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GENERAL NOTES: FOUNDATIONS: ABBREVIATIONS
<br /> 1, DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE,IBC 2012 AND THE STATE 1. FOUNDATION DESIGN IS BASED ON INFORMATION AND RECOMMENDATIONS
<br /> OF WASHINGTON ADMENDMENTS. AFF ABOVE FINISHED FLOOR LG LONG
<br /> 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWWGS AND PROVIDED IN THE GEOTECHNICAL REPORT PREPARED FOR BUILDING 40-023 BY GEO
<br /> SPECIFICATIONS. ENGINEERING,DATED OCTOBER 8,2015.SHALLOW FOUNDATIONS ARE DESIGNED FOR A ACI AMERICAN CONCRETE LLH LONG LEG HORIZONTAL
<br /> MAXIMUM ALLOWABLE SOIL BEARING CAPACITY OF 4000 PSF.
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,CONNECTIONS,EMBED PLATE INSTITUTE LLV LONG LEG VERTICA�
<br /> AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED 2, SUB-GRADE FOR ALL FOUNDATIONS SHALL BE PREPARED AND AISC AMERICAN INSTITUTE OF
<br /> DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS STATED IN THE � LP LOW POINT
<br /> PLANS,WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. GEOTECHNICAL REPORT REFERENCED ABOVE. STEEL CONSTRUCTION �
<br /> LT GA LIGHT GAGE
<br /> 4. THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH 3. EXCAVATION FOR FOUNDATIONS SHOWN ON DRAW►NGS SHALL NOT BE LARGER AISI AMERICAN IRON AND
<br /> ARCHITECTURAL,MECHANICAL,PLUMBING,ELECTRICAL AND CNIL DRAWINGS TO THAN THE INDICATED FOUNDATION SIZE BY MORE THAN 3"EACH DIRECTION STEEL INSTITUTE
<br /> LOCATE RECESSED SLABS,SLOPES,DRAINS,REGLETS,BOLT SETTINGS,GRADES,ETC. MATL MATERIAL
<br /> ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE STRUCTU RAL STE EL, ANSI AMERICAN NATIONAL MAX MAXIMUM
<br /> ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. STANDARDS INSTITUTE
<br /> 5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE 1. DESIGN,FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH ASCE AMERICAN SOCIETY OF MECH MECHANICAL
<br /> INTERACTION QF VARIOUS CONNECTED COMPONENTS. PR4VIDE ADEQUATE BRACING, THE AISC STEEL CONSTRUCTION MANUAL,LRFD;14TH EDITION.THE STRUCTURAL FRAME
<br /> SHORWG,AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE FABRICATOR SHALL BE AISC CERTIFIED FOR STEEL BUILDING STRUCTURES(STD)OR INCLUDE,AT CIVIL ENGINEERS MFR MANUFACTURER
<br /> WORK. THEFABRICATORS EXPENSE,INSPECTION SERVICES NECESSARY TO INSURE THAT THE SHOP MID MIDDLE
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO PROCEDURES AND FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS.SPECIFICALLY, ASTM AMERICAN SOCIETY FOR
<br /> ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECTIENGINEER IF DIFFERENT ALL WELDED CONNECTIONS SHALL BE INSPECTED AND TESTED BY A CERTIFIED TESTING AGENCY. TESTING AND MATERIALS MTL METAL
<br /> FROM WHAT IS SHOWN ON THE DRAWINGS. 2. ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND � AWS AMERICAN WELDING MIN MINIMUM
<br /> 7, THE CONTRACTOR SHALL REVIEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE YIELD STRENGTHS UNO:
<br /> CONSTRUCTION BEGINS TO COMPARE ALL EXISTWG CONDITIONS WITH WHAT IS SHOWN ON SOCIETY MISC MISCELLANEOUS
<br /> THESE DRAWINGS. IF THERE ARE COND�TIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, W SHAPES----------------- FY=50 KSI(A992) AB ANCHOR BOLT
<br /> THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED, STEEL COVER PLATES AND MAIN SUPPORT BARS MCJ MASONRY CONTROL JOINT
<br /> 8, THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE (2�x 4"BARS SEE PLAN)(UNO) --------- FY=50 KSI(A572} L ANGLE
<br /> ARCHITECTIENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE ALL OTHER BARS,HWGE BAR&HINGE BLOCK�---- FY=36 KSI(A572) MW(XX) MASONRY WALL REINFORCING(TYPE)
<br /> CHANNELS,ANGLES&MISC,STEEL -------- FY=36 KSI(A36) APPROX APPROXIMATE
<br /> DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO � MP(XX) MASONRY PIER(TYPE)
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE, 3. ALL DETAILING,FABRICATIDN AND ERECTION SHALL CONFORM TO THE LATEST ARCH ARCHITECT;ARCHITECTURAL
<br /> EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATfONAL MC(XX) MASONRY COLUMN(TYPE)
<br /> 9. SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDITIONS.WHERE SECTIONS ARE NOTED TO BUILDING CODE. @ AT
<br /> BE TYPICAL,THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS.ANY LOCATION IN
<br /> QUESTION SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. 4. ALL WELDING ELECTRODES SHALL BE E70XX,UNO.ALL WELDING SHALL BE PERFORMED
<br /> BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1,1/D1.1M STRUCTURAL NA; N!A NOT APPLICABLE
<br /> 10, THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE MEANS,METHODS, WELDING CODE-STEEL,LATEST EDITION. BM BEAM NTS;N.T.S. NOT TO SCALE
<br /> TECHNIQUES,SEQUENCES,NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE CONTRACTOR, 5. ALL FILLET WELDS SHALL BE 3116"UNO,BUT NOT LESS THAN AISC MINIMUM, SLT BOLT
<br /> OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL T�THE WORK OF THE CONTRACTOR. NAVD NORTH AMERICAN VERTICAL DATUM 1988
<br /> THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FpR THE FAILURE OF THE CONTRAGTOR SEE CHART BELOW: B/;BOT BOTTOM �
<br /> TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH THESE DRAWINGS.
<br /> 11. THE INTENT OF SITE VISITS ARE FOR THE STRUCTURAL ENGINEER TO BECOME FAMILIAR WITH THE MINIMUM SIZE FOR FILLET WELDS
<br /> OC;O.C, ON CENTER
<br /> QUALITY OF THE CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUCTION IS MATERIAL THICKNESS OF THINNER MINIMUM SIZE OF CIP CAST-IN-PLACE
<br /> PROGEEDWG IN ACCORQANCE WITH THE CONSTRUCTION DOCUMENTS. PART JOINED(INCHES) FI�LET WELD(INCHES) OPNG OPENING
<br /> 12. ELEVATIONS: CL;C/L CENTERLINE
<br /> T01/4"INCLUSIVE 1l8" OPP OPPOSITE
<br /> FINISHED GROUND FLOOR EL=100'-0° OVER 1/4"T01l2" 3116" CLR CLEARANCE;CLEAR
<br /> 13. HATCH LID SAFETY SYSTEM: OPP HND OPPOSITE HAND
<br /> EACH ALUMINUM HATCH TO INCLUDE REQUIRED BOEING SAFETY FEATURES,INCLUDING(2)- OVER 1/2"TQ 3l4" 1/4" COL COLUMN
<br /> PNEUMATIC LIFTING ASSIST CYLINDERS AND(1)CENTER ALIGNMENT BRACKET,PER APPROVED OVER 3/4" 5/16" CONC CONCRETE
<br /> MOCK-UP STUDY. QTY QUANTITY
<br /> 6. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED CONN CONNECTION
<br /> 14. DESIGN LOADS: BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE PROJ PROJECTION
<br /> TRENCH COVERS,WALLS AND FOUNDATIONS HAVE BEEN DESIGNED FOR THE FOLLOWING LOADS: STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE CONT CONTINUOUS
<br /> A. UNIFORM LOAD; 500 PSF FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS COORD COORDINATE
<br /> B. CONCENTRATED LOAD: 14,500#WHEEL LOAD WITH 750 PSI CONTACT PRESSURE REVIEW IS COMPLETED. LB;# POUND
<br /> OR 7, CUTS,H�LES AND THEIR REWFORCEMENT(REQUIRED BY OTHER TRADES)SHALL BE CMU CONCRETE MASONRY UNIT
<br /> 30,000#WHEEL LOAD WITH 200 PSI CONTACT PRESSURE SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE PLF POUNDS PER LINEAR FOOT
<br /> SHOP. FIELD BURNING OF HOLES&CUTS W STRUCTURAL STEEL SHALL NOT BE CJ CONTROL JOINT
<br /> PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF PSF POUNDS PER SQUARE FOOT
<br /> CONCRETE. RECORD,UNLESS NOTED OTHERWISE ON THE DRAWWGS, CG(XX) CONCRETE COLUMN PSI POUNDS PER SQUARE INCH
<br /> 8. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS.
<br /> �. ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-11,ACI 315-05,AND ACI 9. AFTER ERECTION,ALL STEEL SHALL BE CLEANED OF ALL RUST,LOOSE MILL,SCALE,AND DET DETAIL
<br /> 301-10,AND THE INTERNATIONAL BUILDING CODE OTHER FOREIGN MATERIAL, SCUFFS AND ABRASIONS SHA(.L BE FIELD TOUCHED-UP. RAD RADIUS
<br /> 10. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS. DIAG DIAGONAL REF REFERENCE
<br /> 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE. 11. WELDED SHEAR STUDS SHALL BE 1l2"DIA x 6°LONG ASTM A108 HEADED STUDS. DfA DIAMETER
<br /> CONCRETE STRENGTHS(AT 28 DAYS)SHALL BE AS FOLLOWS: REINF REINFORCED;REINFORCING
<br /> F'c DWG DRAWING
<br /> REQD REQUIRED
<br /> UTILITY TRENCHES(BASE SLAB AND WALLS) -------------- 5000 PSI DF DROPPED FOOTWG
<br /> SLABS-ON-GRADE ------------------------ 5000PSI GENERAL NOTES: POST INSTALLED ANCHORS SCHED SCHEDULE
<br /> 3, CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. EA EACH
<br /> 1. POST INSTALLED ANCHORING SYSTEM SHALI.BE HILTI HIT-HY 200 ADHESIVE AS INDICATED SHT SHEET
<br /> 4, CONCRETE PROTECTION FOR REINFORCING BARS: ON DRAWWGS. EL;ELEV ELEVATION
<br /> SIM SIMILAR
<br /> STRUCTURAL ELEMENT CLEAR COVER 2. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED ABOVE MAY EQUIP;EQMT EQUIPMENT SPEC SPECIFICATION
<br /> FOOTINGS,(CAST AGAINST& BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD(EOR)FOR EW EACH WAY
<br /> PERMANENTLY EXPOSED TO EARTH)------------ 3 INCHES REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A SQ SQUARE
<br /> CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. EXIST EXISTING
<br /> FOOTINGS AND WALLS(CAST-IN-FORMS SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS DEMONSTRATING THE SF SQUARE FEET
<br /> PERMANENTLY EXPOSED TO EARTH) ------------2 INCHES SUBSTtTUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING PERFORMANCE VALUES EXP EXPANSION
<br /> SLABS(IN CONTACT WITH EARTH) --------------2 INCHES OF THE PRE-APPROVED PRODUCTS. SQ IN SQUARE INCHES
<br /> SLABS(EXPOSED TO WEATHER)--------------1 112 WCHES 3. POST INSTALLED ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S EJ; EXP JT EXPANSION JOINT SST;SS STAINLESS STEEL
<br /> 5. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPEGfFIEO IN INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR EXT EXTERIOR
<br /> SECTIONS 7.5.2.1 AND 7.5.3.3 IN ACI 315-99 PRODUCT INSTALLATION TRAfNING. STD STANDARD
<br /> 6. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60. 4. MINIMUM EMBEDMENT FOR POST INSTALLED ANCHORS SHALL BE AS FOLLOWS,UNO: STL STEEL
<br /> 1/2" DIA=4 1/2" 3/4" DIA=8" FBA FLAT BAR ANCHOR
<br /> SC(XX) STEEL COLUMN(TYPE)
<br /> 7. REWFORCING LAP SPLICE TABLE: 5/8" DIA= 5 5/8" 1"AND GREATER: SEE DRAWINGS FBC FLORIDA BUILDWG CODE SW SELF WEIGHT
<br /> TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12"OF 5. ANCHOR SIZE&SHALL BE AS SHOWN QN DRAWINGS. FT FOOT;FEET
<br /> FRESH CONCRETE IS CAST BELOW THE BAR. T&B TOP AND BOTTOM
<br /> lAP SP�ICE LENGTH(5000 PSI CONCRETE)-NORMAL WEIGHT FIN FINISH THK THICK
<br /> LEASTCONCRETE BARS�zEsc#� GENERAL NOTES: PAINT & MISC F�R; FL FLOOR; FLOORING
<br /> THRU THROUGH
<br /> COVER AT BAR 3 4 5 6 7 8 9 10 11 FLD; FD FLOOR DRAIN
<br /> 3" 13" 18" 22° 26" 38" 43° 49" 58" 72" 1. SAFETY ORANGE TO BE APPLIED TO THE FOLLOWWG AREAS: T/CONC TOP OF CONCRETE
<br /> FOB FACE OF BRICK
<br /> �„ �� ,� �� �� �� , „ a.ALL HORIZONTAL BEARING SURFACES(TOP OF ANGLES&TRANSVERSE TI FTG TOP OF FOOTING
<br /> ¢ 2 13 18" 22 26 42 54 69' 87" 107 BARS) FOF FACE OF FOOTING
<br /> a 1 1/2" 13" 18" 23" 33" 55" 72" 92" 116" 143° b.ENTIRE HANDLE T/STL TOP OF STEEL
<br /> � 314" 17" 29" 45" 65" 95" 108" 122" 137" 152° FOW FACE OF WALL
<br /> c.BOTTOM AND SIDES OF HANDLE KEEPER. T&G TONGUE AND GROOVE
<br /> FTG FOOTING TS THICKENED SLAB
<br /> d.BOTTOM OF ENTIRE COVER PLATE,
<br /> 3" 12° 14" 17° ZO" 29" 33" 38" 45" 55" FDN FOUNDATION
<br /> 2. HINGES AND FLAP PLATES SHALL BE ORIENTEQ AS INDICATED ON FRAMING PLANS. TYP TYPICAL
<br /> W 2" 12" 14" 17" 20" 32" 42" 53" 67° 83" 3. STAINLESS STEEL PIN AND ROD SHALL BE TYPE 304 CONFORMING TO ASTM A276. F(XX) SPREAD F�OTING(TYPE) TSE;TE THICKENED SLAB EDGE
<br /> = 1 1l2" 12" 14" 18" 25" 43" 56" 71° 89" 110° F.V. FIELD VERIFY
<br /> 0 4. ALL STEEL MEMBERS SHALL BE PAINTED W/(2)COATS OF PRIMER
<br /> 3/4" 13" 22" 35" 50" 73" 83" 94" 105" 117"
<br /> 8, IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES(MEETING THE REQUIREMENTS OF GA GAGE UNO;U.N.O. UNLESS NOTED OTHERWISE
<br /> SECTION 12.6 IN ACI 318-11)FOR LAP SPLICES AT NO ADDITIONAL COST. MECHANICAL GALV GALVANIZED
<br /> SPLICES SHALL DEVELOP 125%(MIN)OF THE YIELD STRENGTH OF THE REBAR IN TENSION SYM BOLS AN D LEG E N D �ERT VERTICAL
<br /> OR COMPRESSION. GALV STL GALVANIZED STEEL
<br /> 9. ALL REINFORCEMENT SHALL BE BENT COLD.REINFORCEMENT PARTIALLY EMBEDDED IN SYMBOL DESCRIPTION SYMBOL DESCRIPTION GEN GENERAL
<br /> CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVEp BY THE STRUCTURAL ENGINEER W/ WITH
<br /> OF RECORD. HOOKS SHALL BE ACI STANDARD HOOKS IN ACCORDANCE WITH ACI 318,CHAPTER 7. 100'-0" ELEVATION
<br /> SECTION LETTER T/ SLAB POINT OF HP HIGH POINT WIO WITHOUT
<br /> 10. REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTiNUOUS AT CORNERS AND
<br /> INTERSECTIONS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS. CORNER REFERENCE HORIZ HORIZONTAL WWF WELDED WIRE FABRIC
<br /> BARS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS WHERE DRAWN
<br /> WF(XX) WALL FOOTING(TYPE)
<br /> OF THE CORNER BARS.
<br /> .�. BENCHMARK/ INT WTERIOR
<br /> 11. AT THE TIME CONCRETE IS PLACED,REINFORCEMENT SHALL BE FREE FROM MUD,OIL OR WORK POINT
<br /> OTHER NONMETALLIC COATINGS THAT DECREASE BOND. INFO INFORMATION
<br /> DETAIL NUMBER
<br /> 2 K KIPS
<br /> WHERE DRAWN KSI KIPS PER SQUARE INCH
<br /> www.brph.com Copyrighto 2016
<br /> Architects, Engineers, Constructors
<br /> 19020 33rd Ave W,Suite 530 State of Washington
<br /> Lynnwood,Washington,98036 Certificate of Authorization
<br /> 425-921-3500 Architecture No.603235512
<br /> Engineering No,3137
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> MPS A. ACCEPTABILITY BEL o� 14 16 GENERAL NOTES / /
<br /> ��� oF WAsti�`FF THIS DESIGN AND/OR CHECKED
<br /> 16126 � 07 14 16
<br /> 0 ISSUE FOR CONSTRUCTION (40-030 SHIM MILLS -GLt5-16)(WBS 116126) BEL TAL 07/08/16 �`� � ti� SPECIFICATION IS APPROVED TAL 07 14 16 sHE�
<br /> BOE,�� Tho Lee hQ' �' NGINE TITLE
<br /> 1 ISSUE fOR STRUCTURAL PERMIT (40-030 SHIM MILLS -GLt5-16)(WBS 116126) BEL TAL 07/14/16 � �,� PM�;y � °Z FACTORY TRANSFORMATION - 777X WING LRIP S2d 1 ��0�
<br /> � APPROVED BY DEPT. DATE TAL 07 14 16 _
<br /> CHECKED
<br /> o� �FG25411 �o �� APPROVED B U I L D I N G 40�0�0 �oB "o. WO 15/2899-206 COMP N0.
<br /> Fs ISTE� ��
<br /> s,oNA` E� APPRovEo STRUCTURAL MASTER EVEREI-f, Wq °wc rvo. 40-030-s2d-1 -206
<br />
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