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STAMP:
<br /> PER �L NOTES:
<br /> ��N 1. SEE CONCRETE COLUMN SCHEDULE FOR SPLICE LENGTH. ��•a�-,
<br /> 2. CLEAR DISTANCE BETWEEN THE TWO LAP SPLICE BARS �,ytU ��`�r� �`�
<br /> SHALL BE NOT LESS THAN 1.5 TIMES THE BAR DIA,, NOR ,� ��.��s�«�rr��,a�'
<br /> COL VERT BARS 1Y INCHES. CQNC SQUARE COL
<br /> ,
<br /> PER SCHED 3. WHERE NOTED "MS" ON CONCRETE COLUMN SCHEDULE FOR W/ (8) VERT 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 DEVELQP 125% Fy ADDL INFORMATION SEE SCHED FOR SEE SCHED FOR k, J���s3��" �
<br /> FOR SIZE AND REINF IN TENSION. ADDL INFORMATION ADDL INFORMATION �' �
<br /> COL CONSTRUCTION JOINT MAY � ' 4. SPLICE #14 AND #18 BARS BY ONE OF THE FOLLOWING: 1 " CLR �����I����� �
<br /> BE AT TOP OF FTG OR TOP o � A. FULL PENETRATION BUTT WELDS, ADJACENT WELDS Y
<br /> OF SLAB ON GRADE. COLUMN Z STAGGERED 6 INCHES ON CENTER. �nP) 1Y" CLR 1%" CLR PROJCCT: .
<br /> DOWELS SHALL BE SPLICED � SLAB ON GRADE � B. EXOTHERMIC WELD SPLICES STAGGERED 30 INCHES (TYP) (TYP)
<br /> BEYOND JOINT PER SCHED. ON CENTER VERTICALLY BETWEEN ADJACENT BARS. ESF FACILI�IES
<br /> C. MECHANICAL SPLICES STAGGER�D 30 INCHES ON nPE A nPE B nPE C �
<br /> � PER PLAN� � - CENTER VERTICALLY, MAY BE USED. 0 S. _ & RET�IL
<br /> � � —/r -- N TSEE PLAN AND COLUMN SCHEDULE FOR TYPE AND SIZE. CONCRETE COLUMN SCHEDULE F C 4000 PSI
<br /> "i OFFSE� COL BARS E Y �RETT
<br /> TO INSIDE OF BARS �I� 2. A TYPICAL CROSS-TIE SHALL HAVE A 135° HOOK AT ONE END AND A 90° HOOK AT TNE OTHER
<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, C8 C1, C3, C6 C2, C5
<br /> MAX SLOPE �;,.,, TIES OR SPIRAL 90' HOOK MAY BE REPLACED W/ A 135° OR 180° HOOK. 6504 EVERGREEN WAY
<br /> � (SEE COL DET) 3. CROSS TIES W/ 90° HOOK END SHALL BE ALTERNATED WITH 135° HOOK END ALONG LONG EVERETT WA 98203
<br /> � REINFORCEMENT. SIZE 12 x 24 16 x 16 12 x 24 12 x 24 '
<br /> COL VERT \'� GROUNTpFL00R ERT REINF B A B C
<br /> �. SPLICE 38�' �6 38�' �6 44�' #� 50°) #8
<br /> ��� FIRST FLOOR TIES (LOC 1) #4 AT 4° OC �4 AT 4" OC �4 AT 4" OC �4 AT 4" OC BAzl 1N �X .
<br /> � � TIES (LOC 2) #4 AT 3" OC �4 AT 3" OC �4 AT 3" OC #4 AT 3" OC
<br /> FTG PER PLAN & SCHED A c T /� c
<br /> 1 1V�O�11 ,���J
<br /> DETAIL TYP CONC COL REINFORCING SPLICE DETAIL 3 ARCH[TECTS, INC.
<br /> SCALE: 1" = 1'-0" 1 SCALE: 3/4" = 1 '-0" 2 SCALE; 3/4" = 1 '-0"
<br /> 2000 - 116TH AVENUE NE
<br /> � SUITE 4 �
<br /> BELLEVUE, WA 98004
<br /> f'c = 4,000 PSI f'c = 5 00� PSI �
<br /> � � ' 425.637.0831 �
<br /> BIZR Lo LT LsB L�r BIZR Lo LT Lsa I�� FAX.637.1878
<br /> �3 15 20 20 26 �3 13 17 17 23
<br /> NOTE
<br /> 4 19 25 25 33 4 17 23 23 30 1. ARCHITECTURAL DRAWINGS ARE
<br /> NOTES: 5 24 32 32 42 5 22 29 29 38 1HE PRI�IE CON'iRACT DRAWINGS.
<br /> 6 29 38 38 50 6 26 34 34 45 qH�, �p$�� $�R��N�
<br /> 1. SEE CONCRETE COLUMN SCHEDULE FOR COLUMN SIZE AND VERTICAL REINFORCING. 7 42 55 55 72 7 38 50 50 65 �IECHMIICAI, PLUM8ING�
<br /> FOR REINFORCING CQNFIGURATION IYPE, SEE THE COLUMN SCHEDULE, AND THE 8 48 63 63 82 8 43 56 56 73 ELEC?ttlCAl, AND FlRE
<br /> TYPICAL CONCRETE COLUMN REINFORCING CONFIGURATION DETAIL 9 54 71 71 93 9 48 63 63 82 PROlECTION, SHALL BE USED IN .
<br /> 10 61 80 80 104 10 54 71 71 93 CONdJNC110N WITH ARCHI'1ECTURM.
<br /> 2. COLUMN VERTICAL REINFORCING SHALL BE SPECIAL DUCTILE QUALITY. SEE GENERAL 11 67 88 88 115 11 60 78 78 102 DRAWINGS. 'iHE GENERIIL
<br /> NOTE 7 NOTES. �NA��ISIOI�S�N�I NG .
<br /> NOTES: � ��� �Y
<br /> TOP LEVEL 3. SEE CONCRETE COLUMN SCHEDULE UNDER "TIES (LOC 1)" FOR TIE SIZE, SPACING,
<br /> AND REINFORCING CONFIGURATION. REWFORCING CONFIGURATION TYPE IS NOTED IN 1. REINFORCEMENT DEVELOPMENT AND SPLICE LENGTHS ARE IN ACCORDANCE WITH ACI 318-14. aSCREPANqa' CON'iRADIC110Ns'
<br /> �COLUMN SCHED AS EiTHER "A", "B" OR °C'. RfPOR?EO TiOs 1FIE 11RCHITECT FOR
<br /> o �- T- 2 2. NOTATIONS:
<br /> RESOUJ110N PRIOR T�0 PRO(�EOING
<br /> 4. FOR H/6, MAXIMUM COLUMN DIMENSION, OR 18 INCHES (WHICHEVER IS GREATER), db : NOMINAL BAR DIAMETER (in) YYI1H WqRIC OR FABRICA710N OF
<br /> NOTE 8 M SEE CONCRETE COLUMN SCHEDULE UNDER TIES (LOC 2) FOR TIE SIZE, SPACING, Lo : TENSION DEVELOPMENT LENGTN (in) FOR REtNFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS: TFIE IlENI(S) IN QUESTION.
<br /> AND REINFORCING CONFIGURATION. REINFORCING CONFIGURATION TYPE IS NOTED IN SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db 2 NOT A FULL SIZE DRAWlNG UNLESS
<br /> � �COLUMN SCHED AS EITHER "A", "B" OR "C". BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db TRANSVERSE TIE PER SW SCHED 2 PRIN?ED ON 24� X 36' SHEET. IF
<br /> z Lr : DEVELOPMENT LENGTH OF TOP BARS IN TENSION = 1.3 x Lo (in) VERT BARS PER 1HIS SHEET IS NOT 24" x 36'
<br /> SEE TYP CONC COL 5. PROVIDE TIES (LOC 2) THROUGHOUT THE BEAM DEPTH. EXCEPT THAT TIES ARE NOT l� : DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db (in) 6�� WALL ELEVATION 1HEN IT IS N07 TO SCALE
<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 /> Z THE MOST SHALLOW BEAM. L�S : SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 x db (in, P E R M IT
<br /> - � - SOG LsB : TENSION LAP SPLICE LENGTH FOR OTHER THAN TOP BARS = 1,3 x Lo (in) �
<br /> ,� �,��� �� ,� �; o � 6. AT CONTRACTORS OPTION, COLUMN VERTICAL BARS MAY BE EXTENDED UP ADDITIONAL L��r; TENSION LAP SPLICE OF TOP BARS = 1.69 x Lo (in) 1" CLEAR � SET
<br /> z FLOOR LEVELS WITHOUT SPLICES AT FLOORS. �.�.,�P� �
<br /> - TOP OF �G 3. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCREI�E COVER DO NOT MEET THE REQUIREMENTS
<br /> 7, PIACE HORIZONTAL HOOKS DIRECTLY BELOW TOP BARS OF BEAMS OR SLABS. FOR Lo IN NOTE 2
<br /> COL DOWELS 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° RevlsioNs: u,�rc
<br /> 8. UNLESS NOTED OTHERWISE, COLUMN CONSTRUCTION JOINTS SHALL BE AT THE 5. THE DEVELOPMENT AND SPLICE LENGTNS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI. HOOKS AT ENDS
<br /> UNDERSfDE OF FLOOR SLABS, BEAMS, OR GIRDERS, AND AT THE TOPS OF FOOTINGS AROUND BOU�iDARY � - - ,
<br /> OR FLOOR SLABS. BEAMS, GIRDERS, BRACKETS, COLUMN CAPITALS, HAUNCHES AND 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. 2 Q CITY UPDATES 10 13 17
<br /> TYPICAL CONC COL REINFORCING DETAIL REINFORCING BAR DEVELOPMENT - SPLICE LENGTH TABLES WALL ENDS JAMBS. �
<br /> SCALE: 1 2" = 1 '-0" 4 SCALE: 3/4" = 1'-0" 5 SCALE: 3/4" = 1'-0" 6
<br /> �
<br /> PER PLAN PER PLAN
<br /> WALL PER PIAN
<br /> PER PLAN -
<br /> VERT BARS PER
<br /> SCHED (TYP)
<br /> 4'-0" WALL REINF PER SCHED
<br /> 4'-0" HORIZ BARS PER
<br /> SCHED (TYP) � �
<br /> MATCH HORIZ REINF #5 AT 12" OC DRAWN BY 8�
<br /> WHERE NO HORIZ REINF AT INSIDE
<br /> FACE (TYP) COLD JOINT AS REQD
<br /> CHECKED BY 1��
<br /> • •
<br /> WALL END REINF PER
<br /> COLD JOINT CAN BE SCHED (TYP) I'ROJECT# ��
<br /> AT ANY WALL FACE CORNER BARS TO MATCH
<br /> HORIZ REINF IN THIS WALL WALL END _ 4'-0°
<br /> — (�'P) • REINF PER REINF WHERE OCCURS • • DOWELS TO MATCH ��-0��
<br /> SET ISSUE DATC: ���/��
<br /> � SCHED � �I HORIZ REINF OF CROSS WALL (TYP)
<br /> • • • � z 4'-0" . • COI.D JT
<br /> °w- 4 4�-0� IF REQD
<br /> 4'-0 � • •
<br /> 4'-0" z
<br /> sHE�T�rrrL�.
<br /> z �
<br /> MATCH HORIZ REINF � �
<br /> �5 AT 12" OC WALL PER PLAN � '�-' CONC COLUMN �
<br /> WHERE NO HORIZ REINF °- NOT USED � � scHE� & TYPI�AL
<br /> AT OUTSIDE FACE (T`(P) DETAILS
<br /> WALL REINF PER PLAN 2� SHEET#
<br /> • PLAN DEfAiL: WALL CORNER W SPECIAL END REINF PLAN DETAIL: WALL �UNCTION PSM CUNSULTING ENGINEERS, iNc.
<br /> PLAN DETAIL. WALL CORNER � 8 „ 9
<br /> SCALE: 3 4 = 1 -0 SCALE. 3 4 — 1 -0 SCALE. 3 4 - 1 -O 2200 SIXTH AVENUE, SUITE 601 ��0�
<br /> � � � SEATTLE, WA 981 21 �
<br /> P: 206.622.4580 F:206.622.0422
<br /> www.psm-engineers.com � '
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