WOOD
<br />CCA�C SAX ACQoO CA® BORATE AC WOOD
<br />G90 X X X
<br />G185 X X X X X X
<br />HDG X X X X X X
<br />STT300 X X X X X X X X
<br />G90 F 0.90 OZ, OF ZINC PER SQUARE FOOT OF AREA
<br />G185 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
<br />HDG = HOT DIP GALVANIZED
<br />SST300 = TYPE 316L STAINLESS STEEL
<br />RATED SHEATHING
<br />RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
<br />IN CONFORMANCE WITH IBC STANDARD 2303.1..4.
<br />TI RERSTRAND® MICROLLAM, AND PARALLAM MEMBERS
<br />FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
<br />NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
<br />STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
<br />PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO, FABRICATOR SHALL BE CERTIFIED. MEMBERS
<br />SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
<br />TIMBERSTRAND, UNTREATEDBE.. ARE DRY -USE APPLICATIONS.
<br />:A
<br />UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
<br />MANUFACTURES RECOMMENDATIONS.
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