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VI. SHOTCRET ETAL DE
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L.L.V. LO G LEG 'VERTICAL ' ;.
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SHOTCRETE ALL BE PERMITTED WITH CONFORMANCE TO THE FOLLOWING. _
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ARC
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H ITECTU
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SHOTCRETE NOT`
ALLOWED 'FOR ALL COLUMNS
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BE THREE-SPAN CONTINUOUS R ;
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ECK PANELS A 16. THE PPLIER' SHALL BASE ALL EL I N CA ULATIONS UPON THE -
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2 `; '
MODULES OF ELASTICIIY SHOWN ON THE MILL T FICAT FOR THE `
. CER I ES ;
BA. :
RE UNAVOIDABLE: DECKING AND L ACCESSO S ' :
0 SP Y WHE A L RIE BOTTO ED _ _ _ -
NE AN ONL M ADD MAX. _ _ , _ _
MAXI UM
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1 . ALL GENERA RET , _ . ,
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DON IN E SITE. A AV ;
TEN BE G FURNISHED TO TH LL TENDONS SHALL H E '
B .
D - .
TEEL SHEETS HAVING I .BOARD >
D FROM S A MIN MUM YIELD M . -,
SHALL BE FORME .B MA
CHINE BOLT fi _
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TAG _
THEIR HEAT NUMBER MARKED ON THE ATTA HED TO THE TENDON. ' _
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W BLDG: __ _ _ ,
BUIL
D CONFOR 0 A T 6 DING
000 PSI AN M T S M A 53 GRADE 'A. THE MECH. _
STRENGTH OF 33 MECHANICAL _
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2. E UIREME S I ERNATI G CODE 2003 EDI ION ECTION `
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NT OF THE NT ONAL BUILDIN T _
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25 T P o.A 'i'o C 9 -
9 A7, EE L A 01 D .
7R AL A3 24 5
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BLK.
B
LOCK
RO CTVE G F MIN. _
STEEL SHALL HAVE A
MEfAL P TE I COATIN 0 ZINC CONFORMING MINIMUM , ..
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. ss . 3 6 nx. 6sa.s
T E F 1 7"3
6 03
1914 E N B �
XCERPTS FROM SECTION 1914 ARE SHOW ELOW .
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B
. LKG. BLOC ;-
KING MISC. M
` TO LIGHT COMMERCIAL DECKING. ISCE�LANEOUS:
W` -
17: POST TENSIONING FORCES SPECIFIED ON THE DRAWING ARE RE UIRED
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, B.N.
BOUNDA Y NAILI G
- : 3. MAXIMUM BAR SIZE OF REINFORCEMENT SHALL BE N0. 5 BARS UNLESS
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EFFECTIVE FORCES AFTER 'APPROPRIATE LOSSES ARE ACCOUNTED FOR.
_ 2. SECTIONS EDGE FORMS AND FLASHING ARE EXPECTED T0 SPAN BOT. -
BOTTOM N.I.C.
�-- IT CAN BE DEMONSTRATED BY PRE CONSTRUCTION' TESTS THAT ADE UATE
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_ N OT J N CO NTRACT
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r -CALCULATIONS SUBMITTED 'WITH THE POST TENSIONING MATERIAL SHOP
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:WIT OUT SHO G. IF S ORING IS DESIRED TO PREVENT EXCESSIVE BRG.
_ H RIN H BEARING `
� NO NUMBER
ENCASEMENT OF RGER BARS CAN BE ACHIEVED. SEE SECTION 1924.5
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- DRAWINGS SHALL INDICATE THE VALUES FOR ALL LOSSES APPROPRIATE
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- : R VIDE SHORI G AT NO EXTRA: B.S.
DEFLECTIONS CONTRACTOR SHALL P 0 N BOTH SIDES N.S.
,- NEAR SIDE
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OF`THE UNIFORM BUILDING CODE FOR PRE CONSTRUCTION TEST `
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T0 THIS PROJECT FOR THE MATERIALS PROPOSED. CERTIFIED TEST:DATA
BTWN.
V 0 AV D SHOR NG ` B
RE UIREMENTS. DO NOT START CONSTRUCTION PRIOR TO SATISFACTION
EXPENSE. CONTRACTOR MAY USE A HEA IER GAUGE T 01 I ETWEEN N.T.S. NOT
To scA�E N I S H K I A N
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, S T PROP R ,.S TIO S
UBS ANTIATING LOSS E TY A SUMP N SHALL ALSO BE � : . . -
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BAL B ,. .;,, . � . ,
ALANCE
NEW OR N N .
EW
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v� OF TEST PANEL INSPECTION: � . �� �
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SUBMITTED. `
B.
S BOTTOM
3. WELD MEfAL DECK T0 SUPPORTS AS FOLLOWS HEAR CONNECTORS
J CONSULTING AND STRU T RAL
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ENGINEERS SINCE 1 1
. OTE SPECIFICALLY. SUBMIITALS 'INDICATING EFF C I
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N E T VE FORCES
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MAY BE SUBSTITUTED FOR WELDS ON A ONE TO ONE: BASIS . O.C. ON CENTER
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4. ` MINIMUM CLEARANCE BETWEEN PARALLEL BARS.; )
DIFFERENT FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SUPPLIER
1200 Folsom Str n
Sa Frand G 9410
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CTR.J. 0
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RUCTION JOINT O.D.
OUTSIDE DIAMETER (�
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`i� Te1.41 541-9477
Fa�c 415 543-5071 '
� REDESIGN WILL BE REfURNED NOT REVIEWED `:AS NOT R
ESPONSIVE T0
( 51 ( 1
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o SION DIAMETER OF 1 < A
A. PLUG WELDS WITH EFFECTIVE FU 2 T EACH
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CTL.J:
CONTROL JOINT
A. N0. 5``BARS AND SMALLER. 2
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CONTRAC UI EMEN S.
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NCRETE MASONRY-
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MINIMUM OF 3 SPOT WELDS AT EA SHEEf END AT TYPICAL N OPNG. 'OPENIN `
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CONC.
CO
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FLOORS AND 4 SPOT WELDS AT ROOF LEVEL.
18. POST TENSIONING CONTRACTOR SHALL DEfAIL BLOCK OUT FOR STRESSING AS
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M. JOB
N0. 7083
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CONNECTI
ON P.D.F. POWER D
RIVEN FASTENERS
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: _ NEEDED `WHERE 2 WAY STRESSING IS NOT APPLICABLE PROVIDE ADDITION TENDON
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B. 1 1 2 SEAM WELDS AT'24 O.C. AT SIDE SEAMS` :BUTTON PUNCHING _
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NS S RE PROVIDED THE CUR I �
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5. WHEN TWO CURTAI OF TEEL A TA N NEAREST
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CONST.
CONS
TRUCTION
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T0 COMPENSATE FOR THE FRICTION LOSS.
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THE NOZZL
E SHALL HAVE A MINIMUM SPACING E UAL T0 12 BAR
NOT PERMITTED.
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CONT.
CONTINU
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DIAMETERS AND THE REMAINING CURTAIN SHALL HAVE A MINIMUM
C. PLUG WELDS _WITH EFFECTIVE FUSION DIAMETER OF 1 2 AT 12 O.C.
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COMP
LETE PENETRATION PLY.
PLYW00
�PENEfRATION
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SPACING OF 6 BAR DIAMETERS.
AT ALL PANEL SIDES LANDING ON BEAMS PARALLEL TO FLUTES.
C.I.
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CAST I N
PLACE P.P.
PARTIAL
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6. LAP - IN REINFORCING BARS SHALL BE BY THE NON CONTACT LAP AND PROVIDE CLOSURE PLATES. _ . .
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X I I. STR U CTU RAL M ETAL STUD ,
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SHALL BE 16 GAGE MINIMUM. SE DEfAILS.
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P D T0 UMNS.
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7. SHOTCRETE SHALL
NOT BE A PLIE COL
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DOUBLE JOIST `R �.
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:ALL STU TH ORCEM T
DS SHALL:CONFORM TO ASTM A446 WI A MINIMUM EN
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`YIELD P01 E
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5. UM BEARING OF DECKI G . � �
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MINIM N ON SUPPORTS SHALL BE 2 ����
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ASTM A446' WIT MINIMUM YIELD 40 00
H A POINT OF 0 PSL .
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_ SEE A DRAWINGS
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6. PROVIDE A MINIMUM OF ONE S NELSON STUD AT 24 - - - - -
HEAR CONNECTOR
D AND ROVED BY ARGHITECT. 2. ALL JOIST TO TRACK STUD 0 STUD
9. FINISH. AS` DETERMINE APP T TRACK AND TO JOIST
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E.F. EACH FACE S.C.D. 'S
EE CIVIL "'DRAWINGS
ONNECTIONS
O.C. ON ALL BEAMS WHER ` ECEIVE CONCREfE F
C SHALL BE MADE WITH TW0 2 ` 10 SELF-TAPPING
a
E METAL DECK IS TO R ILL
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ELEVATION DRILLING SCREW
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OF SHOTCRETE WALL INTENDED ` T0 BE- USED. ED
LOCATIONS GE . SECT
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3. AL STENERS T0 CONCRETE SLAB SH BE 0.145 INCH
BASEMENT
WALL AGAINS SH RING
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WITH FIRST AVAILABLE FLUT ' ` BEAM `AND `WORKING �
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E UAL NUMBER ' EACH SIDE _ _
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6 INCHES MAXIMUM F OM CHES ON:
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EACH SIDE ' SPECS:
:SP IFICATIONS
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EXTERI .
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4. MINIMUM SECTION PROPERTIES . BASED ON DIETRICH MANUFACTURER
EXT. OR STGD "STAG
GERED
B. IF CONNECTORS REMAIN EVERY UNFILLED LOW FLUTE.
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VII. CONCRETE UNIT MASONRY CMU
C. IF CONNECTORS REMAW EVERY FLUTE TWO STUD PATTERN .
C _ � SYMM. SYMM RICA
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MEMBER TYPE AREA IN Sx IN
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D. ' PLACE STUDS ONLY AFTER CAREFUL LAYOUT AND APPROVAL BY -
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z 1. CONCRETE BLOCK SHALL BE HOLLOW LOAD BEARING CONCRETE �
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0.549 FACE OF CONCRETE T:
TOP
STRUCTURAL ENGINEER.
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MASONRY UNITS 'CONFORMING TO ASTM C90 GRADE N 1 MORTAR SHALL
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FAR SIDE A. , ,_
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BE TYPE S. GROUT SHALL FOLLOW CONCRETE RE UIREMENTS EXCEPT ,�
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6 CWN 16GA. ` 0.398 ':0.765
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_ :. 8. ALL SHEAR CONNECTORS ARE TO BE 3 4 IN DIAMETER U.O.N.
<TOP F P
LATE `
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FOUND TION T&B ND BOTTOM
SEE SCH D. FOR STUD LENGTH
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0.675
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2. RE UIRED DESIGN STRENGTH F m - 1500 PSI MIN NON STRUCTURAL .
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ICKNESSES. NO ALLOWANCES 'HAV
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PROVIDE CONCREfE MASONR U ITS N GROUT WITH A MINIMUM
SHEETS ARE MINIMUM TH E BEEN
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5. ALL FRAMING TO COMPLY WITH MANUFACTURERS SPECIFICATIONS
G.L. GRID LINE T:O.S. TOP OF STEEL
SHOWN FOR ADD
ITIONAL CONCRETE FILL RE UIRED T0 COMPENSATE FOR
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IVE S
COMPRESS TRENGTH OF 2600 PSI AND TYPE S MORTAR PER,UBC
RE UIRED FOR APPLICAB E A ING CO TIONS. GLB. GLUED LAMINATED BEAM T.O. . ALL
AS ALL L FR M NFIGURA W TOP OF W
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F ECTIONS AND TO MAINTAIN 'SURFACE TOL ES `
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BEAM OR DECK DE L ERANC
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RE UIREMENTS. '
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CONCRETE MASONRY UNITS AND 'GROUT WITH COMPRESSIVE STRENGTH
U ' H.S.B. HIGH STRENGTH BOLTS
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10. MINIMUM LATERAL CONCRETE COVER FOR SHEAR CONNECTORS T0-BE
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OF 3750 PSL
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STRENGTH SHALL BE ESTABLISHED BY PRISM TEST PER IBC SECTION
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V.I.F. VERIFY IN FIELD :
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I.D. INSIDE DIAMETER
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11. ` SEE TYPICAL METAL DECK :DETAILS.
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3. USE OPEN END UNITS BOND BEAM UNITS AT HORIZONTAL REINFORCING.
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UNITS SHALL BE PLACED IN RUNNING BOND PATTERN UNLESS OTHERWISE
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`SPECIAL INSPECTION-W ACCORDAN E E 1701 THE BC
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NOTED ON PLAN.
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1. THE' FIELD'STRENGTH OF CONCRETE AT TRANSFER` OF PRESTRESS SHALL `
A. FOOTING EXCAVATIONS AND COMPACTION
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= E. ANCHOR BOLTS"`SET IN CONCRETE
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G. CONCRETE `GROUT STRENGTH TESTING
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NOMINAL DIAMETER
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H.` EPDXY ANCHOR EPDXY DOWEL
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AREA 0.153 `IN2
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; ULTI ATE STRENG H
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8. ALL ISOLATED BOLTS EMBEDDED IN MASONRY SHALL BE' GROUTED SOLIDLY
J. STRUCTURAL WELDING SHOP AND FIELD
Q TEMPORARY STRESS TO OVERCOME FRICTION 216 KSI
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IN PLACE WITH NOT 1ESS THAN 2 OF GROUT SURROUNDING THE BOLT.
K. SHEAR CONNECTOR : WELD STUD AND MEfAL DECK WE DING
ANCHOR STRESS 189 KSI
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EFFECTIVE STRESS 175 KSI
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ELONGATION .079 IN FT
UNITS LAYING PATTERN AND 'JOINT TYPE.
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>10. NOT :USED
AND SHALL BE'IN AN APPROXIMATE PARABOLIC DRAPE BETWEEN `
SUPPORTS: UNLESS NOTED OR SHOWN OTHE I 10CATE
RWISE. D MENSIONS
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THE CENTER OF GRAVIIY OF THE TENDON OR GROUP OF TENDONS FROM
` 11 . PROVIDE SHORING AND BRACING AS RE UIRED `'FOR WALL CONS
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TRUCTION.
BOTTOM OF SLAB UNCESS NOTED` OTHE ' POINTS ARE AT
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MIDSPAN UNLESS` NOTED OR SHOWN OTHERWISE.
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SPECIFICATION ONRY STRUCTURES AC1 530.1 =02 -
S FOR MAS ASCE 6 02
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� 4. " FIELD TESTS SHALL BE MADE WITH JACKS OR OTHER INSTRUMENTS' ON
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MAXIMUM LIFT CEED 13 FEEf.
NOT `TO EX
TENDONS WHILE JACKING T0 THE TENDONS.
DEfERMINE BEHAVIOR OF
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FIECD READINGS OF THE ELONG TIONS AND 0 S SSING FORCES SHALL �-
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I WAL�S.
NOT VARY MORE THAN 7� F VALUES.
ROM CALCULATED RE UIRED
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5. RECORDS OF ALL JACKING FO EL S S LL PT '
RCES AND ONGATION HA BE KE
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- : DEFERRED SUBMITTAL PER IBC SEC. 106.3.4.2
BY A CERTIFIED PRESTRESS `INSPECTOft AND SHALL PROMPTLY BE
DESIGN BUILD ITEM.
SUBMITTED TO THE OWNER.
BY GENERAL CONTRACTOR
VIII. EPDXY ANCHOR EPANSION ANCHOR ,
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6. ONE 1 SAMPLE OF EACH REEL OR HEAT SHALL BE TESTED BY AN
PROVIDE DESIGN BY COLORADO REGISTERED LICENSED STRUCTURAL ENGINEER ?
a 1. INSTALLATION:
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APPROVED LABORATORY. TEST ESULTS SHALL BE SUBMITfED 'TO THE
, 1. AL STEEL STAIRS
AN BUI G DEPARTMENT BEFORE
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A. HOLES FOR GR ORS SH LL E D
OWNER D LDIN PRESTRESSING
' �Ss
UED FOR
OUTED ANCH A B RILLED WITH
SYSTEM AND ANCHORAGE METAL STUD RA
2. WINDOW WALL F MING
MILL CERTIFICATES ARE ACCEPTABLE . � )
A ROTARY HAM R OTHER SUITABLE MEfH
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MER 0 ODS TO
3. W ASHING SYSTEM
INDOW W
: 04 07 0
6 PROGRESS C
D SET
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; `ENSURE STING REINFORCII�G I _
THAT EXI S NOT DAMAGED.
4. U V
7. TWISTING OR ENTWINING OF INDIVIDUAL WIRES OR S NDS WITHIN A
HI
TRA
05 12 06 . SUMMAR
9 ' ALL MISDRILL OR UNACCEPTABLE HOLES SHAL
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ED L BE
` BUNDLE OR A BEAM SHALL NOT BE PERMITTED. 5. SITE WORK
INCLUDING RETAINING WALL.
GROUTED SO .
LID
6. UNDERPIN
NING AND SHORING.
I 05 22` 07 PLAN CHECK R
ESUBMITTA
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, B. THE ANCHORS MUST BE INSTALLED IN ACCORDANCE WITH
8. 0 S D MISCELLANE DWARE SHALL BE
ALL`ANCH RAGE COUPLERS AN OUS HAR
RE UIREMENTS GIVEN IN THE ICC RESEARCH COMMITTEE
,
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STANDARD AND APPROVED BY GOVERNING AGENCIES AND` THE ENGINEER.
RECOMMENDATIONS FOR T IC ANC 0
HE SPECIF H R.
F
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B TESTING AND CIAL INSP
9. TENDONS SHALL BE`SECURED TO A SUF ICIENT NUMBER OF POSITIONING
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2. JO SPE ECTION.
ATION DURING AND AFTER PLACEM
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DEVICES TO JNSURE" CORRECT LOC ENT
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OF CONCRETE BUT B SUPPORTED AT A MAXIMUM OF 4 0 o.c. <
SHALL E
A. SPECIAL INSP N IS RE U
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ECTIO IRED UNLESS SPECIFICALLY NOTED.
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` TYPICAL.
1 DRILL-B COMPLIANCE WITH A I 94 -1 -
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IT NS B 12 977.
10. : CONTINUOUS INSPECTION IS RE UIRED FOR ALL PRESTRESS WORK.
2 CHECK HOLE DEPTH AND `CLEANLINESS PRODUCT DESCRIPTION
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INCLUDING PRODUCT'NAME ROD DIAMETER AND`
LENGTH.
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11. EE SPEC FICATION FOR ST SSING SE UENCE.
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3 VERIFY SI
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ADHE VE EXPIRATION DATE.
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4 CHECK ANCHOR INSTALLATION WITH MANUFACTURER S
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12. ALL POCKETS RE UIRED FOR A HORAGE- LL BE ADE UATELY
PUBLISHED INSTRUCTIONS AND THE ICC REPORT.
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REINFORCED SO AS NOT`TO DECREASE THE STRENGTH OF THE`
. STRUCTURE. ALL POCKEfS SHOULD BE WATERPROOF SO AS TO -
8. PULL-OUT TEST OR TOR UE TEST WHERE SPECIFICALLY NOTED
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. ELIMINATE WATER LEAKAGE THROUGH THE POCKET. ,
IN DRAWINGS.
13. ALL INSERTS AND SLEEVES SHALL BE' CAST-IN-PLACE WHENEVER .
fi
3.' GROUTED ANCHORS SHALL BE HILTI HIT ADHESIVE ANCHORS
FEASIBLE. DRILLED OR 'POWER-DRIVEN FASTENERS WILL BE PERMITTED _
_ MANUFACTURED BY HILTI INC. THE APPLICABLE ICC REPORT
,
WHEN IT CAN BE SHOWN THAT THE INSERTS WILL NOT SPALL THE
IS N0. 4419 OR ER-5193 LATEST EDITION. , -
,
CONCRETE AND ARE 10CATED S0 AS TO AVOID THE TENDONS AND
4. ACCEPTABLE DRILLED-IN CONCRETE OR MASONRY EXPANSION ANCHORS: THE
ANCHORAGES.
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;,__� _ • _ SHEET TITLE
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IT G
MOLLY COMPANY PARABOLT WEJ IT H L I FASTENIN SYSTEMS KWIK BOLT
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14. S OR MS M Y HORED WHEN ALL TENDONS HAVE BEEN
�� LAB BEA A BE DE S
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OR ITT PHILLIPS DRILL DIVISION RED HEAD . ICC 'APPROVED
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STRESSED UNLESS SHORING IS RE UIRED T0 CARRY FLOORS ABOVE.
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GENERAL NOTES
_ 15. SUPPLIER SHALL SUBMIT CALCULATIONS FOR ALL LOSSES FOR SPECIfIED
5. ACCEPTABLE EPDXY DOWEL: COVERT ADHESIVE ICC REPORT 4846
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STRESSING LENGTHS TO ENSURE MINIMUM FINAL EFFECTIVE FORCE IS
SIMPSON STRONG-TIE EPDXY ICC REPORT 4945 OR E UAL
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SEE MFR SPECIFICATION FOR RE UIREMENT AND EMBED' LENGTH.
MAINTAINED.
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. PROJECT OZOZS
DATE
,
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s c AS NOTES
ALE
SHEET
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C
NIS E LTING
O HKIAN M NNINGER CONSU AND STRUCTURAL ENGINEE S 005
R 2
5 30 2007 ;
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