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�Es�cN cR�TER�A MAXIMUM WHEEL LOADS coNCR�rE coNCR�rE (caNT) *
<br /> LIVE LOAD CRI-�ERIA
<br /> - 1 . ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF 12. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR -
<br /> CONTROL ROOM MODUTAR ROOF LIVE LOAD = 20 PSF 777 - EACH LANDING GEAR IS RESTRICTED TO THE THE BUILDING CODE AND ACI SPECIFICATIONS. REINFORCEMENT PLACED IN PRECAST CONCRETE (MANUFACTURED
<br /> CONTROL ROOM PLATFORM LIVE LOAD = 50 PSF B AREA BETWEEN GRID LINE 3 & 13. UNDER PLANT CONTROL CONDITIONS):
<br /> CO RO R I - 1 P 2. CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE PROJECT
<br /> SPECIFICATIONS IN ADDITION TO THE REQUIREMENTS IN THESE A. CONCRETE EXPOSED TO EARTH OR WEATHER:
<br /> 180K DRAWINGS. WHERE THE SPECIFICATIONS APPEAR TO CONFLICT WITH THE WALL PANELS: p
<br /> SUPERIMPOSED ROOF DEAD LOAD - 10 PSF D 84�-4�� REQUIREMENTS IN THESE DRAWINGS THE CONTRACTOR SHALL OBTAIN
<br /> SUPE IMPOSED CONTROL ROOM D AD OAD = 30 PSF u � CLARIFICATION FROM THE ARCHITECT STRUCTURAL ENGINEER BEFORE #14 AND �18 BARS 1 1/2" �
<br /> i � #11 BAR AN D SMALLER 3/4" �='�`�,
<br /> SNOW DESIGN CRITERIA _ �-� _ �-� �+� PROCEEDING WITH WORK.
<br /> OTHER MEMBERS:
<br /> DESIGN SNOW LOAD = 25 PSF 36K - �-� �-� � � 3. CONCRETE SHALL CONFORM TO THE STRENGTH, WATER-CEMENT RATIO, #14 AND #18 BARS 2"
<br /> oO EXPOSURE CLASS, MAXIMUM UNIT WEIGHT AND CEMENT TYPE SPECIFIED �6 THROUGH #11 BARS 1 1/2"
<br /> WIND DESIGN CRITERIA � � � IN THE TABLE BELOW. CONCRETE STRENGTHS SHALL BE VERIFIED #5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/4"
<br /> 3-SECOND GUST WIND SPEED, V = 110 MPH � _ � _ _ _ BY 28-DAY CYLINDER TESTS.
<br /> EXPOSURE FACTOR = C _�_ � �gpK B. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br /> OCCUPANCY CATEGORY = II ► ELEMENT f'c MAX W/C EXPOSURE MAX UNIT CEMENT SLABS, WALLS, JOISTS: ,.
<br /> IMPORTANCE FACTOR I = 1 .00 PSI SS WEIGHT TYPE #14 AND �18 BARS 1 1/4"
<br /> INTERNAL PRESSURE COEFFICIENT GCpi = 0.55 I � - --E �- -C - _ 11 BARS AND SMALLER 3 4"
<br /> „ ,� # � �
<br /> - - - - _ � FOOTINGS 4,500 0.45 F2 145 I OR II BEAMS, COLUMNS: '�
<br /> GCpi (HYDRAULIC ROOM) = Q.18 B �-� - -{�}- -�+�- OFFICE SLABS 3,000 0.50* - 145 I OR II PRIMARY REINFORCEMENT Db BUT NOT LESS THAN 3/4"
<br /> 57" 57" ON GRADE AND NEED NOT EXCEED 1 1/2"
<br /> SEISMIC DESIGN CRITERIA MECH CURBS 4,50 0.45 F2 145 I OR II '
<br /> SEISMIC USE GROUP II AND PA G L 4 00 0.45 F1 5 OR II TIES, STIRRUPS, SPIRALS 3/8"
<br /> ,
<br /> SITE CLASS C P�N SLAB ON METAL DECK 4,500 0.45 - 145 I OR II 13. THE FOLLOWING MINIMUM C�NCRETE COVER SHALL BE PROVIDED FOR
<br /> IMPORTANCE FACTOR I = 1 ,QQ REINFORCEMENT PLACED IN PRESTRESSED CONCRETE (PRESTRESSED
<br /> SS = 1 .443g EXPOSURE CLASSES ARE F0, S0, P0, CO UNLESS NOTED OT ER E AND NON-PRESTRESSED REINFORCEMENT): �
<br /> S1 = 0.562g FLOOR AND SLAB ON GRADE - 500 PSF IN THE TABLE ABOVE.
<br /> SDS = 0•9629 HS 20 - STANDARD HIGHWAY LOADING.
<br /> SD1 = 0.562g 10" TYP * TOTAL WATER IN CONCRETE F�R SLABS ON GRADE SHALL NOT EXCEEQ A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
<br /> SEISMIC DESIGN CATEGORY D � 285 LBS PER CUBIC YARD. B. CONCRETE EXPOSED TO EARTH OR WEATHER:
<br /> WALL PANELS, SLABS, JOIST:
<br /> LATITUDE 47°53'55"��N I I o 4. WITH ACI 318 SECTION 4.3 14 AND 18 BARS 1 1 2"
<br /> ,-l-, � B (ACI 318-14 SECTION 19.3.2.1) OR THE EXPOSURE CLASSES INDICATED THE TABLE � � „ �
<br /> � � - - - �- - - ! �� - _ GH F3, R L E THE �11 BAR AND SMALLER 1
<br /> BUILDING LFRS SCBF gK 32K 32K �i REQUIREMENTS OF ACI-318 TABLE 4.4. (ACI 318-14 TABLE 19.3.3.1). B OTHER MEMBERS: 1 1/2"
<br /> CONTROL ROOM PLATFORM LFRS = OCBF � ,.
<br /> HYDRAULIC ROOM LFRS = OMF � _ _ _ �- _ _ _ _� _ 5. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 OF THE TYPE SPECIFIED C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br /> CONTROL ROOM SEISMIC PARAMEfERS: L' '-' IN THE TABLE ABOVE. SLABS, WALLS, JOISTS: 3/4"
<br /> COMPONENT AMPLIFICATION FACTOR, ap = 2.5 BEAMS, COLUMNS: � ��
<br /> COMPONENT RESPONSE MODIFICATION FACTOR, Rp = 3.5 6. COARSE AND FINE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL PRIMARY REINFORCEMENT 1 1/2" °
<br /> HEIGHT OF ATTACHMENT POINT, Z = 2Q FT � 14'-0" � 14'-0" TO 30'-Q" � CONFORM TO ASTM C-33. TIES, STIRRUPS, SPIRALS 1 "
<br /> 7. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. 14. BASE PLATE GROUT SHALL BE NON-SHRINK TYPE CONFORMING TO ASTM C-1107
<br /> FOUNDATION DESIGN CRITERIA WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 7000PS1.
<br /> * SOIL WEIGHT = 125 PCF 8. WATER SHALL BE CLEAR AND SHALL CONFORM TO ASTM C-94.
<br /> * FOUNDATION 1YPE: P�N 15. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI REQUIREMENTS AND THE
<br /> 9. CONCRETE MIXING OPERATIONS SHALL CONFORM TO ASTM C-94. CONTRACT DOCUMENTS. SANDBLAST ALL CONCRETE SURFACES AGAINST -
<br /> SPREAD FOOTINGS GENERAL APRON LOADS WHICH CONCRETE IS TO BE P�ACED, UON.
<br /> ALLOWABLE BEARING PRESSURE 3,000 PSF 10. CONTRACTOR MAY USE AN ADMIXTURE SYSTEM TO PRODUCE FLOWABLE
<br /> * ACTIVE PRESSURE = 40 PCF CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 8 INCHES MEASURED 16. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE
<br /> * AT REST = 60 PCF AT THE PUMP. THE WATER/CEMENTIOUS MATERIAL RATIO OF THE THE SPECIFIED CAMBERS SHOWN ON THE DRAWINGS.
<br /> * PASSIVE PRESSURE = 300 - 375 PCF REAR AXLE: APPROVED MIXES SHALL BE MAINTAWED OR LOWERED WHEN FLOWABLE
<br /> * FRICTION COEFFICIENT = .3 FRONT AXLE: 7.OK/TIRE CONCRETE IS USED. A REPRESENTATIVE OF THE ADMIXTURE SYSTEM 17. THE CONTRACTOR SHALL MAINTAIN A LOG OF STRUCTURAL SLAB ELEVATIONS �
<br /> 78.OK/TIRE SHAL� ASSIST IN DETERMINING PROPORTIONS FOR FLOWABLE CONCRETE BASED ON THE ARCHITECTURAL DRAWINGS PLUS THE ADDITION OF ANY
<br /> DRILLED SHA�fS (AT DOOR POCKET) .{ AND SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER AND ARCHITECT CAMBERS INDICATED ON THE CONSTRUCTION DOCUMENTS. THIS LOG SHALL
<br /> * UPLIFT CAPACITY (ALLOWABLE� 1 ,700k :o _ _ � PRIOR TO EMPLOYING THIS PROCEDURE. SEE PROJECT SPECIFICATIONS INDICATE SCREED ELEVATIONS PRIOR TO THE CONCRETE POUR AND TOP OF
<br /> * COMPRESSIVE CAPACITY (ALLOWABLE) 2,500k � ► i FOR ADDITIONAL REQUIREMENTS. CONCRETE SLAB PRIOR TO REMOVAL OF FORMS.
<br /> * TI P ELEVATION 510 FT �� }
<br /> * FS 2,0 15'-10" 11 . THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR 18. DUE TO DEFLECTION OF THE SUPPORTING STEEL STRUCTURE, AN -
<br /> REINFORCEMENT PLACED IN CAST-IN-PLACE CONCRETE: ADDITIONAL QUANTITY OF CONCRETE MAY BE REQUIRED TO ACHIEVE
<br /> * BASED UPON: GEOTECHNICAL REPORT BY HART CROWSER DATED MAY 29, 2015. A LEVEL PLANE AND SHALL BE INCLUDED IN THE BID. �
<br /> B EAM D IAG RAM coNCRErE
<br /> HYSTER LIFT TRUCK COVER 19. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE ,
<br /> NUMBER OF WELDED POSITIVE (UPWARD) MODEL 550-700 F/FS (MINIMUM) FORMED WITH A 3/4 INCH CHAMFER, UNLESS OTHERWISE NOTED ON THE
<br /> ARCHITECTURAL DRAWWGS.
<br /> HEADED SHEAR STUDS CAMBER VALUE DOUBLE ROW FIGURE A A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
<br /> (UNIFORMLY SPACED) SLIP CRITICAL 20. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN
<br /> BEAM SIZE � CONNECTION B. CONCRETE EXPOSED TO EARTH OR WEATHER: CONCRETE BEFORE PLACING. REINFORCING SHALL NOT BE CUT. ..
<br /> �
<br /> � #6 THROUGH #18 BARS 2" CORING OF CONCRETE IS NOT PERMII7EQ EXCEPT AS INDICATED.
<br /> 37k W21 x44 [20] c=3/4" N 37k `V DR #5 BAR, W31 OR D31 WIRE, AND SMALLER 1 1/2" � : ';:,
<br /> H H -� 21 . CONDUIT OR PIPE OUTSIQE DIAMETER SHALL NOT EXCEED ONE THIRD
<br /> � L�� � C3� � C�] � c� C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: OF THE SLAB THICKNESS AND SHALL BE PLACED BETWEEN THE TOP
<br /> AND BOTTOM REINFORCING, UNLESS SPECIFICALLY DETAILED OTHERWISE.
<br /> N N N N � SLIP CRITICAL SLABS, WALLS, JOISTS: CONDUITS SHALL BE SPACED SUCH THAT THE CLEAR DISTANCE BETWEEN
<br /> CONNECTION #14 AND �18 BARS 1 1/2" IS NOT LESS THAN THE LARGER OF THREE TIMES THE LARGER PIPE
<br /> REQUIRED �11 BARS AND SMALLER 3/4" DIAMETER OR FOUR INCHES. CONCENTRATIONS OF CONDUIT NOT
<br /> BEAMS, COLUMNS: MEETING THESE LIMITATIONS SHALL BE SUBMITfED TO THE STRUCTURAL
<br /> BEAM END PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 1/2" ENGINEER FOR REVIEW AND APPROVAL PRIOR TO PLACEMENT.
<br /> REACTION (KIPS) MOMENT WIDE FLANGE COLUMN, SHELLS, FOLDED PLATE MEMBERS: ,
<br /> SEE NOTE 1 CONNECTION, HOLLOW STRUCTURAL #6 BAR AND LARGER 3/4„ -
<br /> SEE SHEET SECTION (HSS) �5 BAR, W31 OR D31 WIRE, AND SMALLER 1/2 . :,
<br /> NUMBER OF WELDED S406A, UON ABOVE BEAM ONLY. �
<br /> HEADED SHEAR STUDS
<br /> (DISTRIBUTION WHEN .
<br /> NOT UNIFORMLY SPACED) BM PEN ���� �� �������
<br /> INDICATES HQLE ���I���� ��� ����1 �
<br /> TOP OF STEEL ELEVATION IN BEAM WEB
<br /> ABOVE/BELOW TYPICAL
<br /> �_2„� ..
<br /> � W21 x44 � CANTILEVER BEAM
<br /> N [20] c=3/4" �" 50k H�SECTION SAME AS
<br /> BACKSPAN, UNLESS QFFMAN
<br /> OTHERWISE NOTED ISSUE FOR PERMIT
<br /> NOTE NGINEERS .
<br /> 1 . BEAMS WITH NO REACTION AT EITHER END INDICATES USE MINIMUM CONNECTION n�. � 0.2� 1 � 1601FifthAvenue,Suite900�Seattle,WA98101
<br /> FOR BEAM DEPTH. v ph 206.623.0717�fau206.624.3775
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<br /> SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE
<br /> ��og A OJ 't H SC ESGN BAND/R R. REEVES os.04.15 STRUCTURAL N�TES W4440664 g 03.10.17 ��
<br /> - EDC STATIC TEST FACILITY W3099715 RLR EO 10.02.15 �'��' 9 SPECIFICATION IS APPROVED R. MORGAN 09.04.15 sHE�r �::;
<br /> A EDC STATIC TEST FACILITY - AS-BUILTS W3099715 CEI EO 10.03.16 � �'� � � TITLE EDC STATIC TEST FACILITY - PHASE 2 "
<br /> �OE,�� �PROVED BY DEPT. DATE R. MORGAN 0�.04.�`J �� � �.,,,��'
<br /> B EDC STATIC TEST FACILITY - �HASE 2 W4440664 CEI EO 03.10.17 a CHECKED ,
<br /> r0 � E. OJALA 09.��'.�� B U I L D I N G 45�0� � J08 N0. COMP N0.
<br /> � 33631 APPROVED
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<br /> �s TURaL '��'��,ti�� W3099715
<br /> `sj�NAL �'� '�PRovE° STRUCTURAL MASTER EVERETT, y�q °wc Na 45-012-S2B
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