Plans (3) BUP2014 00290
RECEIVED
DEC
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Architecture Interiors
+LITYOhTI
CARD PlanningEngineering
9 Lneenn
J
BUILDING DIVISION
Portland,OR
503.224.9560
Vancouver,WA
0.695.7 i
36 679
Seattle WA
206.749.9993 1
- www.mcknze.com
MACKENZIE.
DEzt<N DRIVEN t-CLIENT F—CVsED
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30 Portland
"BUILDING INDEX OF DRAWINGS ,
CODE DATA
84
T1.1 TITLE SHEET CODE ANALYSIS
"
BASED ON THE 2014 OREGON STRUCTURAL SPECIALTY CODE
1
Hiiborn s
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a
ARCHITECTURAL
26
GENERAL CODE ANALYSIS YSIS
- 10 � Project
A2.0 FRAMING PLAN
Beaverton PACIFIC CORPORATE
21 99 _ CONSTRUCTION. TYPE. III—B 05 A2.1 FLOOR PLAN
CENTER
.1 ELEVATIONS
SINGLE STORY
BUtLDiNG X227
Milwaukie DETAILS
A 8.1 1:5353 SW SEQUOIA
10
FIRE PROTECTION. FULLY SPRINKLERED
_ PKWY, PORTLAND
OR
97224
24 EXISTING OCCUPANCY: A3 _
STRUCTURAL
PROPOSED OCCUPANCY: B
Tigard
99O 212
g
S1.0 GENERAL NOTES
5 - BUILDING AREA.. 31,872 S.F.
_ S1.1 TYPICAL NOTES
T alatin Lake OswegoCiackarnas
ALLOWABLE FLOOR AR-EA. 90,
250 S.F. S2. 1 FOUNDATION PLAN
PROJECT S2.2 ROOF FRAMING PLA
N
53.1 STRUCTURAL ELEVATIONS
LOCATI
oNS8.1 DETAILS
ALLOWABLE AREA -FOR1u�JLA (SECTION 506.1) ALLOWABLE AREA-CALCIJ>j�►T10N
_ -
Aa- At + At If + At Is (EQUATION 5-1) B OCCUPANCY . TYPE III-B CONSTRUCTION:
+ 9 00 0.75 +19,000(3)
19 000 1 0
Aa=ALLOWABLE AREA PER FLOOR SQUARE FEET
= ACCORDANCE
N
Wilsonville
At TABULAR AREA PER FLOOR 1
Aa-19,000+14,250+57,000
W/ TABLE 503 (SQUARE FEET) Aa=90,250 SF
_ PERCENT
CREASE DUE TO FRONTAGE
If-AREA IN (PERCENT)
C
AS. CALCULATED IN ACCORDANCE
W1 SECTION 506.2.
VICINITY MAP
SYMBOL LEGEND
,
SECTI
ON
FRONTAGE WCREABE_FOA (SECTION FRONTAGE tCRFASECALCULATION
E Y MARKS
X
BUILDING SECTION KE
NUM
_ SHEET
- #
If= 100 F W If- 100 1000- 30
. : .__ — -0.25 . 0.25
RD. _
BONITA TA 1000. . 30
S W B (EQUATION 5 2
P 30 EQ
_ ( I
(
If= 100(0.75)(1.0 MAX)
SECTION
If=AREA INCREASE .DUE TO FRONTAGE
If= 75%
- IC
X
_ PERIMETER .WHICH FRONTS- ON A PUBLIC_ F BUILDING..PE SECTION .KEY MARKS
NUM SHEET#
(
WAY OR OPEN SPACE HAVING 20 FEET 6096mm) YARDS PROVDEE> NORTH - 30 FEET
_.
H (FEET) SOUTH 30 FEET
OPEN MINIMUM WIDT (F ) '
t'J .
P=PERIMETER OF ENTIRE BUILDING (FEET) EAST 30 FEET DETAIL
O
0L� G3
- 0 OPEN SPACE FEET IN WEST - 30 FEET
W-WIDTH OF PUBLIC WAY R (FEET)
ACCORDANCE WITH SECTION 506.2.1 (AVERAGE
DETAIL REFERENCE MARKS X
_ SHEET#
-t7 _ NUM
R
O
OF
KEYNOTE
D
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KENOTEBU: BBLE MARK MEMBERS X
MACKENZIE 2014
C
4 0
ROOM NAME ALL RIGHTS RESERVED`
> 0
_
OFFlC
THESE DRAWINGS ARE THE PROPERTY t
MACKENZIE AND ARE NOT TO BE USE[
Owner ROOM/SPACE IDENTIFICATION 101
OR REPRODUCED IN ANY MANNER,
ROOM
WITHOUT PRIOR WRITTEN PERMISSION
t-1 H N
"H DOOR SYMBOL NUMBER XX
REVISIONS..
CJ
H H
0
rn
_ < REVISIONS REVISION DELTA
Q—D h—d H 4' 5-j THIS CLOSING DATE
W Uj SHEET
V
Architect
Mackenzie
Contact: "Adam Solomonson (cjsC ncknze.com)
a 100
1515 SE Water Ave., Suite
PROJECT Portland, Oregon 97214
tel:l 503.224.9560
LOCA TION
fax: 503.228.1285 SHEET TITLE.
TITLE SHEET
.
Srt>tctt>IrA 1 Engineer
MY OF TIGAM
R CODS COA071ANCR
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Approved.
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Concoct. Josh McDowell dm®m kze ) Permit
1515 SE Water Ave., Suite 100
Addreses
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CHECKED BY:
SHEET
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LOCATION r Ti'l
ID Mr EE [E 4 7r IE F
PORTLAND OR
15353 SW SEQUOIA KWY
BUILDING #227
El
JOB NO.
2140047.00
SUBMITTED FOR PERMIT 11.10.14
/N, Floor Plan
/s"=i'-o»
BOOR PLAN
i
CITY OF TIGARD
Approved -b Planning
Date: 12-6 M/
APPROVAL FROM A&E.
(M"NERAL STRUCTURAL NOTES
SHTG
LATEST EDITION OF ACI 304R AND PROJECT SPECIFICATIONS. ALL CONCRETE
TYPICAL
-4%7 1 PU
SECTION 8. MINIMUM PRETENSION AS STATED IN TABLE 8.1 AND INSPECTED PER .
I . : ..
N Mr_WtJ1Kr_M=1V I0 AND QUALI I r GUN I KUL I -0K MASONRY SHALL
L COMPLY WITH IBC SECTIONS 2104 AND 2105.
SIMILAR
.............. L .........................
R.L.� 11 ... .... . . ... . .. I L :.� . ...... 4.0
.-VERTICAL
SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED SHALL BE THOROUGHLY
�SLRS
:.
SECTION 9 OF THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING
CONCRETE
STRUCTURALSTEEL
MASONRY
STRUCTURAL OBSERVATION
'SHORT LEG VERTICAL
CLEANED. LAITANCE AND STANDING WATERSHALL BE REMOVED .
STRUCTURAL DEFERRED SUBMITTALS
HIGH-STRENGTH BOLTS. PROVIDE ASTM A490 BOLTS OR ASTM F2280 TWIST -OFF
DESIGN CRITERIA
i..
CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND
1.
ALL W -SECTION SHAPES SHALL CONFORM TO ASTM A992. CHANNEL SHAPES AND
1
MASONRY UNITS SHALL BE GRADE N HOLL OW CONCRETE UNITS CONFORMING TO
IN ACCORDANCE W71BC CH 17 AND AT THE DIRECTION OF THE ENGINEER OF,. RECO
AB
ANCHOR BOLT
THE STRUCTURAL STEEL SECTION OF THE GENERAL STRUCTURAL NOTES.
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
...,.AND
OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
REVIEWED BY THE ENGINEER. MIX DESIGNS SHALL BE SEALED BY A PROFESSIONAL,
DETAILS. CONNECTION TYPE IS PRE -TENSIONED UNLESS NOTED OTHERWISE BOLTS:
PLATES SHALL CONFORM TO ASTM A36. (UNLESS OTHERWISE NOTED ON THE DWG).
AT 2� -8 OC VERT.. AND SOLID GROUT, UNLESS NOTED.OTHERWISE ON THE
THE REQUIREMENTS OF ASTM C90.
THE FOLLOWING ITEMS REQUIRE PERIODIC STRUCTURAL OBSERVATION. NOTIFY
'AGI
AMERICAN CONCRETt IN TITUTE%
S
STANDARD
I.,
GOVERNING BUILDING CODE; 2014 OREGON STRUCTURAL SPECIALTY CODE
DRAWINGS.
ENGINEER LICENSED IN THE STATE OF THE PROJECT.
2.
STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B OR
Z
ALL MASONRY ASSEMBLIES SHALL DEVELOP A MINIMUM 28 -DAY COMPRESSIVE_
ENGINEER OF RECORD AT LEAST 48 HOURS BEFORE A DESIGNATED WORK IS TO Be",::
ADD'L,
ADDITIONAL
GENERAL'
2.;`
OCCUPANCY CATEGORY.:.. .................. I ....... 1
2.
AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33
ASTM A501. MILL TEST REPORTS FOR STEEL PIPE SHALL BE SUBMITTED FOR
STRENGTH Fm AS FOLLOWS.
COVERED.
AFF
ABOVE FINISH FLOOR
BAR DIAMETERS AT CORNERS AND INTERSECTIONS OF WALLS, UNLESS NOTED
3.
SNOW
AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C330-
APPROVAL.
EXTERIOR BEARING WALLS. 2500 PSI
AISC
AMERICAN INSTITUTE OF S TEEL
A. CONCRETE CAST AGAINST AND PERMANENTLYEXPOSEDTO EARTH ....... ...3.
STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION To BE
GROUND SNOW (Pg) ....... ............... 25 PSF
FLAT ROOF SNOW LOAD
EXCEPT AS OTHERWISE SHOWN, REINFORCE AROUND ALL OPENINGS WITH:
.:PORTLAND CEMENT SHALL BE TYPE I OR TYPE If AND SHALL CONFORM TO ASTM
C150. MINIMUM COARSE AGGREGATE SIZE IS 112 INCH
-3.
HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TOASTM A500, GRADE 8 (FY
S. CONCRETE EXPOSED TO EARTH OR WEATHER:
BARS #6 AND LARGER.. 2"
NON BEARING INTERIOR WALLS..'
................ ............ 1500 PSI
MADE.
(2) #5 x OPENING WIDTH PLUS 4� -0" AT HEAD
CONS TRUCTION
ALTERNATE
A hitectu're Intirl
ITEM
.9.
HEADED CONCRETE ANCHORS SHALL BE NELSON HEADED CONCRE TE ANCHORS
(PI) 25 PSF
............................ .....
(1) #5 x OPENING HEIGHT PLUS 4'-0" AT EACH JAMB.
(I 112"FOR S.O.G
PROVIDED.
46 KSQ
3.
MASONRY UNITS SHALL HAVE THE STRENGTHS SPECIFIED IN ISC TABLE 210522. 1.1
(OR APPROVED EQUAL), AND SHALL CONFORM TO ASTM A108. ANCHORS SHALL BE
18.
DESCRIPTION
A PPROX
-APPROXIMATE
a
C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
IMPORTANCE FACTOR ......... ......................... ... 1.0
'(SNOW
3...
ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER SEALING THE
MIX DESIGN.
4.
ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GR 36,.,UNLESS. NOTED
ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES
&.2 AND SHALL NOT BE INSTALLED PRIOR TO ATTAINING THE REQUIRED 28 -DAY
SLABS, WALLS, JOISTS - #11 BARS AND SMALLER ..... ......... 3/4"
SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE
ARCHUARCH ARCHITECTURAL
g nee
Plahning m En 1 flng
3.
DO NOT SCALE DRAWINGS; COORDINATE DIMENSIONS WITH ARCHITECTURAL'
BEAMS, COLUMNS -TIES, STIRRUPS, SPIRALS..:. ............
. . ... L 1
BUILD-UP IN ACCORDANCE W/ IBC
RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY.
ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE
FOR ALL VERTICAL REINFORCING'
OTHERWISE.
DRAWINGS.
STRENGTH -
REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 OR GRADE 75 AS
1. FOUNDATION
REINFORCING STEEL
ATR
ALL THREAD ROD
4.
WIND
SPECIFIED AND SHALL CONFORM TO ASTM A615 OR A706 (GRADE 60 ONLY) FOR
CONCRETE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM.
5.
STRUCTURAL STEEL DETAILING, FA13RICATION AND ERECTION SHALL CONFORM TO'
4..
�W
ALL THICKNESS SHALL BE AS SHOWN ON PLANS.
OF.THE INTERNATIONAL BUILDING CODE WITH AMENDMENTS.'.
WELD TYPE REINFORCING STEEL. REINFORCING BARS.SHALL NOT BE TACK WELDED,
@
AT:
21...
ROVIDE CONTROL JOINTS PER ARCH, OTHERWISE PLACE. JOINTS AT 20 '-0- OC MAX.
5.
SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
BASIC WIND SPEED (3 SECOND GUST).'__ ........................ 120 MPH
CEMENT CONTENT. CALCIUM CHLORIDE SHALL NOT BE LISED..
.
THE LATEST EDITION.OF AISC oSPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"
:5.,
JUSTIFICATION FOR ASSEMBLY STREN GTH SHALL BE EITHER BY UNIT STRENGTH
Z DRAG STRUT: :
INSTALLATION OF DRAG CHANNELS . I
-_'.B
BLD/BLDG
BOTTOM OF:
BUILDING
EXPOSURE .................................. ................... .... -B
4.
COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS:
WITH AMENDMENTS, AND THE AISC"CODE OF STANDARD PRACTICE FOR STEEL
POST -INSTALLED ANCHORS.
METHOD OR PRISM TEST METHOD AS DESCRIBED IN ACI -530..
C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES,
I I
SLKJBLKG
BLOCKIBLOCKING
.5.
SEISMIC
DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS,. ETC.
D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN.
FOOTINGS AND SLAB ON GRADE ........................... .......... 3000 PSI
REINFORCING BARS TO STRUCTURAL STEEL.,
BUILDINGS AND BRIDGES,- WITH AMENDMENTS.
6.
MORTAR FOR REINFORCED MASONRY SHALL CONFORM ASTM C270.:
ICC -ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC -ES REPORT (OR APPROVED
EQUIVALENT) IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE.
BM
BEAM
10.'
DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL
CONFORM TO THE RECOMMENDATIONS OF THE LATEST EDITION OF THE ACI 315
0.2 SEC. SPECTRAL RESPONSE ACCELERATION (Ss) 0.968
....................
WITH FILLER METALS WHICH HAVE A MINIMUM CHARPY V -NOTCH (CVN) TOUGHNESS
PER AISC 341-10 SEC71ON A3.4b. OTHER WELDS SHALL COMPLY WITH SECTION
CONCRETE TILT -UP ........................................... ..... 4000 PSI
�6.
BUCKLING -RESTRAINED 13RACED FRAMES SHALL CONFORM TO THE REQUIREMENTS
7.
MORTAR SHALL BE TYPE S.
DETAILING MANUAL.
BOTT
BOTTOM
EXPANSION BOLTS IN CONCRETE SHALL BE ONE OF THE FOLLOWING*
1.0 SEC. SPECTRAL RESPONSE ACCELERATION (Sl).... ....... ........ 0.420
G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
SEE MECHANICAL, PLUMBING, AND ELECT 'RICAL DRAWINGS FOR THE FOLLOWING:
CONCRETE OVER METAL DECK.. 3000 PSI
GROUT SHALL BE NON -SHRINKABLE GROUT CONFORMING TO ASTM C1 107 AND
OF AISC 341, SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS AS WELL AS:
8.
MORTAR SHALL BE MIXED BY MECHANICAL MEANS AND PROPORTIONED BY
A- HILTI HSL -3 CARBON STEEL HEAVY DUTY EXPANSION ANCHOR (ICC -ES REPORT
SR -1545)
BEARING
Portland, OF
SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH AT28 DAYS OF 500OLPS" PRE:.:
'GROUTING OF BASE PLATES WILL NOT BE PERMITTED.
DESIGN SPECTRAL ACCELERATION (SDS)... ........ .............. 0.718.
D1. I. WHERE WELDS ARE FOR MEMBERS DESIGNATED PA RT OF THE SFRS OR
LABELED DEMAND CRITICAL, WELDING PROCEDURES SHALL CONFORM TO Aws D1
.................
................ .......... .........
CONCRETE WALLS. ............ 5000 PSI
Bi HILTI HDA CARBON AND STAINLESS STEEL UNDERCUT A CH (IC ES�
N OR C -
THE'DESIGN PARAMETERS SET FORTH IN THE DRAWINGS. STRUCTURAL
EXCEPT AS SHOWN OR NOTED.
B. ELECTRICAL CONDUIT RUNS, OUTLETS IN WALLS AND SLABS.
BOXES
ACCURATE MEASUREMENT ACCORDING TO IBC TABLE NO. 2103.&
SPECIAL INSPEC71ON
CL
CONTROL JOINT
CENTER LINE
503.224.956(
.: : REPORT ESR -1 546)'L
,C. HILTI KWIK.SOLT. TZ CARBON AND STAINLESS STEEL ANCHORS (ICC -ES REPORT
DESIGN SPECTRAL ACCELERATION (Spl) ..... .............. ........ 0."2
C_ ONCRETE INSERTS FOR FIXTURES.
ELEVATED CONCRETE SLAB ............... ......................... 5000 PSI
THE REQUIRED CAMBERSISLOPES, DO NOT REMOVE FORMS OR BRACING UNTIL
CALCULATIONS AND DETAILS FOR THE SRS CONNECTIONS SHALL BE PROVIDED BY:,::
PROCEDURES TO BE susmiTTEb TO SPECIAL INSPECTOR FOR REVIEW AND
SHOVEL MEAS UREMENT WILL NOT BE ALLOWED.
IN ACCORDANCE WITH ISC CHAPTER 17, THE FOLLOWING TYPES OF WORK REQUIRE
CLR
-CLEAR
Vancouver, WA
HAS GAINED THE SPECIFIED 28 DAY STRENGTH OR SUFFICIENT
STRENGTH TO CARRY I 17S OWN WEIGHT AND SUPERIMPOSED LOADS PER THE
SITE CLASSIFICATION..... .............................................. D
5.
CONCRETE SLUMP SHALL BE 4 INCHES 1 INCH. EXCEPTION: MIX DESIGNED WITH
D. POWERS POWER-STUD+SD2 ANCHOR (ICC -ES REPORT ESR -2502).:
A PROFESSIONAL ENGINEER LICENSED IN THE STATE OP THE PROJECTS TO
MOTOR MOUNTS.
E. BRACING REQUIREMENTS
AGGREGATE FOR MASONRY MORTAR SHALL CONFORM TO ASTM C1 44.
SPECIAL INSPECTION. SEE THE SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL
CMU;
CONCRETE MASONRY UNIT
360.695.787E
E. ROWERS POWER-STUD+SDI (ICC -ES REPORT ESR -2818)
F. SIMPSON STRONG -TIE STRONG -BOLT 2 ANCHOR (ICC -ES REPORT ESR -3037)
SEISMIC DESIGN CATEGORY.. ................................ D
METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE
PLASTICISER OR WATER REDUCER.
CONDUIT OR PIPE SIZE (OD) SHALL NOTEXCEED 30 PERCENT OF SLAB THICKNESS
AND SHALL BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, UNLESS
ARCHITECTIENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND
11.:
GROUT FOR REINFORCED MASONRY SHALL CONFORM TO ASTM C476 -99 WITH A,
REQUIREMENTS FOR INSPECTION AND. TESTING. SPECIAL INSPECTION SHALL BE PAID
COL
COLUMN
Seattle, WA
SPECIFICALLY DETAILED OTHERWISE. CONCENTRATION OF CONDUITS OR PIPES
IMPORTANCEFACTOR .............. 1.0.
6.
MAXIMUM WEIGHT OF NORMAL -WEIGHT CONCRETE SHALL BE 150 PCF AND MAXIMUM
A. HILTI HIT -RE 500 -SD ADHESIVE ANCHOR (ICC -ES REPORT ESR -2322)
13..%� HILTI HY-150 MAX SD ADHESIVE ANCHOR (ICC -ES REPORT ESR -3M)
PERMITTING.
STRUCTURE AT ALL STAGES OF CONSTRUCTION.
28 -DAY COMPRESSIVE STRENGTH PER IBC TABLE 2105.2.2.1.2.
FOR AND PROVIDED BY THE OWNER.
CONC
CONN
CONCRETE
CONNECTION
206.749.999,
POWERS PE 1000+ EPDXY ADHESI -ES REPORT ESR -2583)
VEANCHOR(ICC
SEISMIC FORCE RESISTING SYSTEM (SFRS)
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
WEIGHT OF LIGHT -WEIGHT CONCRETE SHALL BE 115 PCF.
.-7.
BOLTS 3470 AND GREATER TO BE ASTM F1852, TYPE 1 (TWIST - OFF TENSION
_1Z
AGGREGATE FOR GROUT FOR MASONRY SHALL CONFORM TO ASTM C404
D.: :,..SIIWPSON STRONG -TIE SET XP EPDXY ADHESIVE ANCHOR (iCG-ES REPORT
ESR -2508)
CONSTRUCTION JOINT
WHERE SHOWN. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS
NOT SHOWN ON THE DRAWINGS.
BUILDING:
7.
MIXIN TRANSPORTING AND PLACING F CONCRETE SHALL CONFORM TO THE
E. SIMPSON STRONG-TiE AT -XP EPDXY ADHESIVE ANCHOR (1APMO LIES ER -263)
f%nPJTPn1 Rni T4Z% WITU TUDCAnC MUN I lnCrl thl OLOCA13 Of AM I
STRUCTURE, WORKERS AND VISITORS DURING CONSTRUCTION. SUCH MEASURE
15.
CURE AND PROTECT CONCRETE IMMEDIATELY AFTER PLACEMENT IN ACCORDANCE
RIBS AVAILABLE. PLACE A MINIMUM OF ONE STUD PER RIB FULL LENGTH OF THE
BEAM. PLACE ADDED STUDS IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH
mfulw MAMMAN #.j%ww
APPROVAL FROM A&E.
BEARING INTERMEDIATE PRECAST SHEARWALLS
I I
SHTG
LATEST EDITION OF ACI 304R AND PROJECT SPECIFICATIONS. ALL CONCRETE
TYPICAL
-4%7 1 PU
SECTION 8. MINIMUM PRETENSION AS STATED IN TABLE 8.1 AND INSPECTED PER .
I . : ..
N Mr_WtJ1Kr_M=1V I0 AND QUALI I r GUN I KUL I -0K MASONRY SHALL
L COMPLY WITH IBC SECTIONS 2104 AND 2105.
SIMILAR
.............. L .........................
R.L.� 11 ... .... . . ... . .. I L :.� . ...... 4.0
.-VERTICAL
SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED SHALL BE THOROUGHLY
�SLRS
:.
SECTION 9 OF THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING
14.
ALL REINFORCING FOR MASONRY WALLS SHALL BE GRADE 60 CONFORA41NG TO ALL
CERTIFICATION DOCUMENTS ARE REVIEWED AND ACCEPTED 13Y THE OWNER. IF
DESIGN RESPONSE COEFFICIENT (C.0 ....... I ............ L 0.233
'SHORT LEG VERTICAL
CLEANED. LAITANCE AND STANDING WATERSHALL BE REMOVED .
STRUCTURAL DEFERRED SUBMITTALS
HIGH-STRENGTH BOLTS. PROVIDE ASTM A490 BOLTS OR ASTM F2280 TWIST -OFF
�:sms
PROVISIONS OF THE CONCRETE REINFORCING SECTION.
OTP IRES: 12/31/l.5j
BASE SHEAR (V) ............ ....... I........ V=Cs*W
8.
ALL REINFORCING BARS, WELDED WIRE FABRIC, ANCHOR BOLTS, EM13EDDED PLATES
,SPACE(D)(S)
TENSION CONTROL BOLTS WHERE ASTM A49013OLTS ARE INDICATED ON PLANS OR..
15..
PROVIDE HORIZONTAL BOND BEAMS AT 4'-0" O.C. WITH (2) #4 CONTINUOUS & (1):#4
THE STRUCTURAL STEEL SECTION OF THE GENERAL STRUCTURAL NOTES.
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
...,.AND
OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT TO
DETAILS. CONNECTION TYPE IS PRE -TENSIONED UNLESS NOTED OTHERWISE BOLTS:
STAGG
AT 2� -8 OC VERT.. AND SOLID GROUT, UNLESS NOTED.OTHERWISE ON THE
MACKENZIE 2014
ALL RIGHTS RESERVED
ARCHTECTUREIENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND.
ULTRASONICALLY TESTED BY AN INDEPENDENT TESTING LAB
PLACING CONCRETE. PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED
STANDARD
NOTED AS TYPE SC (SLIP-CRIT7CAL) IN DETAILS SHALL BE INSTALLED AS
PERMITTING
DRAWINGS.
:STIFF
STIFFENER
MACKENZIE AND ARE NOT TO BE USEI
TO MAINTAIN CONCRETE PROTECTION SPECIFIED. "PULLING WE
-UP LDED WIRE
SLIP-CRITIAL WITH PAYING SURFACES PREPARED AS CLASS A SURFACE PER. AISC
J&
-REINFORCEMENT PLA N
CED I BOND BEAMS SHALL BE LAPPED A MINIMUM OF (40) BAR
GENERAL'
FABRIC WITH HOOKS DURING CONCRETE PLACEMENT IS NOT PERMITTED.
360. FOR BOLTS LESS THAN 314wO USE A307.
DIAMETERS AT SPLICES. PROVIDE CORNER BARS OF EQUIVALENT SIZE LAPPED (36)
.9.
CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS
8.
SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE.
BAR DIAMETERS AT CORNERS AND INTERSECTIONS OF WALLS, UNLESS NOTED
1.
THE PROJECT SPECIFICATIONS, DRAWINGS, STANDARD DETAILS, DETAILS IN THE
FOLLOWS: (SEE ACI 318 SECTION 7.7 FOR CONDITIONS NOT NOTED.)
CONTRACT DOCUMENTS IS PROHIBITED WITHOUT THE PRIOR APPROVAL OF THE
OTHERWISE ON DRAWINGS.
DRAWINGS, AND THE STRUCTURAL NOTES ARE TO BE COMPLEMENTARY. IN THE
A. CONCRETE CAST AGAINST AND PERMANENTLYEXPOSEDTO EARTH ....... ...3.
STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION To BE
17.
EXCEPT AS OTHERWISE SHOWN, REINFORCE AROUND ALL OPENINGS WITH:
CASE OF AN INCONSISTENCE NOT CLARIFIED BY THE DESIGNER OF RECORD THE
S. CONCRETE EXPOSED TO EARTH OR WEATHER:
BARS #6 AND LARGER.. 2"
MADE.
(2) #5 x OPENING WIDTH PLUS 4� -0" AT HEAD
MOST STRINGENT, HIGHEST QUALITY, AND BEST QUALITY PROVISIONS SHALL BE
................................... .........
.9.
HEADED CONCRETE ANCHORS SHALL BE NELSON HEADED CONCRE TE ANCHORS
(1) #5 x OPENING HEIGHT PLUS 4'-0" AT EACH JAMB.
PROVIDED.
................................
BARS #5 AND SMALLER. ...... 1VT
(OR APPROVED EQUAL), AND SHALL CONFORM TO ASTM A108. ANCHORS SHALL BE
18.
IN CONCRETE ELEMENTS. SUPPORTING MASONRY WALLS, EMBED DOWELS TO
.2.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION. THE
C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
AUTOMATICALLY END WELDED WITH SUITA13LE STUD WELDING EQUIPMENT IN THE
MATCH SIZE AND LOCATION OF VERTICAL MASONRY REINFORCEMENT. LAP DOWELS
ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES
SLABS, WALLS, JOISTS - #11 BARS AND SMALLER ..... ......... 3/4"
SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE
AND VERTICAL REINFORCEMENT (48) BAR DIAMETERS. PROVIDE BAR POSITIONERS
3.
DO NOT SCALE DRAWINGS; COORDINATE DIMENSIONS WITH ARCHITECTURAL'
BEAMS, COLUMNS -TIES, STIRRUPS, SPIRALS..:. ............
. . ... L 1
RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY.
FOR ALL VERTICAL REINFORCING'
DRAWINGS.
REINFORCING STEEL FOR CONCRETE SHALL BE GRADE 60 OR GRADE 75 AS
10.
DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON DEFORMED BAR ANCHORS (OR
19.
PROTECT ALL MASONR Y UNITS, STOREUAND ERECTED AT JOB SITEI FROM
ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION
SPECIFIED AND SHALL CONFORM TO ASTM A615 OR A706 (GRADE 60 ONLY) FOR
APPROVED EQUAL), AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING
20.
THE ELEMENTS.
OF.THE INTERNATIONAL BUILDING CODE WITH AMENDMENTS.'.
WELD TYPE REINFORCING STEEL. REINFORCING BARS.SHALL NOT BE TACK WELDED,
TO ASTM A496. ANCHORS SHALL BE AUTOMATICALLY END- WELDED WITH SUITABLE
21...
ROVIDE CONTROL JOINTS PER ARCH, OTHERWISE PLACE. JOINTS AT 20 '-0- OC MAX.
5.
SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
WELDED, HEATED, OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR
WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN
SEE SHEET S1. 1 FOR JOINT DETAIL.
A. SIZE AND LOCATION OF ALL OPENINGS, EXCEPT AS NOTED.
APPROVED BY THE STRUCTURAL ENGINEER.
ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING
B. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON13EARING WALLS
9.
WELDING REINFORCEMENT BARS, WHEN APPROVED BY THE STRUCTURAL
COMPANY.
POST -INSTALLED ANCHORS.
C. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES,
ENGINEER, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD: D1A
LATEST EDITION. E70XX ELECTRODES SHALL BE USED IN WELDING A7W
�Af.
WELDS USED IN MEMBERS AND: CONNECTIONS IN THE SEISMIC FORCE RESIS77NG
SYSTEM (SFRS) (I.E. DRAG -STRUTS, MOMENT FRAMES & BRACE FRAMES)
ANCHOR SYSTEMS SHALL COMPLY WITH THE LATEST REVISION OF
DEPRESSED AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS,. ETC.
D. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN.
REINFORCING BARS TO STRUCTURAL STEEL.,
DESIGNATED IN THE DRAWINGS AS DEMAND CRITICAL (PC) WELDS SHALL BE MADE
ICC -ES ACCEPTANCE CRITERIA AND HAVE A VALID ICC -ES REPORT (OR APPROVED
EQUIVALENT) IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE.
E. FLOOR AND ROOF FINISHES.
10.'
DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL
CONFORM TO THE RECOMMENDATIONS OF THE LATEST EDITION OF THE ACI 315
WITH FILLER METALS WHICH HAVE A MINIMUM CHARPY V -NOTCH (CVN) TOUGHNESS
PER AISC 341-10 SEC71ON A3.4b. OTHER WELDS SHALL COMPLY WITH SECTION
2.:
UNLESS OTHERWISE NOTED ON THE DRAWINGS USE 'ANCHORS LIST BELOW.
F. STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN.
DETAILING MANUAL.
A3.4,Aa
EXPANSION BOLTS IN CONCRETE SHALL BE ONE OF THE FOLLOWING*
G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
SEE MECHANICAL, PLUMBING, AND ELECT 'RICAL DRAWINGS FOR THE FOLLOWING:
11.
GROUT SHALL BE NON -SHRINKABLE GROUT CONFORMING TO ASTM C1 107 AND
12
SUBMIT A WELDING PROCEDURE IN ACCORDANCE WITH LATEST E0177ON OF AWS
A- HILTI HSL -3 CARBON STEEL HEAVY DUTY EXPANSION ANCHOR (ICC -ES REPORT
SR -1545)
A. PIPE RUNS, SLEEVES, HANGERS, TRENCHES,.WALL AND SLAB OPENINGS,ETC.,
SHALL HAVE A SPECIFIED COMPRESSIVE STRENGTH AT28 DAYS OF 500OLPS" PRE:.:
'GROUTING OF BASE PLATES WILL NOT BE PERMITTED.
D1. I. WHERE WELDS ARE FOR MEMBERS DESIGNATED PA RT OF THE SFRS OR
LABELED DEMAND CRITICAL, WELDING PROCEDURES SHALL CONFORM TO Aws D1
Bi HILTI HDA CARBON AND STAINLESS STEEL UNDERCUT A CH (IC ES�
N OR C -
EXCEPT AS SHOWN OR NOTED.
B. ELECTRICAL CONDUIT RUNS, OUTLETS IN WALLS AND SLABS.
BOXES
12.
FORMS FOR CONCRETE SHALL BE LAID OUTAND CONSTRUCTED TO PROVIDE FOR
-8
AND MANUFACTURER'S RECOMMENDATIONS (WHERE APPLICABLE). APPROVED
.: : REPORT ESR -1 546)'L
,C. HILTI KWIK.SOLT. TZ CARBON AND STAINLESS STEEL ANCHORS (ICC -ES REPORT
C_ ONCRETE INSERTS FOR FIXTURES.
THE REQUIRED CAMBERSISLOPES, DO NOT REMOVE FORMS OR BRACING UNTIL
PROCEDURES TO BE susmiTTEb TO SPECIAL INSPECTOR FOR REVIEW AND
ESR -1917)
D. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR
.,�::CONCRETE
HAS GAINED THE SPECIFIED 28 DAY STRENGTH OR SUFFICIENT
STRENGTH TO CARRY I 17S OWN WEIGHT AND SUPERIMPOSED LOADS PER THE
13.
APPROVAL THEN TO THE ENGINEER FOR REVIEW
SEE FRAME ELEVATIONS FOR LOCATION OF PROTECTED ZONES FOR LATERAL
D. POWERS POWER-STUD+SD2 ANCHOR (ICC -ES REPORT ESR -2502).:
MOTOR MOUNTS.
E. BRACING REQUIREMENTS
APPLICABLE PROVISIONS OF ACI 347.
RESISTIVE FRAMES. NO CONNEc TfoNs OR ATTACHMENTS ARE PERMITTED. WITHIN
E. ROWERS POWER-STUD+SDI (ICC -ES REPORT ESR -2818)
F. SIMPSON STRONG -TIE STRONG -BOLT 2 ANCHOR (ICC -ES REPORT ESR -3037)
7.
METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE
-13.
CONDUIT OR PIPE SIZE (OD) SHALL NOTEXCEED 30 PERCENT OF SLAB THICKNESS
AND SHALL BE PLACED BETWEEN TOP AND BOTTOM REINFORCING, UNLESS
14.
PROTECTED ZONES.
LOWEST ANTICIPATE D SERVICE TEMPERATURE (LAST) SHALL BE 50- F FOR INDOOR
ADHESIVE ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING:
RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL
NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE
SPECIFICALLY DETAILED OTHERWISE. CONCENTRATION OF CONDUITS OR PIPES
CONDITIONED STRUCTURES & 0* F FOR OUTDOORIUNCOND STRUCTURES
A. HILTI HIT -RE 500 -SD ADHESIVE ANCHOR (ICC -ES REPORT ESR -2322)
13..%� HILTI HY-150 MAX SD ADHESIVE ANCHOR (ICC -ES REPORT ESR -3M)
STRUCTURE AT ALL STAGES OF CONSTRUCTION.
14.
SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED.
PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE
.15.
16.
ALL EXTERIOR STEEL TO BE GALVANIZED. PLUG GALV HOLES W1 ALUMINUM PLUGS.
HEADED SHEAR CONNECTORS STUDS ON COMPOSITE STEEL BEAMS SHALL BE
POWERS PE 1000+ EPDXY ADHESI -ES REPORT ESR -2583)
VEANCHOR(ICC
8.
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
BEFORE PLACING. CORING THROUGH CONCRETE IS NOT PERMITTED EXCEPT
UNIFORMLY SPACED. U.O.N_ DO NOT USE MORE THAN ONE STUD PER RIB W1-fERE
D.: :,..SIIWPSON STRONG -TIE SET XP EPDXY ADHESIVE ANCHOR (iCG-ES REPORT
ESR -2508)
THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
WHERE SHOWN. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS
NOT SHOWN ON THE DRAWINGS.
THE NUMBER OF STUDS REQUIRED IS LESS THAN OR EQUAL TO THE NUMBER OF
E. SIMPSON STRONG-TiE AT -XP EPDXY ADHESIVE ANCHOR (1APMO LIES ER -263)
STRUCTURE, WORKERS AND VISITORS DURING CONSTRUCTION. SUCH MEASURE
15.
CURE AND PROTECT CONCRETE IMMEDIATELY AFTER PLACEMENT IN ACCORDANCE
RIBS AVAILABLE. PLACE A MINIMUM OF ONE STUD PER RIB FULL LENGTH OF THE
BEAM. PLACE ADDED STUDS IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH
SCREW ANCHORS IN CONCRETE SHALL BE ONE OF THE FOLLOWING�
SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION
LOADS, ETC. VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT
WITH ACI 308, ACI 305, AND ACI 306. CURING COMPOUNDS USED ON CONCRETE THAT
A
AND MOVING TOWARDS THE MID -SPAN UNTIL REQUIRED NUMBER OF STIUDS Is
A.. POWERS WEDGE -BOLT+ SCREW ANCHOR (ICC -ES REPORT ESR -2526)
B.I. HILTI KWIK HUS -EZ SCREW ANCHOR (ICC -ES REPORT ESR -3027)
INCLUDE REVIEW OF THE ABOVE ITEMS...
IS TO RECEIVE RESILIENT TILE FINISH SHALL BE APPROVED BY THE TILE
MANUFACTURER BEFORE USE.
SUPPLIED. FOR MULTIPLE STUDS TRANSVERSE TO THE LONGITUDINAL AXIS OF THE
B. SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC -ES REPORT ESR -2713)
OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL ELEMENTS
16.
PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLABS -ON -GRADE AS SHOWN IN
BEAM., THE MINIMUM STUD SPACING TO BE 3"O.C. AND 1" MINIMUM CLEAR FROM.
FLANGE EDGE. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR,TO THE
ANCHORS IN CONCRETE OVER STEEL DECK SHALL BE ONE OF THE FOLLOWING. -
UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.
TYPICAL DETAILS SO AS TO DIVIDE SLABS INTO APPROXIMATELY RECTANGULAR
-THE
INSTALLATION OF THE HEADED'STUDS.
A. :HILTI KWIK BOLTTZ CARBON AND STAINLESS STEEL ANCHORS (IPC -ES REPORT
10.
CONSTRUCTION LOAD (MATERIAL AND EQUIPMENT) SHALL -NOT EXCEED THE DESIGN
AREAS NOT OVER 225 SQUARE FEET WITH A RATIO OF LONG TO SHORT SIDES NOT
ESR -1917)
LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING ANDI OR BRACING
OVER 1.5 AND SPACING NOT EXCEEDING 16-00 ON CENTER. IN ADDITION, PROVIDE
B. HILTI HIT -RE 500 -SD ADHESIVE ANCHORS (ICC -ES REPORT ESR -2322).
WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH.
CONTROL JOINTS OFF OF ALL REENTRANT CORNERS TO INTERSECTION OF
C. SIMPSON STRONG -TIE STRONG-13OLT 2 WEDGE ANCHOR (ICC -ES REPORT
11.
WHEN A DETAIL IS IDENTIFIED, THE CONTRACTOR SHALL APPLY THIS DETAIL IN
CONTROL JOINTS BEYOND. PROVIDE CONTROL JOINTS TO CONNECT OFFSET
ESR -3037)
ESTIMATING AND CONSTRUCTION TO EVERY LIKE CONDITION.WHETHER OR NOT ME
COLUMNS, PITS AND OTHER INTERRUPTIONS TO THE SLAB.
b. SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC -ES REPORT ESR-2713)�L
REFERENCE IS MADE IN EVERY INSTANCE.
17.
AN INDEPENDENT TESTING AGENCY TO PERFORM FIELD QUALITY CONTROL TEST.,
EXPANSION ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING:
ANY REFERENCES TO THE RECOMMENDATIONS, GUIDELINES, OR REQUIREMENTS IN
PROVIDE FREE ACCESS TO CONCRETE OPERATIONS AT PROJECT SITE AND
A. HILTI KWIK BOLT 3 (KB3) ANCHORS (ICC -ES ESR -1385)
NATIONAL PUBLICATIONS, SUCH AS BUT NOT LIMITED TO ASCE, ASTM, IBC, AC), AISC,
COOPERATE WITHAPPOINTED FIRM. SUBMIT PROPOSED MIX DESIGN OF EACH
B_ POWERS POWER-STUD+SD1 (ICC -ES ESR -2966)
NDS, OR AWS. IN THE CONSTRUC77ON DOCUMENTS SHALL BE FOLLOWED AS IF
CLASS OF CONCRETE TO INSPECTION AND TESTING FIRM FOR REVIEW PRIOR TO
C. SIMPSON STRONG -TIE WEDGE -ALL ANCHOR (ICC -ES REPORT ESR -1396)
THEY ARE MANDATORILY SPECIFIED.
COMMENCEMENT OF CONCRETE OPERATIONS. COMPRESSIVE STRENGTH TESTS:.
D. SIMPSON STRONG -TIE STRONG -BOLT 2 WEDGE ANCHOR (IAPMO LIES ER -240)
ASTM C39/C39M. FOR EACH TEST, MOLD, AND CURE THREE CONCRETE TEST
ADHESIVE ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING:
FOUNDATION
CYLINDERS. OBTAIN TEST SAMPLES FOR EVERY 100 CU YD OR LESS OF EACH CLASS
A. :HILTI HY-150 AM SD ADHESIVE ANCHOR (ICC -ES REPORT ESR -1967)
OF CONCRETE PLACED. TAKE ONE ADDITIONAL THREE TEST CYLINDERS DURING
13. SIMPSON. STRONG -TIE SET EPDXY ADHESIVE ANCHOR (ICC -ES REPORT:
FOUNDATIONS HAVE BEEN DESIGNED USING THE CONVENTIONAL FRAMING
COLD & HOT WEATHER CONCRETING AS DEFINED BY ACI 305 AND ACI 3N, CURED
ESR -1772)
PROVISIONS AND 1500 PSF ALLOWABLE SOIL BEARING PRESSURE PER IBC CH 18
ON JOB SITE UNDER. SAME CONDITIONS AS CONCRETE IT REPRESENTS. PERFORM
C. SIMPSON STRONG -TIE SET XP EPDXY ADHESIVE ANCHOR (1APMO UES ER -265)
FOUNDATIONS ARE TO BEAR ON NATIVE UNDISTURBED SOIL.
ONE SLUMP TEST FOR EACH SET OF TEST CYLINDERS TAKEN, FOLLOWING
D. :SIMPSON STRONG -TIE AT XP EPDXY -281)
ADHESIVE ANCHOR (1APMO UES ER
2.
CONTRACTOR WILL PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER
PROCEDURES OF ASTM C143/C143M. ONE AIR CONTENT TEST FOR EACK
SCREW ANCHORS IN MASONRY SHALL BE ONE OF THE FOLLOWING:
SURFACE, GROUND OR SEEPAGE WATER. ALL ABANDONED FOOTINGS, UTILITIES,
SET OF COMPRESSIVE STRENGTH SPECIMENS, COMPLYING ASTM C231.
B. HILTI KWIK HUS -3056)
-EZ SCREW ANCHOR (iCC-ES REPORT ESR
ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.
18.
WHERE INDICATED ON THE DRAWINGS, INTENTIONALLY ROUGHENED CONCRETE
C. SIMPSON STRONG -TIE TITEN HD SCREW ANCHOR (ICC -ES REPORT ESR -1 056).
CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,
SHALL BE CLEAN AND FREE OF LAITANCE AND ROUGHENED TO A FULL AMPLITUDE
3.
ANCHORS INSTALLED IN THE BOTTOM OF CONCRETE OVER STEEL DECK SHALL BE
SHEATHING AND SHORING REQUIRED TO SAFELY RETAIN THE EARTH. BANKS
OF 114"
INSTALLED IN THE BOTTOM FLUTE ONLY.
4..
ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE HAS REACHED ITS DESIGN
STRENGTH
5.
FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL DETAIL. USE EMBEDMENT
ECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN.
6.
MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON..
POST -INSTALLED ANCHORS FOR ANCHOR INSTALLER.
.7.
CONTRACTOR COORDINATE ANCHOR AND REINFORCING LOCATION. IT IS
UNACCEPTABLE TO CUT REBAR FOR POST INSTALLED ANCHORS WITHOUT PRIOR
APPROVAL FROM A&E.
NOTES:
SHTG
SHEATHING
TYPICAL
wo
1. SPECIAL INSPECTION OF SHOP FABRICATION AND SHOP WELDING SHALL MATCH THE
Sim
SIMILAR
VERT
.-VERTICAL
REQUIREMENTS FOR FIELD FABRICATION AND FIELD WELDING UNLESS SHOP
�SLRS
-,SEISMIC LOAD RESISTIVE SYSTEM
WE)
CERTIFICATION DOCUMENTS ARE REVIEWED AND ACCEPTED 13Y THE OWNER. IF
SLV
'SHORT LEG VERTICAL
WIDE FLANGE BEAM
STRUCTURAL DEFERRED SUBMITTALS
APPROVED BY THE OWNER, SPECIAL INSPECTION OF SHOP FABRICATION AN D SHOP
�:sms
SHEET METAL SCREW
OTP IRES: 12/31/l.5j
WORK POINT
WELDING SHALL NOT BE REQUIRED FOR CERTIFIED FABRICATORS AS REQUIRED BY.
SPISPA
,SPACE(D)(S)
CONTRACTOR TO SUBMIT DRAWINGS AND CALCULATIONS BEARING THE SEAL OF A
THE STRUCTURAL STEEL SECTION OF THE GENERAL STRUCTURAL NOTES.
SPEC
SPECIFICATION
RAL'
PROFESSIONAL ENGINEER LICENSED IN THE STATE OF THE PROJECT TO
EXCEPTIONS: ALL COMPLETE -PENETRATION WELDS ARE REQUIRED TO BE
STAGG
.�.STAGGERED
MACKENZIE 2014
ALL RIGHTS RESERVED
ARCHTECTUREIENGINEER BEFORE SUBMITTING TO JURISDICTION FOR REVIEW AND.
ULTRASONICALLY TESTED BY AN INDEPENDENT TESTING LAB
�STD
STANDARD
THESE DRAWINGS ARE THE PROPERTY I
PERMITTING
SHEET.
:STIFF
STIFFENER
MACKENZIE AND ARE NOT TO BE USEI
T&B
TOP AND BOTTOM
OR REPRODUCED IN ANY MANNER
TOP OF WITHOUT PRIOR WRITTEN PERMISSION
THK THICK(NESS)
.,TOTAL LOAD REVISIONS:
TN TOE NAIL z
TRANSV.. -.TRANSVERSE < REVLSONS REVISION DELTA
*NOTE: CONCRETE MIX DESIGN(S) REQUIRE AN ENGINEER'S STAMP TS.".
TUBE STEEL
!;-j THIS CLOSING DATE
ww SHEET
Typ
TYPICAL
wo
UON/UNO.
UNLESS OTHERWISE NOTED
VERT
.-VERTICAL
W/
:,WITH-:,
WE)
'WOOD
WF
WIDE FLANGE BEAM
WIO
WITHOUT
WP
WORK POINT
WWF
WELDED WIRE FABRIC
SHEET TITLE:
RAL'
NOTES
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�CHECKED BY: SS BJW
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GRADE REQUIREMENTS.
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3. MATERIALS, QUALIFICATIONS OF
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#5
35
30
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49
42
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59
51
46
#9
74
64
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94
82
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116
100
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NOTE:
• WHEN TWO BAR SIZES ARE SPLICED;
USE LAP LENGTH OF SMALLER BAR
TABLE IS FOR CLASS B SPLICES
ERICO LENT TAPERED APERED FLANGED COMPONENT DOWEL IN COMPONENT
THREAD COUPLER WITH FEMALE THREADS WITH MALE THREADS
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TWO PART DOWEL COMPONENTS
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REPLACEMENT -
53
08. �' v
q D.
EXPIRES: 12/31/141
C MACKENZIE 2014
ALL RIGHTS RESERVED
THESE DRAWINGS ARE THE PROPERTY
MACKENZIE AND ARE NOT TO BE USE
OR REPRODUCED IN ANY MANNER,
WITHOUT PRIOR WRITTEN PERMISSION
REVISIONS:
z
0
in REVISIONS REVISION DELTA
Cwo SHEET CLOSING DATE
FOR GENERAL STRUCTURAL NOTES SEE S1.0 1. EXISTING SLAB
• . FOR TYPICAL STRUCTURAL DETAILS SEE S1.1 2. DEMO AND REPAIR EXISTING SLAB AS REQ'D FOR FTG
GRID
LOCATE q OF FOOTINGS AT q-OFCOLUMNS AND/OR INSTALLATION
WALLS/PANEL-JOINTS, UNO
3. STRONGBACK PER 20/88.1..
SEE GENERAL STRUCTURAL NOTES FOR 4. EXISTING. SHEARWALLS 1 KEYNOTE
5.
CONTROL/CONSTRUCTION JOINT REQUIREMENTS FOR SLAB
AREA OF WORK
RADE
ON G
QA . FOOTING PER SCHEDULE
• SEE TYPICAL DETAILS FOR REINFORCEMENT AT SLAB
PENETRATION AND BLOCKOUTS.
i
MARK
(#) BOLTS
SPACING
D1
12
12"
D2
42
6,.
HILTI HY-200 W/ 5/8"0 F1554 GR 36 BOLTS HILTI HY-200 W/ 518"0 F1654 GR 36 BOLTS @ 3'-0" O.C. MAX
EMBED 4"., (#) PER SCHEDULE @ 6" O.C._ AS REQ'D. & 6" FROM THE END. TYP. @ ENDS