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GENERAL NOTES: CONCRETE CONT'D: F�UNDATlONS: �
<br /> 1. DESIGN (S BASEQ ON THE INTERNATIONAL BUILDING CODE, IBC 2012 AND THE 1. FOUNDATION DESIGN IS BASED ON 1NFORMATION AND RECOMMENDATIONS
<br /> 7. REINFORCING LAP SPLICE TA,BLE; PROVIDED IN THE GEOTECHNICAL REPORT PREPARED BY GEO ENGINEERS,
<br /> STATE OF WASMINGTON AMENDMENTS. TOP BARS ARE H4RIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12"OF DATED FEB. 26, 2016. SHALLOW FOUNDATIONS ARE DESIGNEQ FOR A MAXIMUM
<br /> 2. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT DRAWINGS AND FRESH CONCRETE IS CAST BELOW THE BAR. ALLOWABLE SOIL BEARING CAPACITY OF 4000 PSF.
<br /> SPECIFICATIONS.
<br /> 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTiONS, EMBED PLATE 2. SUB-GRADE FOR ALL FOUNDATIONS SHALL BE PREPARED AND
<br /> AND ANCHOR BOLT LOCATIONS FROM EQUIPMENT MANUFACTURER'S APPROVED LAP SPLICE LENGTH (4000 PSf CONCRETE) - NORMAL WEIGHT COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS STATED IN THE
<br /> DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBEQ PLATE SETTING LEAST CONCRETE BAR SIZES (#) GEOTECHNICAL REPORT REFERENCED ABOVE.
<br /> PLANS, WHlCH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER. COVER AT BAR 3 4 5 6 7 8 9 10 11
<br /> 4, THE CONTRACTOR SHALL WORK STRUCTURAL DRAWINGS TOGETHER WITH 3. EXCAVATION FOR FOUNDATIONS SHOWN ON DRAWINGS SHALL NOT BE LARGER
<br /> ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL AND CIVIL DRAWINGS TO 3" 15" 20" 24" 29" 42° 48" 55° 65" 80" THAN THE INDICATED FOUNDATION SIZE BY MORE THAN 3° EACH DIRECTION
<br /> LOCATE RECESSED SLABS, SLOPES, DRAINS, EAGLES, BOLT SETTINGS, GRADES, ETC. ¢ 2" 15" 20" 24" 29° 46" 61" 77" 97" 120°
<br /> ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE �� � � � � � �� �
<br /> ARCHITECT/ENGINEER BEFORE PROCEEDING WlTH THE WORK. 0 1 1/2 15' 2Q' 25„ 36' 62 81 ' 102 130 160 ADH ESlVE ANCHORS.
<br /> 5. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUC7URE DEPENDS UPON THE 3/4 18 32 50 73 106 121 136" 153" 170"
<br /> INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, 1. FOR POST-INSTALLED ADHESIVE ANCHORS INTO CONCRETE, PRODUCTS SHALL HAVE
<br /> SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACi355.4 AND ICGES
<br /> WORK. 3" 12" 15° 19" 23" 33" 37" 42" 50° 62" AC308. PRE-APPROVED ADHESIVES INCLUDE:
<br /> 6. THE CONTRACTOR SHALL VERIFY ALL EXISTWG DIMENSIONS AND CONDITIONS PRIOR TO �
<br /> 2" 12" 15" 19" 23" 36° 47° 59" 75° 92" A. SIMPSON STRONG-TIE "5ET XP" (ICGES ESR-2508)
<br /> ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECT/ENGINEER IF DIFFERENT `L B. HIT-HY200 ADHESIVE ANCHORING SYSTEM (ICC-ERS-3187)
<br /> = 1 1/2" 12" 15" 20" 28" 48" 62" 79" 100° 123"
<br /> �ROM WHAT IS SHOWN ON THE DRAWINGS. 0 2, FOR POST-INSTALLED ADHESIVE ANCHORS INTO MASONRY PRODUCTS SHALL �
<br /> 3/4" 14° 25" 39" 56" 81" 93" 105" 118" 131" '
<br /> HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH !CC-ES AC58.
<br /> 7. THE CONTRACTOR SNALL REVlEW THESE DRAWINGS AND VISIT THE PROJECT SITE BEFORE PRE-APPROVED ADHESIVES INCLUDE: (ALL MASONRY CELLS TO RECEIVE
<br /> CONSTRUCTION BEGINS TO COMPARE ALL EXISTING CONDITIONS WITH WHAT IS SHOWN ON LAP SPLICE LENGTH (5000&6000 PSI CONCRETE) -NORMAL WEIGMT ANCHORS SHALL BE GROUTED SOLID)
<br /> THESE DRAWINGS. IF THERE ARE CONDITIONS WHICH ARE DIFFERENT FROM WHAT IS SHOWN, A. SIMPSON STRONG-TIE "SET" (ICC-ES ESR-1772
<br /> THE STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. LEAST CONCRETE BAR SIZES (#) �
<br /> B. HILTI HIT-HY 15Q MAX(ICGES ESR-1917�
<br /> 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETWG WITH THE COVER AT BAR 3 4 5 6 7 8 9 10 11 C. HILTI HIT-RE 500SD
<br /> ARCHITECT/ENGINEER TO ENSURE THAT THE CONTRACTOR'S UNDERSTANDING OF THESE 3° 13° 18" 22" 26° 38° 43" 49" 58" 72" 3� SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE USTED ABOVE
<br /> DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO cr, MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR)
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. � 2" 13" 18° 22" 26" 42" 54" 69" 87" 107"
<br /> <t FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS
<br /> m � ��2" 13" 18" 23" 33" 55" 72" 92" 116° 143" HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE
<br /> 9. SECTIONS AND DETAILS ARE SHOWN TO INDICATE SPECIFIC CONDITIONS, WHERE SECTIONS ARE NOTED o APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS .
<br /> TO BE TYPICAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTNER SIMILAR LOCATIONS.ANY ~ 3/4° 17" 29" 45" 65" 95" 108" 122" 137" 152" DEMONSTRATING THE SUBSTITUTION IS THE EQUIVALENT CAPABLE OF ACHIEVING
<br /> LOCATION IN QUESTION SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER. PERFORMANCE VALUES OF THE PRE-APPROVED PRODUCTS.
<br /> 10. THE STRUCTURAL ENGINEER OF RECORD SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, 3° 12" 14" 17° 20" 29" 33" 38" 45" 55° 4• ADNESNE ANCHORS SHALL BE 1NSTALLED PER THE MANUFACTURER'S
<br /> TECHNIQUES, SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE „ „ „ „ „ „ „ „ �� � INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR
<br /> CONTRACTOR, OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE W 2 12 14 17 20 32 42 53 67 83 PRODUCT INSTALLATION TRAINING.
<br /> CONTRACTOR.THE STRUCTURAL ENGINEER SHALL NOT BE RESFONSIBLE FOR THE FAILURE OF THE � 1 1/2" 12" 14" 18" 25" 43" 56" 71° 89" 110" 5. MINIMUM EMBEDMENT FOR ADHESNE ANCHORS SHALL BE AS FOLLQWS, UNO:
<br /> CONTRACTOR TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH THESE DRAWlNGS. � 1/2"DIA=4112" 3/4" DIA=6 3/4"
<br /> 3/4° 13" 22° 35" 50" 73" 83" 94° 105" 117°
<br /> 11. THE INTENT OF SITE VISITS ARE FOR THE STRUCTURAL ENGINEER TO BECOME fAMILIAR WITH THE 5/8°b1A=5 5/8" 1" DIA=9°
<br /> QUALITY OF THE CONSTRUCTION AND TO DETERMINE IN GENERAL IF THE CONSTRUCTION IS g, IT IS PERMITTED TO SUBSTITUTE MECHANICAL SPLICES(MEETIN THE REQUIREMENTS OF
<br /> PROCEEDING IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS. SECTION 12.6 IN ACI 318-11) FOR LAP SPLICES AT NO ADDITIONAL COST. MECHANICAL
<br /> 12. ELEVATIONS: , R COMPR SSIONVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE REBAR IN TENSION D E BRI S M ITI�ATI ON.
<br /> FINISHED GROUND FLOOR EL= 100-0
<br /> FINISNED GROUND FLOOR REF EL=548'-0" N.G.V.D. (SEE CfVIL DWGS) 9. ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN �• CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND
<br /> CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER CLEAN-UP REQUIREMENTS FOR ALL CONSTRUCTION ACTIVITIES AFFECTING AREAS
<br /> 13. HATCH LID SAFETY SYSTEM: EACN ALUMINUM HATCM TO INCLUDE REQUIRED BOEING SAFETY OF RECORD. HOOKS SHALL BE ACI STANQARD HOOKS (N ACCORDANCE WITH ACI 318, CHAPTER 7. W�THIN THE EXISTING OPERATIONAL BUILDING. �
<br /> FEATURES, INCLUDING {2) PNEUMATIC LIFTING ASSIST CYLINDERS AND (1) CENTER ALIGNMENT
<br /> BRACKET, PER APPR�VED MOCK-UP STUDY. 10. REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND
<br /> 1NTERSECTiONS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS. CORNER
<br /> CONCRETE. BARS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS
<br /> OF THE CORNER BARS.
<br /> �• ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-11,ACI 315-05,AND ACI 11. AT THE TIME CONCRETE IS PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OIL OR
<br /> 301-10, AND THE INTERNATIONAL BUILDING CODE OTHER NONMETALLIC COATINGS THAT QECREASE BOND.
<br /> 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE. STRUCTURAL STEEL;
<br /> CONCRETE STRENGTHS (AT 28 DAYS) SHALL BE AS FOLLOWS: 1. DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE �
<br /> PEDESTRIAN AND UTILITY TUNNELS F�� WlTH THE AISC STEEL CONSTRUCTION MANUAL, LRFD; 14TH EDITION. THE STRUCTURAL FRAME
<br /> (BASE SLAB, WALLS, AND ROOF) ------------------------- 5000 PSI FABRICATOR SNALL BE A�SC CERTIF(ED FOR STEEL BUILDING STRUCTURES (STD) OR INCLUDE,
<br /> SLABS-ON-GRADE ---------- --------- 5000 PSI AT THE FABRICATORS EXPENSE, INSPECTION SERVICES NECESSARYTO INSURE THAT THE
<br /> a � � SHOP PROCEDURES AND FABRICATION COMPLIES WITH DRAWINGS AND SPECIFICATIONS.
<br /> SLABS-ON-GRADE MODULUS OF RUPTURE AT 28 DAYS=625 PSI SPECIFICALLY,ALL WELDED CONNECTIONS SHALL BE INSPECTED AND TESTED BY A CERTIFIED •
<br /> WHEN TESTED IN ACCORDANCE WITH ASTM C78 TESTING AGENCY.
<br /> FOUNDATIONS LOWER MATT NOT EXPOSED 2, ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND
<br /> � ) ------------------ 6000 PSI YIELD STRENGTHS UNO:
<br /> FOUNDATIONS (TOPPING MATT NOT EXPOSED} ----------------- �000 PSI ANGLES& MISC. STEEL FY= 36 KSI (A36)
<br /> WALLS, FOUNDATIONS (EXTERIOR EXPOSUREr----------------- 5000 PSI PLATES&TRANSV. BARS FY= 50 KSI (A572)
<br /> ALL OTHER CONCRETE (EXTERIOR EXPOSURE�----------------- 5000 PSI 3. ALL DETAILING, FABRICATION AND ERECTION SHALE.CONFORM TO THE LATEST
<br /> ALL OTHER CONCRETE(NOT EXPOSED}---------------------- 4000 PSI EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATIONAL
<br /> BUILDING CODE.
<br /> 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. 4, ALL WELDING ELECTRODES SHALL BE E70XX, UNO.ALL WELDING SHALL BE PERFORMED
<br /> 4. CONCRETE PROTECTION FOR REINFORCING BARS: BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.1 M STRUCTURAL
<br /> STRUCTURAL ELEMENT WELDING CODE-STEEL, LATEST EDITION. �
<br /> CLEAR COVER 5, ALL FILLET WELDS SHALL BE 3/16" UNO, BUT NOT LESS THAN AiSC MINIMUM,
<br /> FOOTINGS, (CAST AGAINST&
<br /> SEE CHART BELOW:
<br /> PERMANENTLY EXPOSED TO EARTH)---------------- 3 INCHES MINIMUM SIZE FOR FILLET WELDS
<br /> FOOTINGS AND WALLS (CAST-IN-FORMS °
<br /> MATERIAL THICKNESS OF THINNER MINIMUM SlZE OF
<br /> PERMANENTLY EXPOSED TO EARTH)----------------2 INCHES PART JOINED (INCHES) FILLET WELD (INCHES)
<br /> SLABS (IN CONTACT WITH EARTH)------------------2 INCHES T01/4" INCLUSIVE 1l8"
<br /> SLABS (EXPOSED TO WEATHER)------------------- 1 1/2 INCHES OVER 1/4"T01/2° 3/16°
<br /> SLABS ABOVE GRADE ----------------------- 3/4 INCHES OVER 1/2"TO 3/4" 1/4°
<br /> PEDES7ALS (TO TIES) ----------------------_2 �NCHES OVER 3/4" 5l16"
<br /> BEAMS (TO STIRRUPS) -----------------------1 1/2 INCHES 6. THE FABRICATOR SHALL FURNISH ASTRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED `
<br /> BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO tHE .
<br /> COLUMNS ABOVE GRADE (TO TIES)-----------------1 1/2 INCHES STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE N EW S N E T AD
<br /> 5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED ONE FULL MESH FABRICATION AND ERECTION DRAWINGS. FASRlCATION SHALL NOT COMMENCE UNTIL THIS
<br /> E DED
<br /> PANEL PLUS 2 INCHES AT SIDES AND ENDS AND WIRED TOGETHER. REVIEW IS COMPLETED.
<br /> 7, CUTS, HOLES AND THEIR REINFORCEMENT(REQUIRED BY OTHER TRADES) SHALL BE O
<br /> 6, ALL REINFORCING STEEL SHALL BE PLACED WITHW TOLERANCES SPECIFIED (N SHOWN ON THE STRUCTURAL STEEL SHOP DRAWiNGS AND SHALL BE MADE IN THE �
<br /> SECTIONS 7.5.2.1 AND 7.5.3.3 IN ACI 3�5-99 SHOP. FIELD BURNING OF HOLES &CUTS IN STRUCTURAL STEEL SHALL NOT BE
<br /> PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF
<br /> 7, ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60. RECORD, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br /> 8. SIZE AND SHAPE OF STRUCTURAL STEEL SHALL BE AS SHOWN ON DRAWINGS.
<br /> 9. AFTER ERECTION,ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL, SCALE,AND �
<br /> OTHER FOREIGN MATERIAL. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP.
<br /> 10. ALL FIELD CONNECTIONS ARE TO BE PAINTED TO MATCH ATTACHED COMPONENTS.
<br /> 11. WELDED SHEAR STUDS SHALL BE 1/2° DIA x 6" LONG ASTM A108 HEADED STUDS. www.brph.com Copyrighta 2016
<br /> This item has been efectronically signed and sealed by Thomas Lee, PE using a digital
<br /> signature and dafe. AI"Ch1tCCtS, Engineers, Constructors
<br /> 19020 33rd Ave W,Suife 530 State of Washington
<br /> Printed copies of this dacument are not considered signed and sealed and the signature must �y��wo�a,Washington,98036 Certificate of Authorization ,
<br /> 425-921-3500 Architecture No.603235512
<br /> be verified on any electronic copies Engineering No.3137
<br /> SYM REVISION 8Y APPROVED DATE SYM REVISION BY APPROVED DATE OM(�S A, ACCEPTABILITY BEL N 07 27 �6 SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> 0 RELEASE 8 - (IFC WWG BODY JOIN - WBS16321)(25-35) BEL TAL 07/27/16 ,�1` oF wAsy,�F� THIS DESIGN AND/OR AHM ° 07 27 16 GENERAL NOTES 16321 O 07/27/16
<br /> ma � �G'�,� SPECIFICATION IS APPROVED SHEEf
<br /> BOE��,�� 19� f 07' � T� APPROVED BY DEPT. DATE TAL o� 2� �s �T� FACTORY TRANSFORMATION 777X WING BODY JOIN (� �
<br /> g_ ,y CHECKED ��� JS O O
<br /> , 4 �
<br /> �, o �Fc 2 5 4 1 1��0 ��� APPR VED B U I L D I N G 4 0�V�� J08 N0. COMP NO.v
<br /> FS �s�E G� WO 15/2899-80Q
<br /> s�o"A` Ee APPRovE� STRUCTURAL MASTER EVEREIT, Wq °wc No. 40-035-S2n-800
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