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PER , NOTES: ST,\��iP:
<br /> PLAN CL 1. SEE CONCRETE COLUMN SCHEDULE FOR SPLICE LENGTH. ` .
<br /> 2. CLEAR DISTANCE BETWEEN THE TWO LAP SPLICE BARS � �AVID S
<br /> COL VERT BARS SHALL BE NOT LESS THAN 1.5 TIMES THE BAR DIA., NOR
<br /> 4�o� wlS�I���� .
<br /> 1Y2 INCHES. CONC SQUARE COL ��,� c� cll
<br /> PER SCHED 3. WHERE NOTED "MS" ON CONCRETE COLUMN SCHEDULE FOR W 8 VERT �' � �
<br /> � � ) CONC RECTANGULAR CONC RECTANGULAR �� � � '�
<br /> SPLICE. THE COLUMN VERTICAL BARS SHALL BE SEE SCHED FOR COL W/ (8) VERT COL W/ (10) VERT �
<br /> SEE COL SCHED MECHANICALLY SPLICED OR WELDED TO DEVELOP 125� Fy ADDL INFORMATION SEE SCHED FOR SEE SCHED FOR � 33253
<br /> COL CONSTRUCTIQN JOINT MAY FOR SIZE AND REINF � � IN TENSION. ADDL INFORMATION ADDL INFORMATION ��o,c> sTRU�'1'�'�'y.�`�'4
<br /> BE AT TOP OF FTG QR TOP � i 4. SPLICE #14 AND #18 BARS BY ONE OF THE FOLLOWWG: 1Y" CLR �Ss1�NAL ���
<br /> o A. FULL PENETRATIQN BUTT WELDS, ADJACENT WELDS �
<br /> OF SLAB ON GRADE. COLUMN z � STAGGERED 6 INCHES ON CENTER. �nP) 1Y" CLR 1Y" CLR ,
<br /> DOWELS SHALL BE SPLICED � ' (�P) (�,p� PROjEC�:
<br /> = SLAB ON GRADE - B. EXOTHERMIC WELD SPLICES STAGGERED 30 INCHES
<br /> , BEYOND JOINT PER SCHED. ON CENTER VERTICALLY BETWEEN ADJACENT BARS.
<br /> C. MECHANICAL SPLICES STAGGERED 30 INCHES ON TYPE A TYPE B TYPE C ESF FACILITI�,S -
<br /> PER PLAN � CENTER VERTICALLY, MAY BE USED.
<br /> � � - ! - NOTES: CONCRETE COLUMN SCHEDULE F c-4000 PSI � CSZ RETAIL
<br /> �i OFFSET COL BARS �' 2, AETYPI AL CROSSO TUE SHALLLHAVE A03 5° HOOK AT IONE END AND A 90° HOOK AT THE OTHER � ���R E� r
<br /> TO INSIDE OF BARS �'I�� ��
<br /> ABOVE W/ 1:6 � END. AT CONTRACTORS OPTION, THE 135° HOOK MAYBE REPLACED WITH A 180° HOOK AND A MARK/LEVEL C7, C9, C10 C4, C� C1, C3, C6 C2, C5
<br /> MAX SLOPE �'�� TIES OR SPIRAL 90° HOOK MAY BE REPLACED W/ A 135° OR 180° HOOK. , �� 650'k EVERGIZEEN Wf�Y
<br /> � � (SEE COL DET) 3. CROSS TIES W/ 90° HOOK END SHALL BE ALTERNATED WITH 135° HOOK END ALONG LONG EVERET^f, WA 98203
<br /> �� REINFORCEMENT. SIZE 12 x 24 16 x 16 12 x 24 12 x 24
<br /> ��
<br /> COL VEftT '� GROUf�1D FLOOR ERT REINF (8) �6 (8) �6 (8) �7 (10) �8 a
<br /> TO SPLICE
<br /> � ��� FIRST FLOOR TIES (LOC 1) 38 AT 4" OC 38 AT 4" OC 44 AT 4" OC 50 AT 4" OC � J� /� �i � 7
<br /> FfG PER PLAN & SCHED I TIES (LOC 2) #4 AT 3" OC #4 AT 3" OC #4 AT 3" OC #4 AT 3" OC � L1 1��1 �l ix. '.
<br /> � � � �
<br /> � 1 1�Vo������
<br /> DETAiL TYP CONC COL REINFORCING SPLICE D�TTAIL
<br /> SCALE: 1 " = 1'-0" 1 SCALE: 3/4" = 1 '-0" � SCALE: 3/4" = 1 '-0" �
<br /> 3 � ARCHITECTS, INC.
<br /> ,
<br /> � � 2000 - 11GCH AVEN�[E N�E
<br /> � SU[TE �
<br /> � � BELLEV�[E, WA 9800�
<br /> �f'c = 4,000 PSI f'c = 5,000 PSI -�2�6�7 U83�
<br /> � B�ZE Ln Lr Lse Lser g ZE Ln Lr Ls� Lssr � � FAX.637.1878
<br /> �3 15 20 20 26 �3 13 17 17 23 �� .
<br /> 4 19 25 25 33 4 17 23 23 30 , NOTE:
<br /> � 9. AR(�°IITECTU�►l. DI�f1��GS �
<br /> NOTES: 5 24 32 32 42 5 22 29 29 38 1�IE F�(dE C�IT�!/1CT ��NGS.
<br /> 6 29 38 38 50 6 26 34 34 45 . � �VlL, LANDSCIIPE STRUCiUR�
<br /> 1. SEE CONCRETE COLUMN SCHEDULE FOR COLUMN SIZE AND VERTICAL REINFORCING. 7 42 55 55 72 7 38 50 50 65 S RU
<br /> � MECHANiCAL. PLIJYBING.
<br /> FOR REINFORCING CON�IGURATION TYPE, SEE THE COLUMN SCHEDULE, AND THE 8 48 63 63 82 8 43 56 56 73 ' � EI�CIRICAL, AND FlRE
<br /> TYPICAL CONCREfE COLUMN REWFORCING CONFIGURATION DETAIL. 9 54 71 71 93 9 48 63 63 82 � PROTEC'�1QIV� SHALL � U IP!
<br /> 10 61 80 80 104 10 54 71 71 93 � C�,lUy�110N yM1H A�9TEC°NR�L
<br /> 2. COLUMN VERTICAL REINFORCING SHALL BE SPECIAL DUCTILE QUALITY. SEE GENERAL 11 67 88 88 115 11 60 78 78 102 DRA�NGS. THE (�NERAL
<br /> NOTE 7 NOTES. �'�q�'�p� �pg� �� �p ,
<br /> NOTES: (�OORDIyAlE Dl�ENSIQ�iS �M�+OG
<br /> . TOP LEVEL 3. SEE CONCRETE COLUMN SCHEDULE UNDER "TIES (LOC 1)" FOR TIE SIZE, SPACING, � 11il. DRA1�1�!(�. ANY
<br /> ---� AND REINFORCING CONFIGURATION. REINFORCING CONFIGURATION TYPE IS NOTED IN 1. REINFORCEMENT DEVELOPMENT AND SPLICE LENGTHS ARE IN ACCORDANCE WITH ACI 318-14. �� DIS(�EPIlNGES� �IIRADOCTI(�S,
<br /> " „ ,� �� ,� " OR �11SSIONS SHAt1. BE
<br /> �COLUMN SCHED AS EITHER A B OR C . 2, NOTATIONS:
<br /> o � � 2 ' �1ED TO 1HE ARC�i1TECT Ft3R
<br /> db : NOMINAL BAR DIAMETER in �� �� � � ��'
<br /> 4. FOR H/6, MAXIMUM COLUMN DIMENSION, OR 18 INCHES (WHICHEVER IS GREATER), �� ) �� � F �-�� �
<br /> NOTE 8 SEE CONCRETE COLUMN SCHEDULE UNDER TIES (LOC 2) FOR TIE SIZE, SPACWG, Lo : TENSION DEVELOPMENT LENGTN (in) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS:
<br /> �' SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db 1'HE i'IE�i(S) IN �1ES11�d.
<br /> 4, = AND REINFORCING CONFIGURATION. REINFORCING CONFIGURATION TYPE IS NOTED IN 2 �� 2. NOT A FULL SIZE DRA�NG UN�
<br /> o � " " " " " ° BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCREI�E CLEAR COVER > db �
<br /> 2 COLUMN SCHED AS EITHER A , B OR C . TRANSVERSE TIE PER SW SCHED � �iN1ED OR) 24° x �° �iEET. IF
<br /> LT : DEVELOPMENT LENGTH OF TOP BARS IN TENSION = 1.3 x Lo (in) � 1FIiS SHEET IS PIOT 24" x 3Sa
<br /> L� : DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db in �� VERT BARS PER
<br /> SEE TYP CONC COL 5. PROVIDE TIES (LOC 2) THROUGHOUT THE BEAM DEPTH. EXCEPT THAT TIES ARE NOT O 6 � 7FI�0 IT IS kOT TO S�E.
<br /> WALL ELEVATION �
<br /> REINF SPLICE DETAIL o � REQUIRED WHERE BEAMS FRAME INTO FOUR SIDES OF COLUMN FOR THE DEPTH OF Lc : TIED COLUMN LAP SPLICE IN COMPRESSION - 30 x db (in) � -- --- --
<br /> - � SOG THE MOST SHALLOW BEAM. Lcs � SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 x db (in) � � � �
<br /> Lse : TENSION I.AP SPLICE LENGTH FOR OTHER THAN TOP BARS = 1.3 x L� (in) `� �
<br /> � .���,�;;�� �� /� �: o � 6. AT CONTRACTORS OPTION, COLUMN VERTICAL BARS MAY BE EXTENDED UP ADDITIONAL Ls�r: TENSION LAP SPLICE OF TOP BARS = 1.69 x Lo (in) » � � �
<br /> 1 CLEAR � �
<br /> z FLOOR LEVELS WITHOUT SPLICES AT FLOORS. w .
<br /> - - - T O P O F F T G 3. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEEf THE REQUIREMENTS ��P� �
<br /> 7. PLACE HORIZONTAL HOOKS DIRECTLY BELOW TOP BARS OF BEAMS OR SLABS. FOR Lo IN NOTE 2.
<br /> COL DOWELS
<br /> � SPLAY HOOKS AS NECESSARY TO RELIEVE BAR CONGESTION. AT CONTRACTORS --- ---" - -
<br /> SEE SCHED OPTION, HOOKS MAY BE PLACED TOWARDS THE INSIDE OF THE COLUMN. 4. TOP BARS: HORIZONTAL BEAM REINFORCING WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW. WALL END REINF PER HORIZ BARS PER WALL �
<br /> WALL ELEVATION (TYP) ELEVATION W/ 180° iz��i������: �,�TE
<br /> 8. UNLESS NOTED OTHERWISE, COLUMN CONSTRUCTION JOINTS SHALL BE AT THE 5. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI. HOOKS AT ENDS � _
<br /> UNDERSIDE OF FLOOR SLABS, BEAMS, OR GIRDERS, AND AT THE TOPS OF FOOTINGS AROUND BOUNDARY � -
<br /> OR FLOOR SLABS. BEAMS, GIRDERS, BRACKETS, COLUMN CAPITALS, HAUNCHES AND 2 6. THE DEVELOPMENT AND SPLICE LENGTHS FOR REINFORCEMENT IN ALL CONC SHEARWALLS TO BE MIN 1.25 x Lo (in) STEEL
<br /> DROP PANELS SHALL BE PLACED AT THE SAME TIME AS SLABS. �� Q CITY UPDATES 10 13 17
<br /> TYPICAL �CONC COL REINFORCING DETAIL REINFORCING �AR DEVELOPME�IT - SPLICE LENGTH TA�LES �IALL E�IDS JAM�S. � ,
<br /> " SCALE: 1/2" = 1'-0" 4 SCALE: 3/4" = 1'-0" 5 SCALE: 3/4" = 1'-0" 6 �
<br /> P,, ER PLAN ,� PER PLAN
<br /> �f 1
<br /> WALL PER PIAN
<br /> VERT BARS PER PER PLAN �
<br /> SCHED (TYP) �
<br /> 4'-0"
<br /> WALL REINF PER SCHED
<br /> 4'-0" HORIZ BARS PER
<br /> SCHED (TYP)
<br /> MATCH HORIZ REINF �5 AT 12" OC • • DR�\�VN gY
<br /> WHERE NO HORIZ REINF AT INSIDE �
<br /> FACE (TYP) COLD JOINT AS REQD
<br /> CE-IECKED BY A� �
<br /> WALL END REINF PER o 0
<br /> COLD JOINT CAN BE �
<br /> SCHED (TYP) �� PROJECT# � �
<br /> AT ANY WALL FACE �
<br /> CORNER BARS TO MATCH
<br /> HORIZ REINF IN THIS WALL WALL END 4'-0"
<br /> � �nP) + REINF PER REINF WHERE OCCURS o - • DOWELS TO MATCH 4'-0" �� -
<br /> ° � � •� HORIZ REINF OF CROSS WALL (TYP) SE C ISSUE Dr�CE: �JO4/�
<br /> ' ' � � 4�-0' A s COLD JT SCHED I
<br /> 4'-0'� � ° s � � 4-0^ o • IF REQD �.
<br /> 0 0 �
<br /> 4'-0" z � SI-IEE-�TITLE
<br /> MATCH HORIZ REINF z °�--
<br /> �� �
<br /> 5 AT 12" OC WALL PER PLAN � W
<br /> � w ���� ������ �
<br /> WHERE NO HORIZ REINF °-
<br /> NOT USED 10 � ��� & ��,�� : ���
<br /> � � �►i�s
<br /> � AT OUTSIDc FACE (TYP)
<br /> WA�L REINF PER PLAN � �
<br /> SI-lEE-�n
<br /> PIAN DETAIL: WALL CORNER PLAN DETAlL: WALL CORNER �N SPECIAL END REINF PLAN DETAIL: I�ALL JUNCTION PSM CO�ISULTING ENGINEERS, �N�.
<br /> SCALE: 3/4" = 1 '-0" SCALE: 3/4" = 1 '-0" � SCALE: 3/4" = 1 '-0" �
<br /> 2200 SIXTH .�VENUE, SUITE 601
<br /> SEA�TLE, �iV,� 98121
<br /> P: 20S.622..4�80 F:20g.622.0422
<br /> www.psm-er�gine�rs.com
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