|
GENERAL STRUCTURALNOTES �
<br /> � �ENEHAL CAST-IN-PLACE CONCRETE �� � ' .
<br /> THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING WORK. WNCREfE SHALL HAVE THE FOLLOWING PROPERTIES: GRATING SHALL BE SERRATE� 6063 STANDARO PER ASTM B221 AWMINUM ALLOY. GRATING BAR SIZES AND SPACING, � ' '
<br /> � � THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY. USE DETAIL MARKED "iYPICAL" WHEREVER 28-0AY STRENGTH fc=4.000 P51 OVERALL DIMENSIONS, CUTOUTS FOR OBSTRUCTIONS AND DIRECTIONS OF BEARING BARS SHALL BE AS INDICATED ON � .
<br /> APPLICABLE. CHANGES. OMISSIONS OR SUBSTITUTIONS ARE NOT PERMITTED WITHOUT WRITfEN APPROVAL OF AIR ENTRAINMENT: 5�-7� � THE PLANS. GRATING SHALL SAFELY SUSTAIN: nC g i
<br /> THE ENGINEER. REFER TO THE SPECIFICATIONS FOR FURTHER REQUIREMENTS. DO NOT SCALE THE DRAWINGS. Wq7ER CONTAINMENT STRUCTURES: f'c=4,000 PSI � 28 DAYS UNIFORMLY �ISTRIBUTED LOAD: 125 PSF J� N a � -
<br /> � � � ALL OTHER STRUCTURES: f'c=J,500 PSI � 28 DAYS � '�,MAXIMUM DEFLECTION: 1/2 INCH Y K �' �
<br /> . - ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO 1HE 2075 EDITION OF THE INTERNATIONAL BUILDING MAXIMUM SLUMP: 3" FOR SLABS FOOTINGS, 4" FOR WALlS, COLUMNS AND BEAMS. CONSTRUCTION TO BE IN h� w Sio �� .
<br /> CODE ACCORDANCE WITH ACI 318. �p / 0 � S� �
<br /> - � ROOF � SHEATHING SHALL BE 5/8" �(NOMINAL) MIN. U.N.O. APA RATED SHEATHING 24/0, EXPOSURE 1 , SIZED FOR ^ & � � �
<br /> . THE DESIGN, ADEQUACY AN� SAFET' OF ERECTION BRAqNG, SHORING, TEMPORARY SUPPORTS, ErC., IS THE SUBMIT MIX DESIGN FOft REVIEW AND PROVIDE NOT LESS THAN 6 SACKS OF CEMENT PER CUBIC YARD FOR ALL SPACING. INSTALL PANELS WITH 1/4" SPACING AT END JOINTS AND 1/8" SPACING AT EDGE JOINTS MIN. INSTALL �r W � o �
<br /> � SOLE RESPONSIBILIiY OF THE CONTR4CTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER OF RECORD. CONCREfE WITH MAXIMUM W/C=0.45. PLYWOOD SHEATHING WITH FACE GRAIN PERPENDIWLAR TO SUPPORTS. � ,� � U1 (9 � m
<br /> � THE CONTRACTOR IS RESPONSIBLE FOR THE STABILIN OF THE STRUCTURE PRIOR TO THE COMPLETION OF Z z w .
<br /> ALL SHEAR WALLS, RWF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. THE CONTRACTOR SHALL PROVIDE REWFORCWG STEEL SAWN ' LUMBER: HEM-FIR #1 OR BETfER, U.N.O. WWPA GRA�ING RULES. ALL DIMENSIONS NOTED ARE NOMINAL } O � < Y
<br /> ' THE NECESSARY BRACING TO PROVIDE STABILIiY PRIOR TO THE APPLICATION OF THE ABOVE MENTIONED pyELDED WIRE FABRIC (W.W.F.): ASTM A82 AND A185 WOOD BEARING ON OR WITHIN 1 �� OF CONCREfE OR CMU OR WITHIN 6" OF EARTH SHALL BE TREATED WITH AN �� � � �
<br /> COMPONENTS. � i '
<br /> � � DEFORMED BARS: ASTM A615, GRADE 60 (GRADE 40 FOR //3). APPROVED PRESERVATNE. ALL NAI�S ARE TO BE "COMMON." ALL NAILS IN TRE4TED TIMBER SHALL BE GALVANIZED. Z �
<br /> THE GENERAL NOTES APPIY TO ALL STRUCTURES UNLESS NOTED OTHERWISE (U.N.O.). LOCATION AND SIZE UNLESS OTHERWISE NOTED ON THESE DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING BARS SHALL BE AS ALL FRAMING CONNECTORS NOTED ARE PER SIMPSON STRONG TIE COMPANY INC. OR ENGWEER APPftOVED EQUAL. � O o ;
<br /> OF ANCHOR BOLTS FOR SPECIFIC EQUIPMENT SHALL BE SPEqFlED BY THE VENDOR. CONTRACTOR SHALL FOLLOWS: SEE MANUFACTURER'S REQUIREMENTS.
<br /> COORDINATE LOCATIONS OF STRUCTURAL OPENINGS, PENEfRATI0N5 AND EMBEDDED ITEMS WITH THE CONCRETE CAST AGAINST SOIL=J". � � ^ � . � -.
<br /> MECHANICAL, ARCHITECTURAL, ELECTRICAL, PLUMBING AND VENTIL4TION SECTIONS OF THE DRAWINGS AND FORMED CONCRETE AGAINST SOIL=2". TRE.4TE0 LUMBER SHALL BE BRANOED WRH A qUAIIN CONTROL AGENCV MARK BY AMERICAN WOOD PROTECiION � �� � -
<br /> WITH SUPPLIERS AND SUBCONTRACTORS AS MAY BE RE�UIRED. WALLS, COLUMNS AND BEAMS EXPOSED TO WATER, SEWAGE & WEATHER=2". ASSOCIATION. �
<br /> WALLS, COLUMNS AND BEAMS DRY CONDITION=1 1/2". PREFABRICATED WOO� TR1155E5 /h � '
<br /> . SPEqAL � INSPECTION & TESTING � � � '
<br /> SPECIAL WSPECTIONS SHALL MEEf THE REOUIREMEIYrS OF IBC CHAPTER 17. � PROVIDE 2-i/5 MIN. U.N.O. TRIM BARS AROUND ALL OPENINGS IN CONCREfE WALLS OR SL48 E%TENDING 7-6" PAST ROOF, TRUSSES SHALL BE DESIGNED BY THE CERTIFIED MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN l / . :
<br /> OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS ANO SPECIFICATIONS. CORNERS, TYP. AT TIME OF CONCREfE PLACEMENT, REWFORCING SHALL BE FREE OF MUD, OIL, OR OTHER ON THE DRAWINGS AND THE LOADS LISTED BELOW. �� .
<br /> NONMEfALLIC COATINGS THAT MAY DECREASE BON�. MA%IMUM TRUSS SPACING 24" O.C. ' �
<br /> � FURNISH INSPECTION REPORTS TO THE BUILOING DEPARTMENT AND ENGINEER. DISCREPANCIES SHALL BE � n o m m
<br /> BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF NOT CORRECTED, TRUSS LOADING UNLESS NOTEO OTHEftWISE ON DRAWINGS: ' .
<br /> WELDING OF REWFORCWG BARS SHALL CONFORM TO AN51/AWS D1 .4. o �'W- � � �
<br /> TO THE BUILDING DEPARTMENT AND ENGINEER.� SUBMIT A FINAL REPORT STATING THE WORK WAS IN TOP CHORD LNE LOAD=25 PSF. � o
<br /> WHERE PERMITTED, LOW HYDROGEN WELDING RODS SHALL BE USED FOR ALL WELDING OF REINFORCING BARS. SPECIAL z
<br /> � CONFORMANCE WRH THE APPROVED DRAWINGS AND SPEQFlCATIONS AND THE APPLICABLE WORKMANSHIP PW�J >
<br /> INSPECTION IS REQUIRED FOR ALL FlELD WELDING. S
<br /> PROVISIONS OF IBC. � � TOP CHORD WIND UPIIFT=292 PSF. Qj � 6 �
<br /> � SUBMIT SHOP DRAWINGS OF REINFORCING STEEL FOR REVIEW BY THE ENGWEER PRIOR TO FABRICATION. REINFORCING ��H�� � x �
<br /> � BOTfOM CHORD DEAD LOAD=10 PSF. w 3 � � �
<br /> . SPECIAL INSPECTION RE UIRED: ' .
<br /> Q w
<br /> SHALL BE DE�AILED IN ACCORDANCE WITH ACI 315 AND 318 L4TEST EDITION . �- � d
<br /> , STEEL IN ACCORDANCE WITH SECTION 17052 AN� TABLE 170523 � � ADDITIONAL LNE LOAD: SNOW LOAD DUE TO DRIFTING SHAL� BE INCLUDED AS SPECIFIED ON THE DRAWINGS. p N o � ¢
<br /> � CONCRE�E IN ACCORDANCE WITH SECTION V05.3 AND� TABLE 1705.3 $TRl1CTURAL STEEL AND MISCELlANEOUS IAETALS
<br /> - MASONRY: IN ACCORDANCE WITH SECTION 1705.4 � "W" SHAPES: ASTM A992, Fy=50 K51. TRUSSES TO BE FABRICATED BY A CERTIPIED MEMBER OF THE TRUSS PL4TE INSTITUTE DESIGN, FABRICATION AND � � . .
<br /> '� WOOD: IN ACCORDANCE WITH SECTION 17055 ERECTION TO CONFORM TO THE TRUSS PLATE INSTITUTE STANDARDS. CONNECTOR PLATES SHALL BE ICC APPROVED m
<br /> �� SOIL IN ACCORDANCE WITH SECTION 1705.6 AN� TABLE 1705.6 "HP" SHAPES: ASTM A572, Fy=50, KSI. WITH A MINIMUM SIZE OF 3"x5". ALL CHORD MEMBERS SHALL HAVE LUMBER GRADE STAMPS; ALL WEB MEMBERS � ¢ � �
<br /> � PIATES AND BARS: ASTM A36, Fy=36 KSI. SHALL HAVE � GRADE STAMPS OR ALL WEB MEMBERS, FOR A GNEN TRUSS, SHALL BE MADE FORM THE SAME
<br /> SHOP DRAWINGS PIPE ASTM A53 OR A507 , Fy=35 K51 MINIMUM. � WMBER GRADE WITH AT l.EAST 507 OF THE WEB MEMBERS BE4RING A GRADE STAMP. TRUSS DESIGNS AND �� r � �
<br /> .. � � SHOP DRAWINGS, WHERE REQUIRED; SHALL BE CHECKED AND APPROVE� BY THE GENERAL CONTRACTOR TUBING: ASTM A500, GRADE B, Fy=46 K51. ERECTION PLANS SHALL BE BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ERECTION ,�N o . �
<br /> PRIOR TO SUBMITTING FOR ENGINEER REVIEW. SHOP DRAWINGS SHALL BE SUBMITfED TO THE ENGWEER FOR pIJ�NS SHALL SHOW TRUSS SPACING, TRUSS MARK NUMBERS (CORRESPONDING TO THE DESIGN CALCULATIONS), � �' �
<br /> REVIEW OF DESIGN WTENT, PRIOR TO FABRICATION. GENERAL CONTRACTOR lS RESPONSIBLE FOR VERIFICATION ALL BOLTS FOR CONNECTIONS IN SUBMERGE� CONDITION SHALL BE: ASTM F593C OR F593D STAINLESS STEEL (SS) CONCENTRATED LOADS, PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT PER IBC SECTION 2303.4.1 .2 AS � �
<br /> � AND COORDINATION OF �IMENSIONS AND DEfAILS FOR EACH SUBCONTRACTOR. BOLTS. ALL OTHERS SHALL BE GALVANIZED ASTM A325-N BOLTS HIGH STRENGTH BOLTS (H.S.B.), U.N.O. AS ASTM � REQUIRED BY THE TRUSS DESIGN AND ERECTION BRACING. SHOP DRAWWG SHALL MCLUOE, FOR EACH 1YPE OF F �
<br /> A307 MACHINE BOLTS (M.B.). WHERE HIGH STRENGTH BOLTS ARE USED, THEY SHALL BE INSTALLED WITH LOAD TRUSS, DIMENSIONS AND CONFlGUftATIONS, NOMINAL LUMBER SIZE AND GRA�E, SPECIFlCATIONS FOR CONNECTOR W �
<br /> QESIGN LOADS � � INDICATOR DEVICES (LOAD INDICATOR WASHERS OR SNAP-0FF HEADS). � PL4TE USED, SIZE AND LOCATION OF EACH CONNECTOR AT EACH JOINT AND AMOUNT OF CAMBER IF REWIftED. .
<br /> �� ROOF SNOW LOA�: � ADHESIVE ANCHORS: HILTI HIT-150 OR APPROVED EQUAL, U.N.O. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. DESIGN CALCUL4TION5, SHOP DRAWINGS AND ERECTION PLANS SHALL BE SUBMITTED FOR REVIEW BY THE ENGWEER � z . o ' �
<br /> � - DESIGN SNOW lOAD,Ps...................................................._ 25 PSF PRIOR TO FABRICATION. F � o y � �
<br /> � � � HEADED ANCHOR STUDS (H.A.S.): ASTM A108, Fy=50 K51, ENO WELOE� PER MANUFACTURER'S RECOMMENDATIONS. N � �
<br /> ROOF LNE LOAD, Lr............................................................ 20 PSF � ALL ANCHOR BOLTS AND THREA�ED R0�5: ASTM F7554, U.N.O. ALL ANCHOR BOLTS MUST BE ACCURATELY PLACED IN � �y�•1 �='(�{�/� � W � � � � .
<br /> � FLOOR LNE LOAD. LL.............................. . ......................... 125 PSF � � �=; rc � � �..
<br /> . " . THEIR FINAL LOCATION PRIOR TO POURING CONCRETE, 'WET STICKING' OF ANCHOR BOLTS IS NOT ALLOWED. � �!�-a7l �
<br /> WWD DESIGN DATA � � � [) a � � ��
<br /> � ULTIMA7E WIN� SPEED (3-SECOND GUST), VWt...._........115 MPH WELDING ELECTRODES OR WIRES: AWS A5.1 OR A5.5, E70XX; AWS A5.77, E70S-X; AWS A52Q E7XT-X. �� j��AY O � ZOj� ' � . � �`
<br /> FOR ALL SHOP WEL�S AND FIELD WELDS OF ALL LATEftAL RESIS7ING ELEMENTS, ELECTRODES SHALL BE E70 WITH A . a �
<br /> � - NOMINAL WIND SPEED, Vasd.._...............................__...... 89.1 MPH MINIMUM SPECIRED WN OF 20 FT-LBS AT -20 DEGREES FAHRENNEIT. ALL WELDS SHALL BE 3/i6" MINIMUM U.N.O. CIfYOFE�/fRET ( " �
<br /> RISK CATEGORY.................................................................. N . .
<br /> � WIND EXPOSURE................................................................ B � PEffl114 SqNICB9 a z . . ...•�';- .
<br /> � � ERECTION AND FABRICAiION IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.' WEL�ING .
<br /> EARTHQUAKE DESIGN DATA SHALL WNFORM TO AWS "STRUCTURAL WEL�ING CODE - STEEC'. ALL WELDING SHALL BE PERFORMED BY AWS/WABO .
<br /> � MAPPE� SPECTRAL RESPONSE . CERTIFlED WELDERS. . � �
<br /> ACCELERATIONS \�' �
<br /> � Ss...:............................. 1 .405 g ALL COLUMNS AND BEAMS TO BE FROM UNSPLICED LENGTHS U.N.O. ON THE DRAWINGS. SUBMIT SHOP DRAWINGS � a3,� �`}�
<br /> ' � � . Si..........,..................... 0.539 g SHOWING SIZES, �IMENSIONS AND REQUIRED CONNECTION DEfAILS FOR REVIEW BY THE ENGINEER PRIOR TO �q ;� o a,� �,�
<br /> Q SITE CLA55............................:........................................_.. D FABRICATION. �� 9 �y� . ..
<br /> � ,� i ".�t � a �
<br /> b SPECTRAL RESPONSE COEFFICIENTS � �
<br />� � � Sdi9._............................ 0.539 9 SUPPLEMENTAL STRUCTURAL ABBREVIATIONS: � o �, y�5� �
<br /> � � SEISMIC IMPORTANCE FACTOR le . ... . .. . ... . 1 .5 d' F,5 -
<br /> . � w RISK CATEGORY . � .._ . IV �1P pgp4 . �.., ;.
<br /> . � , �n ' " - �- ' . ABV ABWE FRM'G FRAMING STIRR STIRRUP . �
<br /> y SEISMIC DESIGN CATEGORY................................................ D AFF ABOVE RNISH FLOOR p$ FAR SIDE STRUC STRUCTURE(AL) �
<br /> � � BASIC SEISMIC-FORCE-RESISTWG SYSTEM(S).................. SPECIAL REINFORCED MASONRY ADD�L ADDITIONAL FfG FOOTING �� �
<br /> �
<br /> . ' . � SHEAR WALLS ApJ qp,IACENT GA GAUGE NM SYMMETRICAL � "
<br /> a � DESIGN BASE SHFAR_......................._.. ............................ 37.8 KIPS AL ALUMINUM T TOP �. .
<br /> GB GRADE BEAM TdcG TONGUE AND GROOVE
<br /> - . � SEISMIC RESPONSE COEFFIqENT(S), Cs............................0281 . APPR% APPROXIMATE GlB GLUE-LAMINATED BEAM 7MPRY TEMPORARY - ' '
<br /> ��, �? RESPONSE MO�IFICATION FACTOR(S), R.........._.._............ 5 ARCH ARCHITECNRAL HAS HEADER ANCHOR STUDS 7N TOE NAIL � �
<br /> ' � ANALYSIS PROCE�URE USED............................................_ EQUIVALENT LATERAL FORCE ANALYSIS O AT HDR HEADER � 7p TOP OF ��
<br /> ' r � BOT BOTfOM HF HEM-FIR � �
<br /> TRANS TRANSVERSE
<br /> ' - o BEl BELOW HGR HANGER HSS TUBING STRUCTURAL �
<br /> FOUNDATION DATA: BF BRACED FRAME HSB HIGH STRENGTH BOLT (A325 UNO) IBC INTERNATIONAL BUILDING CODE � '
<br /> �
<br /> ry ALLOWABLE BEARING PRESSURE:..................._.....................2000 PSF (PRESUMED VALUE PER IBC) � BM BE4M IF WSIDE FACE
<br /> � � UNO UNLESS NOTED OTHERWISE �
<br /> � �n BN BOUNDRY NAIL INT INTERIOR
<br /> EXTEND ALL EXTERIOR POOTINGS 2'-0' MINIMUM BELOW FINISHE� �GRADE. UNO (UN�E55 NOTEO VFY VERIFY
<br /> - , BNDRY BOUNDRY JST JOIST � �.. •.
<br /> OTHERWISE), BOTTOM OF ALL FOOTINGS TO BEAR ON 12' OF CSBC. NO FOOTING SHALL BEAR HIGHER BO BOTfOM OF WHS WELDED HEADED STUD � �
<br /> � . o � THAN 1 VERTICAL TO 1 .5 HORIZONTAL SLOPE ABWE ANY EXCAVATION, EXISTING OR PLANNED. K KIPS (1000 POUNDS) y�p WORK POINT
<br /> BRDG BRIDGE(ING) lAT IATERAL
<br /> ' ' � � CONTRACTOR SHALL PROVIDE TEMPORARY SHORING TO PREVENT MOVEMENT OF WALLS IF BACKFILL IS � WS WESTERN SPECIES �
<br /> �. z BRG BEARING � LDGR LEDGER
<br /> i- PIACED BEFORE FLOOR SYSTEM IS IN PLACE THERE SHALL BE 95� COMPACTION lSTS WELDED THREADED SND
<br /> � CAM CAMBER ED LLH LONG LEG HORIZONTAL
<br /> I (ASTM D1557 MODIRED PROCTOR DENSITY) OF ALL BACKFILL SOIL UNDER SLABS ON GRADE. � � X-STG EXTRA STRONG
<br /> ' N CANT CANTILEVER(ED) LLV LONG LEG VERTICAL %X-STG DOUBLE EXTRA STRONG N .
<br /> MASONRV CDF CONTROLLED DENSITY FILL LS IAG SCREW Z O .
<br /> � � SPEqFIED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLY: f'm=1500 P51. CG CENTER OF GRAVITY LSL IAMiNATED STRAND LUMIBER � f- � W a
<br /> � CIP CAST IN PIACE LT NT UGHT WEIGHT W U � � y
<br /> - �+ CONCRETE MASONRY UNITS: ASTM C90, GRADE N-TYPE I, MEOIUM WEIGHT RUNNING BOND. CJ CONTROL JOINT LVL LAMINATED VENEER IUMBER z W W � -
<br /> � MORTAR: ASTM C270, iYPE S, MIN. COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. GROUT: ASTM C476 COl COLUMN MAS MASONRY ~ � r > F'
<br /> Q � H Q 0 N
<br /> � �. ! WITH A MIN. COMPftESSIVE STRENGTH OF 2000 PSI AT 28 DAYS. FILL ALL CELLS CONTAINING REINFORCING CONST CONSTRUCTION MAT�L MATERIAL � 3 � Z � .
<br /> � °' WITH GROUT IN LIFTS NOT EXCEEDING 4'-0" IN HEIGHL FlLL OTHER CELLS WITH GROUT AS INDICATEO ON CONT CONTINUOUS MB MACHINE BOLT (A307) � a �Q Q . �
<br /> ' `o DRAWINGS. ALL REINFORCEMENT SHALL BE IN PLACE PRIOR TO GROUTING WITH VERTICAL BARS HELD AT TOP. CTSK COUNTERSINK MFR MANUFACTURER W � � y' W
<br /> n BOTfOM AND 192 DIAMEfERS MAkIMUM ON CENTERS CONTRACTOR SHALL PROVIDE TEbIPORARV BRACING FOR DBL DOUBLE MRF MOMENT RESISTING FRAME
<br /> � MASONRY WALLS, AS REQUIRED, UNTIL CONNECTIONS TO FLOOR AND/OR ROOF DIAPHRAGMS ARE COMPLETED. D DEPTH MTL METAL Q W z M U o ,
<br /> E DF DOUGLAS�FIIR ' NS N RMSIDBER J � � Z r a
<br /> �� DIAG DIAGONAL OH OVERHANG K W y y � :
<br /> � � DIAPH DIAPHRAGM ORNT ORIENTATE (ION) � . W f/) N . � �
<br /> E do DITTO (DO OVER) PAR PARALLEL �! Q � y � . �
<br /> � DWG DRAWING P/C PRECAST CONCREfE � J Z � OL w � �
<br /> "' DWL DOWEL PERP PERPEN�ICULAR y Q z y w . _
<br /> Lo Eq Ep�ry . PSL PARALLEL STRAND WMBER y W � .
<br /> � EXIST EXISTING MEMBER PT PRESSURE TREAT(ED) R' � �
<br /> � EF EACH FACE P�T POST TENSIONED . � �
<br /> ' � � � EJ EXPANSION JOINT � �
<br /> � v QTY QUANTIIY
<br /> . � EMBD EMBED(MENT) . REF REFERENCE �� '
<br />� � . - � EN EDGE NAIL REINF REINFORCEMENT " �
<br /> � .. � ENG ENGINEER � SHT SHEEf � � � �
<br /> Eq E�UAL SHTG SHEATHING
<br /> - n ES EACH SIDE SIM SIMILAR SHEEf: S-� , �
<br /> � ' � EXT E%TERIOR SKW SKEW(ED) 0 1" 2' OF: 3
<br /> � FFE FINISHED FLOOR ELEVATION SPC SPACING
<br /> � � o FN FACE NAIL SS STAINLESS STEEL �
<br /> � � . FND FOUNDAPON STGR STAGGER
<br /> TWO INCHES AT FULL SCALE. JOB NO.: 16439
<br /> FO FACE OF STIFF STIFFENER DWG: S_STND
<br /> - / IF NOT, SCALE ACCORDINGLY �
<br />
|