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GENERAL NOTES: CONCRETE C4NT'D: FOUNDATIONS:
<br /> 1. FOUNDATION DESIGN IS BASED ON INFORMATION AND RECOMMENDATIONS
<br /> 1. DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE IBC 2015 AND THE 7. REINFORCING LAP SPLICE TABLE: PROVIDED IN THE GEOTECHNICAL REPORT PREPARED BY GEO ENGINEERS,
<br /> STATE OF WASHINGTON AMENDMENTS. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12" OF DATED FEB. 26, 2016. SHALLOW FOUNDATIONS ARE DESIGNED 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 400Q 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 PSI CONCRETE) - NORMAL WEIGHT COMPACTED IN ACCORDANCE WITH RECOMMENDATIONS STATED IN THE
<br /> DRAWINGS AND STEEL FABRICATOR'S ANCHOR BOLT AND EMBED PLATE SETTING LEAST CONCRETE BAR SIZES (#) GEOTECHNICAL REPORT REFERENCED ABOVE,
<br /> PLANS, WHICH 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 SETTWGS, GRADES, ETC. Q 2" 15" 20° 24" 29" 46" 61" 77" 97" 120°
<br /> ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE m
<br /> ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. 0 1 1/2" 15" 20° 25" 36" 62" 81" 102" 130" 160�� AD H ES IVE AN C H O RS.
<br /> 5, THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE ~ 3/4° 18° 32° 50" 73" 106" 121° 136° 153" 170"
<br /> INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, �. 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 AC1355.4 AND ICGES
<br /> WORK. 3" 12" 15" 19" 23° 33° 37" 42" 50" 62" AC308. PRE-APPROVED ADHESIVES INCLUDE:
<br /> 2" 12" 15" 19° 23" 36" 47° 59° 75° 92" A. SIMPSON STRONG-TIE "SET XP" (ICC-ES ESR-2508)
<br /> 6. THE CONTRACTOR SHALL VERf FY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO � B. HIT-HY200 ADHESIVE ANCHORING SYSTEM (ICC-ERS-3187)
<br /> ORDERING ANY MATERIALS AND SHALL NOTIFY THE ARCHITECTiENGINEER IF DIFFERENT � 1 1/2" 12° 15" 20" 28" 48" 62" 79" 100° 123"
<br /> FROM 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 ICG-ES AC58.
<br /> 7, THE CONTRACTOR SHALL REVIEW 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 WEIGHT ANCHORS SHALL BE GROUTED SOL.ID)
<br /> THESE DRAWWGS. 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 (#) B. HILTI HIT-HY 150 MAX(ICC-ES ESR-1917)
<br /> 8. THE CONTRACTOR SHALL ARRANGE A PRE-CONSTRUCTION MEETING WITH THE COVER AT BAR 3 4 5 6 7 8 9 10 11 C. HILTI HIT-RE 5005D
<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 LISTED ABOVE
<br /> DRAWINGS AND PLAN FOR THE WORK IS IN ACCORDANCE WITH THE DESIGN INTENT AND TO � MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR)
<br /> CLARIFY ANY QUESTIONS THAT THE CONTRACTOR MAY HAVE. Q 2" 13" 18" 22" 26" 42" 54" 69" 87" 107" FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS
<br /> � � ��2" 13" 18° 23° 33" 55° 72° 92" 116" 143" HAVING A CODE REPORT RECOGNIZING THE PRODUC7 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 TYPfCAL, THESE SECTIONS OR DETAILS SHALL APPLY TO OTHER SIMILAR LOCATIONS. ANY ~ 3/4" 17" 29" 45" 65" 95" 908" 122" 137" 152" DEMONSTRATING THE SUBST�TUTION 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, METNODS, 3° 12° 14" 17° 20" 29" 33° 38° 45° 55" 4� ADHESIVE ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
<br /> TECHNIQUES, SEQUENCES, NOR PROCEDURES OF CONSTRUCTION SELECTED BY THE 2° 12" 14" 17" 20" 32° 42° 53" 67" 83° INSTRUCTIONS. THE CONTRACTOR SHALL CONTACT THE MANUFACTURER FOR
<br /> CONTRACTOR, OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE „� PRODUCT INSTALLATION TRAINING.
<br /> _ �� �� �� �� �� �� �� �� �� ��
<br /> CONTRACTOR. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE � 1 1/2 12 14 18 25 43 56 71 89 110 5. MINIMUM EMBEDMENT FOR ADHESIVE ANCHORS SHALL BE AS FOLLOWS, UNO:
<br /> CONTRACTOR TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH THESE DRAWINGS. � �� �� �� �� ,� �� �� �� �� „ 1/2" DIA=41/2" 3/4" DtA= 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" DIA= 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 (MEETING THE REQUIREMENTS OF
<br /> PROCEEDING IN ACCORDANCE WITH THE CONSTRUCTION DQCUMENTS. SECTION 25.4 IN ACI 318-14) FOR LAP SPUCES AT NO ADDITIONAL COST. MECHANICAL
<br /> 12. ELEVATIONS; SPLICES SHALL DEVELOP 125% (MIN) OF THE YIELD STRENGTH OF THE REBAR IN TENSION DEBRIS MITIGATION.
<br /> FINISHED GROUND FLOOR EL = 100'-0" OR COMPRESSION.
<br /> FINISHED GROUND FLOOR REF EL = 548'-0" N.G.V.D. (SEE CIVIL DWGS) 9. ALL REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY EMBEDDED IN �• CONTRACTOR SHALL COORDINATE WITH OWNER FOR DEBRIS MITIGATION AND
<br /> CLEAN-UP REQUIREMENTS FOR ALL CONSTRUCTION ACTIVITIES AFFECTING AREAS
<br /> 13. HATCH LID SAFETY SYSTEM: EACH ALUMINUM HATCH TO INCLUDE REQUIRED BOEING SAFETY CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE STRUCTURAL ENGINEER WITHIN THE EXISTING OPERATIONAL BUILDING.
<br /> FEATURES, INCLUDING (2) PNEUMATIC LIFTING ASSIST CYLINDERS PER APPROVED MOCK-UP STUDY.
<br /> OF RECORD. HOOKS SHALL BE ACI STANDARD HOOKS IN ACCORDANCE WITH ACI 318, CHAPTER 25.
<br /> REFER T� SPEC SECTION 05 5000-2.16 FOR LIFT ASSIST INFORMATION. 10. REINFORCING FOR CONTINUOUS FOUNDATIONS SHALL BE CONTINUOUS AT CORNERS AND
<br /> INTERSECTIONS. PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS. CORNER
<br /> BARS SHALL HAVE LAP LENGTHS EQUAL TO THE STRAIGHT BAR LAP LENGTHS ON BOTH ENDS AL U M I N U M.
<br /> CON C R E T E. OF THE CORNER BARS. �
<br /> 1. 1 4"ALUMINUM PL SHOWN SHALL BE 70-75-T651 WITH ULTIMATE STRENGTH =
<br /> 11. AT THE TIME CONCRETE IS PLACED, REINFORCEMENT SHALL BE FREE FROM MUD, OIL OR 76KS1 AND YIELD STRENGTH - 67KSL
<br /> �• ALL CONCRETE WORK SHALL COMPLY WITH PROVISIONS OF ACI 318-14, ACI 315-99, AND ACI OTHER NONMETALLIC COATINGS THAT DECREASE BOND. -
<br /> 301-10, AND THE INTERNATIONAL BUILDING CODE
<br /> 2. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE. STRUCTURAL STEEL. � '
<br /> FLOOR FLATNESS REQUIREMENTS.
<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� WITH THE AlSC STEEL CONSTRUCTION MANUAL; 14TH EDITION. THE STRUCTURAL FRAME 1. NO STEPS SHALL BE LARGER THAN 0.125°
<br /> (BASE SLAB, WALLS, AND ROOF) ------------------------ 5000 PSI FABRICAT�R SHALL BE A(SC CERTIFIED FOR STEEL BUILDING STRUCTURES (STD) OR INCLUDE, 2. SEE DETAIL BELOW FOR FINISHED SURFACE FLATNESS
<br /> ----------- 5000 PSI AT THE FABRICATORS EXPENSE, INSPECTION SERViCES NECESSARY TO INSURE THAT THE
<br /> SLABS-ON-GRADE --------------------- SHOP PROCEDURES AND FABRICATIQN COMPLIES WITH DRAWINGS AND SPECIFICATIONS. �
<br /> SLABS-ON-GRADE MODULUS OF RUPTURE AT 28 DAYS = 625 PSI SPECIFICALLY, ALL WELDED CONNECTI�NS SHALL BE INSPECTED AND TESTED BY A CERTIFIED +/- .5 INCH
<br /> WHEN TESTED IN ACCORDANCE WITH ASTM C78 TESTING AGENCY. �.�-- -- �
<br /> 10'x 10'SQUARE
<br /> FOUNDATIONS (LOWER MATT NOT EXPOSED) ------------------ 6000 PSI 2• ALL STRUCTURAL STEEL SHALL HAVE THE FOLLOWING ASTM SPECIFICATION AND
<br /> YIELD STRENGTHS UNO: +/- .5 INCH
<br /> FOUNDATIONS (TOPPING MATT NOT EXPOSED) ----------------- 5000 PSI
<br /> ANGLES & MISC. STEEL --------- FY = 36 KSI (A36j
<br /> WALLS, FOUNDATIONS (EXTERIOR EXPOSURE)------------------ 5000 PSI PLATES &TRANSV. BARS -------- FY= 50 KSI (A572)
<br /> ALL OTHER CONCRETE (EXTERIOR EXPOSURE)------------------ 5000 PSI W SHAPES --------------- FY = 50 KSf (A992) ��oBA�
<br /> IN CRITICAL AREAS(A) FF50 IN
<br /> ALL OTHER CONCRETE (NOT EXPOSED}---------------------- 4000 PSI CHANNELS, ANGLES & MISC. STEEL --- FY = 36 KSI (A36) NON CRITICAL AREAS(B)FF35
<br /> HSS TUBE STEEL (RECTANGULAR) ---- FY=46 KSI (A500 GR. B) FINISHED SURFACE FLATNESS
<br /> 3. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. 3. ALL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST AND LEVEL REQUIREMENTS
<br /> 4. CONCRETE PROTECTION FOR REINFORCING BARS: EDITION OF THE AISC STEEL CONSTRUCTION MANUAL AND THE INTERNATIONAL 3. FLOOR FLATNESS REQUIREMENTS:
<br /> BUILDING CODE.
<br /> STRUCTURAL ELEMENT CLEAR COVER FF OVERALL = 50
<br /> FOOTINGS, SLABS, AND WALLS (CAST AGAINST& 4. ALL WELDING ELECTRODES SHALL BE E70XX, UNO. ALL WELDING SHALL BE PERFORMED FF MINIMUM LOCAL VALUE - 30
<br /> PERMANENTLY EXPOSED TO EARTH)-------- 3 INCHES BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO AWS D1.1/D1.1M STRUCTURAL '
<br /> -------- W�LDING CODE - STEEL, LATEST EDITION. GENERAL CONFORMITY TO DESIGN GRADE:
<br /> FOOTINGS, SLABS, AND WALLS (CAST-IN-FORMS 5. ALL FILLET WELDS SHALL BE 3/16" UNO, BUT NOT LESS THAN AI5C MINIMUM, FINISHED FLOOR ELEVATION OF EACH CELL SHALL FALL �
<br /> & PERMANENTLY EXPOSED TO EARTH) --------------- 2 INCHES SEE CHART BELOW: WITHIN +/- ,5 INCH OF DESIGN ELEVATION
<br /> SLABS (#6 AND LARGER, EXPOSED TO WEATHER) ---------- 2 INCHES MINIMUM SIZE FOR FILLET WELDS �
<br /> SLABS (#5 AND SMALLER, EXPOSED TO WEATHER)---------- 1 1/2 INCHES MATERIAL THICKNESS OF THINNER MIN�MUM s�zE oF
<br /> SLABSABOVEGRADE ----------------------- 3141NCHES PART�owEa(�NCHEs) FILLETWELD(INCHES) LOADING CRITERIA.
<br /> PEDESTALS (TOTIES) -----------------------21NCHES T0114"INCLUSIVE vs°
<br /> BEAMS (TO STIRRUPS) -----------------------1 1/2 INCHES OVER 1/4°To�/2° 3116° 1. TRENCH COVERS, WALLS, AND FOUNDATIONS WORST CASE OF THE FOLLOWING:
<br /> OVER 112"TO 3/4" 1/4" A. 500 PSF APPLIED UNIFORMLY
<br /> COLUMNS ABOVE GRADE (TO TIES)-----------------1 1l2 INCHES OVER 314�� 5r���� B. HS-20 TRUCK LOADING (AASHTO)
<br /> C. 30,OOOPSF APPLIED T012"x12"AREA N EW S H E ET AD D E D
<br /> 5. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED QNE FULL MESH 6. THE FABRICATOR SHALL FURNISH A STRUCTURAL SUBMITTAL WHICH SHALL BE CHECKED
<br /> PANEL PLUS 2 INCHES AT SIDES AND ENDS AND WIRED TOGETHER. BY THE CONTRACTOR FOR COMPLETENESS AND CONTENT PRIOR TO SUBMITTAL TO THE `
<br /> STRUCTURAL ENGINEER OF RECORD FOR REVIEW. THE SUBMITTAL SHOULD INCLUDE
<br /> 6. ALL REINFORCING STEEL SHALL BE PLACED WITHIN TOLERANCES SPECIFIED IN FABRICATION AND ERECTION DRAWINGS. FABRICATION SHALL NOT COMMENCE UNTIL THIS
<br /> SECTIONS 7.5.2.1 AND 7.5.3.3 IN ACl 315-99 REVIEW IS COMPLETED. �
<br /> 7. ALL REINFORCING STEEL REBAR SHALL CONFORM TO ASTM A615 GRADE 60. 7. CUTS, HOLES AND THEIR REINFORCEMENT(REQUIRED BY OTHER TRADES) SHALL BE
<br /> �
<br /> SHOWN ON THE STRUCTURAL STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE
<br /> SHOP. FIELD BURNING OF HOLES & CUTS IN STRUCTURAL STEEL SHALL NOT BE �
<br /> PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER OF
<br /> 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 www.brPn.com Copyrighto 2017
<br /> OTHER FOREIGN MATERIAL. SCUFFS AND ABRASIONS SHALL BE FIELD TOUCHED-UP. Architects, En ineers, Constructors
<br /> 10.
<br /> ALL FIELD CONNECTIONS ARE TOBE PAINTED TO MATCH ATTACHED COMPONENTS. Thisitemhasbeenelectronicaltysignedandsealed g stateofWashington
<br /> � by(Emest Maiteri,PE)using a digital signatu2 and 19020 33rd Ave W,Suite 530 Certificate of Authorization
<br /> � . . date.PKnted cop(es o(thls document are not Lynnwood,Washington,98036 Architecture No.603235512
<br /> 11. WELDED SHEAR STUDS SHALL BE 1/2" pIA x 6°10NG ASTM A108 HEADED STUDS. `°°5`de,eds;e°e°a"dsea'eda"d`hes`e"a'°'emus' 425-921-3500 Engineering No.3137
<br /> be vedfied on any electronic copies,
<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE �S7 MA /�. ACCEPTABILITY BEL N 03E08 17 SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> 0 ISSUE FOR CONSTRUCTION (SRW - 40-035/ 40-024) (WBS16321) BEL EM 03/08/17 �, o y,
<br /> Q�� F wAs �'9, THIS DESIGN AND/OR �HE�KEo-� GENERAL NOTES 16321 03/08/17
<br /> '� � ��, SPECIFICATtON IS APPROVED AHM 03 08 17 sHEET
<br /> BOE,�� N �N FACTORY TRANSFORMATION 777X SERVICE READY WING
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<br /> � .51: $�, 0 (-�8��'GM APPROVED BY DEPT. DATE �M 03 08 17 TITLE
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<br /> o ' 52147 � APPROVED B U I L V I N G �O�O�V JOB N0. COMP N0.
<br /> F �F�/ST ER�� �� WO 15/2899-801
<br /> ss�o N A� �N� APPROVED STRUCTURAL MASTER EVERETT, Wq °wc Na 40-035-S2n-801 l
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