|
in
<br />N
<br />O O
<br />O
<br />O
<br />SEE NOTE NEATLY SAWCUT END OF EVERY NOTE:
<br />♦� M o
<br />OTHER COURSE TO ALLOW CELL
<br />ROOF TRUSSES NOT SHOWN
<br />FOR CLARITY.
<br />TO FILL W/ CONCRETE
<br />E ❑NOTES: STEEL BM (HIGH)
<br />SEE ARCH DUGS STL COL - SEE FDN PLAN 1. TIE COLUMNS (TC'S) SHALL
<br />EXTEND TO NOTE:
<br />FOR FINISH I I SECTION A -A OR ROOF LEVELNUNO. NEXT FLOOR COL CAP > MAY NOT
<br />I I 1 1 (4) 5/5"4 432F7N BE REQUIRED, COLS
<br />3" MIN ALL 1 1 I BASE fE AND ANCHOR SEE SCH 2. PROVIDE REVEAL (COORD SIZE MAY EXTEND UPWARD.
<br />I I I I BOLTS - SEE SCH FOR SIZE AND SHAPE W/ ARCH) AT ALL BOLTS (TYP)
<br />AROUND I I I I EXPOSED CONDITIONS. DO NOT
<br />CO
<br />PEDESTAL. I I 1 1/2" NON -SHRINK GROUT ALLOW TIE COLUMN CONCRETE
<br />I PASTE TO PASS BEYOND THE 1 _0
<br />REINF W/ 05 � I I I I -� �, I I HSS 3x3x3/16 W/
<br />REVEAL. I I 1/2"x5 1/2"xO'-9" CAP PLATE
<br />EACH CORNER 4 I
<br />PLATES TOP
<br />EJ (TYP) ° I _ SEE Fl"IG PLAN
<br />MAX �" OG #3 I T/ PEDESTAL = I BOTTOM
<br />TIES 4" OG FIN FLR EL = 0'-0"
<br />.d .. °° .d °• 1 1/2" III III III \
<br />e d-
<br />a '.
<br />T/ EXT WALKUJAY EL m TIE COL (SEE SCH CLR
<br />VARIES -SEE ARCH ° ;. a FOR SIZE REINF)
<br />� CIVIL DUJGS
<br />(U TIE IN FTG l CLR
<br />\, T/ FTG EL
<br />a° EXTEND HORIZ JOINT N 1 1 4 I I
<br />?a `. SEE FDN PLAN REINF 6" INTO COL
<br />I I REF PCS?01 I I
<br />_ SHEAR iF I STL BM -SEE
<br />(_ a p �. a d °°..°° ° ° ° ° I
<br />d M r
<br />d: SEE SCH II
<br />w u i� I 1 /2 FMG PLAN
<br />= 40 BAR DIA LAP SPLICE FOR TIE I I
<br />e O
<br />Z� &F
<br />3" CLR (TYP) O = MASONRY LAP SPLICES E R HSS COL - SEE
<br />SEE FDN SGH U FDN PLAN
<br />CO SEE GENERAL NOT
<br />TG1 I I
<br />(TYP) p d a a d A (6) 'q VER7
<br />Z U pOWELS W/ STD HOOK #3 TIES -a 12" OC
<br />d ° TO MATCH VERT REINF
<br />SN3LE=PLATE SHEAR CONNECTM SCHEDULE
<br />(SHOP -WELDED, FIELD -BOLTED)
<br />BEAM
<br />PLATE
<br />PLATE
<br />FILLET WELD
<br />CAPACITY (SIPS)
<br />DEPTH; I
<br />(SEE
<br />OF 3/4"
<br />DIA A325N
<br />LENGTH "L"
<br />THICKNESS
<br />SIZE
<br />PLAIN)
<br />BOLTS
<br />(INCHES)
<br />(36 KSD
<br />(E` 0XX)
<br />ASD
<br />LRF®
<br />a, 10
<br />2
<br />5 1/2
<br />5/16
<br />1/4
<br />20.4
<br />30.6
<br />12,14
<br />3
<br />8 1/2
<br />5/16
<br />1/4
<br />31.0
<br />4-1.1
<br />16
<br />4
<br />11 1/2
<br />5/16
<br />1/4
<br />42.4
<br />63,6
<br />18
<br />5
<br />141/2
<br />5/16
<br />1/4
<br />53.0
<br />_19.5
<br />21
<br />6
<br />li 1/2
<br />5/16
<br />1/4
<br />63.6
<br />95.4
<br />24
<br />7
<br />20 1/2
<br />5/16
<br />1/4
<br />-12.4
<br />111,0
<br />2-1
<br />S
<br />231/2
<br />5/16
<br />1/4
<br />04.1
<br />127.0
<br />30
<br />9
<br />26 1/2
<br />5/16
<br />1/4
<br />94.8
<br />142.0
<br />1
<br />1/2'I
<br />NOTES:
<br />N
<br />1. FOR BEAMS NOT SHOWN HERE IN, THE
<br />SEE SCH
<br />FABRICATOR SHALL DESIGN THE SHEAR
<br />-
<br />FOR NUMBER
<br />CONNECTION BASED ON THE REACTION
<br />i
<br />I
<br />OF BOLTS
<br />SHOWN ON THE PLAN.
<br />_
<br />I I
<br />(3" OC)
<br />2 PROVIDE HORIZ SLOTS IN SHEAR PLATE.
<br />3. BEAMS SHALL BE 50 K51.
<br />SEE SCH
<br />4, PROVIDE HARDENED WASHER OVER
<br />SLOTTED HOLES.
<br />S�-4
<br />fi�L�4T
<br />D T,4 f L
<br />�4fi�
<br />5. BOLTS SHALL BE INSTALLED "SNUG -TIGHT".
<br />ow
<br />0
<br />v
<br />vv
<br />K`Y� SECTION @ EXTERIOR � DETAIL -TIE COLUMN TIE COLUMN TYPES SECTION @ STEEL BM CONN- ATYPICAL BEAM TO HSS COL CONNECTION -
<br />\CV HSS COL FTG Ilcv
<br />COLUMN8 L�A�E PLATE SCk9EDULE 41147
<br />�R �� � �. .
<br />EASE
<br />PLATE
<br />SIZE
<br />ANCHOR
<br />ROD
<br />(
<br />(INCHES)
<br />(INCHES)
<br />- -
<br />MARK
<br />SIZE
<br />COMMENTS
<br />A
<br />E
<br />T
<br />E
<br />(NOTE 2)
<br />fQ
<br />C1
<br />HSS 4x4x3/16
<br />10
<br />10
<br />3/4
<br />3/4
<br />10
<br />C2
<br />HSS 5x5x3/16
<br />11
<br />11
<br />3/4
<br />3/4
<br />10
<br />2d
<br />26 N
<br />G3
<br />HSS OxOx5/16
<br />14
<br />14
<br />3/4
<br />3/4
<br />10
<br />II All
<br />NOTES:
<br />1. ANCHOR RODS SHALL BE ASTM FI554 (GRADE 36) L1N0,
<br />THREADED EACH END WITH NUT AT BOTTOM, TACK -WELDED
<br />SECURE. PLATE WASHER AT BOTTOM NUT IS NOT REQ'D.
<br />CONFORM TO CHART AT RIGHT FOR EMBEDMENT UNLESS
<br />NOTED OTHERWISE IN SCHEDULE ABOVE,.
<br />2. MAX EMBEDMENT "E" = (FTG THICKNESS) - 5".
<br />3. PLATE WASHERS SHALL HAVE HOLE WITH DIAMETER
<br />II
<br />ROD
<br />MIN
<br />MIN
<br />MATERIAL
<br />EMBEDDED
<br />EMBEDDED
<br />LENGTH
<br />EDGE
<br />(NOTE 1)
<br />"E"
<br />DISTANCE
<br />ASTt-1 F1554
<br />12d
<br />5d > 4"
<br />(GRADE 3(o)
<br />BASE PLATE DETAIL
<br />NOT TO SCALE
<br />"d" (ROD DIA)
<br />Q PLATE WASHERS
<br />EQUAL TO ROD DIAMETER + 1/16 . CIRCULAR OR SQUARE
<br />WASHERS ARE ACCEPTABLE.
<br />4. IT SHALL BE ACCEPTABLE TO PROVIDE A HEAVY HEX HEAD BOLT
<br />O
<br />�D0 z
<br />Q Ul(Y
<br />(SEE SGH FOR SIZE)
<br />T/ CONC
<br />z a
<br />a c) O ° °
<br />(a z a ° °
<br />IN LIEU OF THE THREADED ROD WITH HEAVY HEX NUT AT BOTTOM.
<br />,�
<br />(3) HEX NUTS
<br />a PER ROD
<br />a a � HEAVY HEX NUT, TYP
<br />00 VERSIZE HOLES AND PLATE WASHERMO FOR BASE PLATE$
<br />ROD
<br />D
<br />DIAMETER
<br />HOLE
<br />DIAMETER
<br />PLATE
<br />WASHER
<br />ROD
<br />RD
<br />DIAMETER
<br />Oo
<br />HLE
<br />DIAMETER
<br />PLATE
<br />WASHER
<br />N
<br />o 4 o TACK
<br />a OR PEEN
<br />3/4"
<br />1 5/16"
<br />1/4"x2
<br />1 1/2"
<br />2 5/16"
<br />1/2"x3 1/2"
<br />Z a
<br />-1/8"
<br />1 9/16"
<br />5/16"x2 1/2''
<br />1 3/4"
<br />2 3/4"
<br />5/8"x4"
<br />U
<br />FACE OF WALL, TOOLED JOINT SHALL BE Z
<br />COL OR
<br />MADE WITH A "DEEP AND
<br />TY
<br />1/2" PRE -MOLDED THIN GROOVER" B
<br />GOLDBLATT (PART W
<br />EXP JOINT FILLER
<br />#843890621 U OR EQUAL Z
<br />4-
<br />"&OFF -CUT" &AWCUT
<br />JOINT 1/0"xl" DEEP 1 1/2"
<br />d:-� TOOLED JOINT (To
<br />ry
<br />EXPANSION JOINT (NOTE: AT EXTERIOR LOCATIONS ONLY)
<br />NOTES:
<br />1. CUT SLAB AS SOON AS AGGREGATE DOES Q
<br />NOT DISLODGE AND BEFORE CONCRETE U w
<br />Z.g ° Z
<br />0 STARTS TO COOL. WAITING PERIOD WILL Q o_o
<br />U _\_r,\d /\/ Q Z TYPICALLY VARY FROM 1 HOUR IN HOT. DISCONTINUE J co Z
<br />w 0 Z / `°a u z WEATHER TO 4 HOURS IN COLD WEATHER. REINF AT JOINT w U
<br />❑
<br />. _aq . � � 1 L�tl (L 2. PLACE REINFORCING 1 1/2" CLEAR. lx2 KEY U_ Q
<br />A� ^
<br />\� 3. HAND -TOOL JOINT TO FACE OF WALL �
<br />- Q Lu
<br />SEE FDN SCH WHERE SAWCUT DOES NOT REACH. �' ¢ a >
<br />z O)
<br />�M°. .
<br />ui
<br />SEE FOR REINF, ILL! CIO Q c i
<br />NOTE , DN SG SAWCUT JOINT (SJ),
<br />1. SIZE AND REINF VARIES. SEE
<br />FOUNDATION SCHEDULE. CONSTRUCTION JOINT
<br />I" 1 13/16" 3/8"x3" 2" 3 1/4" 3/4"x5" B/ CON(
<br />11/4" 2 1/16" 1/2 ''x3 j 2 1/2" j 3 3/4" MONOLITHIC EDGE (ME) (CJ),�/S"x5 1/2" ANCHOR ROD DETAIL KEYED
<br />NOT TO SCALE
<br />A COLUMN AND BASE PLATE SCHEDULE 1'***B FOUNDATION SCHEDULE("C_�SLAB-ON-GRADE DETAILS (FOOT TRAFFIC
<br />PCS301 \P2v
<br />1
<br />PCS301
<br />J
<br />MAISONRff WAIL BEAM SCHEDULE
<br />UL E
<br />NOMINAL
<br />REINFORCO N0
<br />STIRRUPS
<br />MARK
<br />TYPE
<br />SIZE
<br />(W"xD")
<br />COMMENTS
<br />EOT
<br />MID
<br />TOP
<br />SIZE
<br />SPACING
<br />551
<br />1
<br />Sx8
<br />--
<br />(2) #5
<br />--
<br />--
<br />--
<br />B52
<br />2
<br />8x16
<br />(2) #5
<br />--
<br />(2) #5
<br />--
<br />--
<br />553
<br />1
<br />12x&
<br />--
<br />(2) #5
<br />--
<br />--
<br />--
<br />554
<br />2
<br />12x16
<br />(2) #5
<br />--
<br />(2) *5
<br />--
<br />--
<br />C51
<br />3
<br />EX24
<br />(2)'r1
<br />(2) #5
<br />(2) #5
<br />#3
<br />10" OC
<br />T51
<br />4
<br />SX12
<br />(2) #5
<br />--
<br />(2) #5
<br />#3
<br />48" OC
<br />T52
<br />4
<br />SX11
<br />(2) #5
<br />--
<br />(2) #5
<br />#3
<br />40" OC
<br />d
<br />;_.d • '.
<br />id
<br />f B
<br />1 2 3 4
<br />BEAM TYPES
<br />NOTES:
<br />I.
<br />MIN PB CAPACITY FOR THE INDICATED SPAN MUST BE VERIFIED BY THE
<br />PRECAST MFR AND DOCUMENTATION PROVIDED IN THE SUBMITTALS.
<br />2
<br />"BB" = BOND BEAM (COMPOSED OF KNOCK -OUT BLOCK)
<br />STD AG[ LAP TOP BARS
<br />VSO*
<br />HOOK MID - SPAN
<br />o ,
<br />°a. d
<br />d ..
<br />A
<br />211 MAX
<br />FOR BOTTOM BARS
<br />(TYP) BOTTOM BARS
<br />PROVIDE A GLASS
<br />(oil
<br />TENSION LAP CENTERED
<br />OVER SUPPORT OR
<br />MIN. " 4
<br />TERMINATE BARS
<br />a °
<br />AS CONDITION
<br />CLEAR
<br />WARRANTS.
<br />CLEAR
<br />70,
<br />SPAN
<br />SPAN
<br />NOTES:
<br />1. PLACEMENT OF REINF TO BE PER ACI 318.
<br />CONCRETE BEAM REINFORCING DIAGRAM
<br />SCH-FTG(2000PSF)
<br />FOOUNDA MN SCHEDULE
<br />MARK
<br />SIZE (L Y, W x D)
<br />REINFORCING
<br />REMARKS
<br />F46
<br />4'-6" x 4'-6" x P-2"
<br />(5) #5 EA WAY, BOT
<br />PAD FOOTING
<br />F50
<br />5'-0" x 5'-0" x 1'-2"
<br />(5) #5 EA WAY, BOT
<br />PAD FOOTING
<br />F56
<br />5'-6" x 5'-6" x 1'-2"
<br />(5) 05 EA WAY, BOT
<br />PAD FOOTING
<br />F0060
<br />0'-0" x 6'-O" x 1'-2"
<br />(0) 05 SW, (6) 05 LW, BOT
<br />PAD FOOTING
<br />F11O8O
<br />11'-O" x 8'-O" x 1'-2"
<br />(11) #5 SW, (S) 05 LW, BOT
<br />PAD FOOTING
<br />F110g0
<br />j 11'-O" x 9'-O" x 1'-2"
<br />01) #5 SW, (9) 05 LW, BOT
<br />PAD FOOTING
<br />F UNDD ATMN DD EM c' N NFOO RMATMN
<br />ASSUMED NET ALLOWABLE SOIL BEARING PRESSURE, -- 2000 PSG
<br />SUBSURFACE INVESTIGATION HAS NOT BEEN PERFORMED AND GEOTECHNICAL
<br />ENGINEERING REPORT WAS NOT AVAILABLE FOR FOUNDATION DESIGN. PRIOR TO
<br />CONSTRUCTION, THE OWNER SHALL RETAIN THE SERVICES OF A QUALIFIED
<br />GEOTECHNICAL ENGINEER TO PERFORM 501L TEST BORINGS, PROVIDE
<br />RECOMMENDATIONS FOR FOUNDATION DESIGN (INCLUD ING NET ALLOWABLE SOIL
<br />BEARING PRESSURE), PROVIDE EARTHWORK COMPACTION GRITERIA, AND PERFORM
<br />SOIL TESTING DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR
<br />PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE WITH THIS
<br />REPORT, IF THE FOUNDATION RECOMMENDATIONS AND NET ALLOWABLE SOIL
<br />BEARING GAPACITY DIFFER FROM THE ASSUMED VALUE, THEN MODIFIGATIONS TO THE
<br />DRAWINGS WILL BE REQUIRED. SHOULD THIS OCCUR, THE CONTRACTOR SHALL STOP
<br />CONSTRUCTION AND NOTIFY ARCHITECT/ENGINEER IMMEDIATELY.
<br />J W
<br />0
<br />m Z
<br />3
<br />E v �/^'
<br />o I�
<br />Uj Z
<br />N 0
<br />3 0
<br />E
<br />w
<br />U)
<br />LD
<br />0o Z
<br />�0 J 0
<br />QJZ Q
<br />❑Jo
<br />X p
<br />W J°Z5�v Z
<br />- Q Y O W
<br />�cf) 0 0
<br />LU
<br />Z o LL
<br />�YOwa =
<br />N
<br />a Cn
<br />0
<br />z
<br />0
<br />3 �Q
<br />o
<br />o
<br />m
<br />m
<br />P
<br />EE
<br />m_
<br />23
<br />t
<br />m
<br />m
<br />O
<br />N
<br />N
<br />M 3 02 13
<br />\\ (7,� /7 -
<br />I I�
<br />�I I
<br />I 4
<br />0 OI
<br />I I
<br />a a
<br />NOTES:
<br />NOTE: 1. a = 12 Ft.
<br />ASDE 7-02 WALL DESIGN
<br />WIND PRESSURES
<br />AND SUCTIONS
<br />FOR MEAN ROOF HEIGHT s 00 f1I
<br />WIND PRESSURE
<br />ARID SUCTION (PSF)
<br />EFFECTIVE
<br />(¢) VALUE DENOTES PRESSURE
<br />WIND AREA
<br />H VALUE DENOTES SUCTION
<br />(SO FEET)
<br />®
<br />0
<br />10
<br />(+) 29.6
<br />(+) 29.6
<br />(-) 32.1
<br />(-) 39.6
<br />20
<br />(+) 20.3
<br />(+) 28.3
<br />C-) 30.8
<br />(-) 3-1.0
<br />50
<br />(+) 26.5
<br />(+) 26.5
<br />(-) 29.0
<br />(-) 33.5
<br />100
<br />(+) 25.2
<br />(+) 25.2
<br />(-) 27.7
<br />(-) 30.8
<br />LU
<br />O; OHO` O�❑ ;O
<br />L----, -
<br />� 3 I 0 13
<br />PLAN VI EW
<br />CHIP ROOF)
<br />NOTES:
<br />I .- to ri
<br />'Ni`� �-�wr..i�r< '`"- I I y pf�' I F ' "'N"'2. A (Kd) OF 0.85 HAS BEEN USED IN THE
<br />NOR EXFANSION BOLTS TO BE JSED, DEVELOPMENT OF THESE VALUES. THE 2. ID (Kd) OF 0.85 HAS BEEN USED (N THE
<br />USE OF THESE VALUES SHALL ONLY BE DEVELOPMENT OF THESE VALUES. THE USE
<br />APPLIED WHEN USED IN CONJUNCTION OF THESE VALUES SHALL ONLY BE
<br />WITH LOAD COM INATIONS SPECIFIED IN APPLIED WHEN USED IN CONJUNCTION WITH
<br />Z
<br />0
<br />0
<br />m
<br />m
<br />E
<br />0
<br />i
<br />B
<br />SECTIONS 2.3 & 2.4 OF A&CE 7-02. LOAD COMBINATIONS SPECIFIED IN F:407.645.3790
<br />SECTIONS 2.3 AND 2.4 OF ASCE 7-02. 1912 Boothe Circle- Suite 100
<br />Longwood, FL 32750
<br />bbma.com
<br />\SCE • -02
<br />GROSS UPLIFT
<br />DESIGN PRESSURES
<br />FOR GABLE/HIP ROOFS WITH
<br />ROOF SLOPE 7* - ®:� 270 (MRHI :s 501
<br />10 e ROOF SLOPED
<br />GROSS UPLIFT
<br />EFFECTIVE
<br />PRESSURE (PSF)
<br />WIND AREA
<br />(SG FEET)
<br />❑
<br />O
<br />O
<br />10
<br />(-) 27.1
<br />(-) 17.l
<br />(-) 1-1.1
<br />20
<br />(-) 26.3
<br />(-) 15.6
<br />(-) 15.6
<br />50
<br />(-) 25.3
<br />(-) 13.6
<br />(-) 13.6
<br />100
<br />(-) 24.6
<br />(-) 12.0
<br />( 17J
<br />LATERAL DESIGN ORI RIA
<br />WIND VELOCITY: 11
<br />IMPORTANCE FACTOR: 1.
<br />EXPOSURE CATEGORY: C
<br />INTERNAL PRESSURE
<br />5T4, ALEMNGINEERCOEFFIGIENT:
<br />(ELF&FID)
<br />0
<br />0
<br />0
<br />Ch
<br />E
<br />U)
<br />x
<br />Z
<br />a
<br />CN
<br />w
<br />J
<br />W
<br />IX
<br />O
<br />I.
<br />Z
<br />rn
<br />o
<br />�
<br />a
<br />N
<br />ILL!I-
<br />~
<br />m
<br />O
<br />W
<br />Bora Erbilen P.E. #55996
<br />SHALL BE THE SAME A& CORRESPONDING; ENGINEER HEREBY EXPRESSLY RESERVES HIS
<br />WALL ZONES 4 5. COMMON LAW COPYRIGHT AND OTHER PROPERTY
<br />RIGHTS IN THESE PLANS. THIS DESIGN AND P 1
<br />DMASONRYDRAWINGS ARE NOT TO BE REPRODUCED CHANGED, A
<br />OR COPIED IN ANY FORM OR MANNER WHATSOEVER
<br />J( O
<br />WITHOUT FIRST OBTAINING THE EXPRESSED WRITTEN
<br />PERMISSION AND CONSENT OF "BURTON BRASWELL
<br />MIDDLEBROOKS ASSOCIATES". NOR ARE THEY TO BE
<br />1 ASSIGNED TO ANY PARTY WITHOUT FIRST OBTAINING
<br />SAID WRITTEN PERMISSION AND CONSENT.
<br />File=F: \2007\07122\07122-TECH\07122_SDWGS\07122_Sdwgs\PUBLIX\07122_PCS301.dwg Tab=PCS301 Date/Time= Apr 17, 2008 - 10: 43am Plot by jbrower
<br />
|