W912PL-20-R-0004_Plans_ParkingGarage_Solicitation_VOL2..pdf

07/19/2019

Solicitation Number: W912PL20R0004

ABBREVIATIONS

AB ANCHOR BOLT

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ANC ANCHOR

ARCH ARCHITECT

ASSY ASSEMBLY

B BOTTOM

BC BARRIER CABLE

BFF BELOW FINISH FLOOR

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BMD BOTTOM OF METAL DECK

BOF BOTTOM OF FOOTING

BOT BOTTOM

BP BUTTON PUNCH

BRG BEARING

BSMT BASEMENT

BTWN BETWEEN

C CHANNEL or CAMBER

CFM COLD FORMED METAL

CGS CENTER OF GRAVITY OF

SECTION

CIP CAST-IN-PLACE CONCRETE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

COND CONDITION

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATION, -ATE

CR CHORD REINF

D DEEP

d b REINFORCING BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DBO DESIGN BY OTHERS

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DK DECK

DL DEAD LOAD

DTL DETAIL

DTS DIAGONAL TENSION STRAP

DWG DRAWING

E EAST

(E) EXISTING CONDITION

EA EACH

EB EXPANSION BOLT

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

ENGR ENGINEER

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

ES EACH SIDE

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

(F) FUTURE CONDITION

f 'c MIN. ULTIMATE COMPRESSIVE

STRENGTH OF CONCRETE

f 'm MIN. ULTIMATE COMPRESSIVE

STRENGTH OF MASONRY

FDN FOUNDATION

FDS FULL DEPTH STIFFENER

FF FINISH FLOOR or FAR FACE

FG FINISH GRADE

FIN FINISH

FLR FLOOR

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

FRMG FRAMING

FS FAR SIDE

FT FOOT or FEET

FTG FOOTING

FTST FINGER TIGHTEN NUT &

STAKE THREADS

FTTW FINGER TIGHTEN NUT &

TACK WELD

G GROUND LEVEL

GA GAGE or GAUGE

GALV GALVANIZED

GR GRADE

HCA HEADED CONCRETE ANCHOR

HDR HEADER

HGR HANGER

HORIZ HORIZONTAL

HS HORIZONTAL SLOT

HSB HIGH-STRENGTH BOLT

HSS HOLLOW STRUCTURAL

SECTION

HT HEIGHT

ID INSIDE DIAMETER

IN INCH

INFO INFORMATION

INT INTERIOR

ISF INSIDE FACE

J JOIST

JH JOIST HANGER

JT JOINT

k KIPS k/f KIPS PER FOOT ksf KIPS PER SQUARE FOOT ksi KIPS PER SQUARE INCH L ANGLE or ANGLE IRON

LB POUND

LL LIVE LOAD

LLBB LONG LEGS BACK TO BACK

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LIGHT POLE

LSL LONG-SLOTTED HOLE

LT LIGHT

LW LONG WAY

LWC LIGHT-WEIGHT CONCRETE

MACH MACHINE

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

(N) NEW

N NORTH

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

oc ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

ORIG ORIGINAL

OSF OUTSIDE FACE

OVS OVERSIZE ROUND HOLE

OWJ OPEN WEB JOIST

OWG OPEN WEB GIRDER

PC PRECAST CONCRETE

pcf POUNDS PER CUBIC FOOT

PDF POWER-DRIVEN FASTENER

PEN PENETRATION

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE or PROPERTY LINE PLCs PLACES plf POUNDS PER LINEAR FOOT

PLYD PLYWOOD

psf POUNDS PER SQUARE FOOT psi POUNDS PER SQUARE INCH PT POST-TENSION, -ED, -ING or

POST-TENSION TENDONS

QTY QUANTITY

R ROOF, RISER or RADIUS REF REFER, or REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISED, or REVISION

RM ROOM

RO ROUGH OPENING

S STEP or WELD SIZE or SOUTH

SC SLIP CRITICAL CONNECTION

SCHED SCHEDULE

SCW SLIP CRITICAL CONN w/WELD

SE STRUCTURAL ENGINEER

SECT SECTION

SHT SHEET

SIM SIMILAR

SJ SCORED JOINT

SLBB SHORT LEGS BACK TO BACK

SLTD SLOTTED

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SP STD PIPE or SPACES, SPACING

SPEC SPECIFICATION

SQ SQUARE

SSL SHORT-SLOTTED HOLE

STAG STAGGER

STD STANDARD

STHG SHEATHING

STIF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SW SHORT WAY

SYM SYMMETRICAL

T TOP or TREAD

T&B TOP AND BOTTOM

T&S TEMPERATURE AND SHRINKAGE

THD THREAD or THREADED THK THICK or THICKNESS

TN TOE NAIL

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL (NOT DECK)

TOW TOP OF WALL

TRANS TRANSVERSE

TSA THREADED STUD ANCHOR

TYP TYPICAL

UNIF UNIFORM

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

VS VERTICAL SLOT

VSC VERTICAL SLIDE CLIP

W WIDE FLANGE or WEST w/ WITH

W/C WATER-CEMENT RATIO

w/o WITHOUT

WDO WINDOW

WP WORK POINT

WWF WELDED WIRE FABRIC

XP EXTRA STRONG PIPE

XXP DBL EXTRA STRONG PIPE

> GREATER THAN

< LESS THAN

(x) HEADED STUD QUANTITY

Δ TENDON ELONGATION

THIS LIST IS FOR INFORMATION ONLY - OTHER ABBREVIATIONS MAY BE USED.

ABBREVIATIONS THAT ARE UNCLEAR SHOULD BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR CLARIFICATION.

GENERAL STRUCTURAL NOTES

SECTION 1: GENERAL

1-1 THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO STARTING CONSTRUCTION AND THE ARCHITECT/ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES

WITH ANY WORK SO INVOLVED.

1-2 ALL PHASES OF THE WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE

2012 INTERNATIONAL BUILDING CODE.

1-3 THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, AND SHORING OF

RETAINING WALLS.

1-4 OPENINGS, POCKETS, ETC., SHALL NOT BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, ETC., UNLESS

SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.

1-5 ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE OF THE LATEST REVISION.

1-6 IN ACCORDANCE WITH IBC SECTION 1705, THE OWNER OR OWNER'S AGENT SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE FOLLOWING TYPES OF

WORK:

A. CONCRETE

B. SHOTCRETE

C. BOLTS INSTALLED IN CONCRETE

D. POST-INSTALLED ANCHORS

E. REINFORCING STEEL AND PRESTRESSING TENDONS

F. STRUCTURAL WELDING

G. HIGH STRENGTH BOLTING

H. STRUCTURAL MASONRY

I. DRILLED PIERS

J. SPECIAL GRADING, EXCAVATION AND FILLING

INSPECTIONS SHALL BE PROVIDED ON AN ONGOING FULL-TIME BASIS IN AN ORGANIZED AND SYSTEMATIC MANNER IN ORDER TO MINIMIZE POTENTIAL CONSTRUCTION DELAYS REQUIRED TO CORRECT ENCOUNTERED DEFICIENCIES. SEE

SHEET 3SS105 FOR INSPECTION PROGRAM.

1-7 WHERE REQUIRED BY THE BUILDING OFFICIAL OR OTHER PROVISIONS OF IBC SECTION 1704.5, THE OWNER SHALL EMPLOY AN ENGINEER ACCEPTABLE TO THE ENGINEER OF RECORD & BUILDING OFFICIAL TO PERFORM STRUCTURAL OBSERVATION AS DEFINED IN IBC SECTION 202 AND IN COMPLIANCE WITH CBC SECTION 1704.5.

CONSTRUCTION STAGES AND ELEMENTS TO BE OBSERVED:

A. IN-PLACE REINFORCING FOR THE FOLLOWING:

1. FIRST FOOTINGS AND GRADE BEAMS SUPPORTING THE SEISMIC FORCE RESISTING MOMENT FRAME

COLUMNS.

2. FIRST LIFT OF SEISMIC FORCE RESISTING MOMENT FRAME COLUMNS.

3. FIRST POUR OF ELEVATED SLAB AND SEISMIC FORCE RESISTING MOMENT FRAME BEAMS.

1-8 IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON DRAWINGS OR CALLED FOR IN THE NOTES OR SPECIFICATIONS, THEN THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR AND SHALL BE REVIEWED BY THE ARCHITECT.

1-9 EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS ARE TO BE FIELD VERIFIED BY THE CONTRACTOR AS THEY ARE UNCOVERED DURING CONSTRUCTION. IN THE EVENT EXISTING CONDITIONS ARE DIFFERENT THAN SHOWN, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IMMEDIATELY AND AWAIT FURTHER

INSTRUCTION BEFORE PROCEEDING WITH CONSTRUCTION.

1-10 PRIOR TO ANY DRILLING, CORING, OR CUTTING OF CAST CONCRETE, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, THE PROPOSED SIZES AND LOCATIONS OF ALL HOLES. THE CONTRACTOR SHALL

TAKE WHATEVER STEPS THAT ARE NECESSARY TO LOCATE AND AVOID ALL REINFORCEMENT.

1-11 FOR TYPICAL DETAILS SEE SHEET 3SS002, 3SS501, 3SS502 & 3SS503.

SECTION 2: FOUNDATION

2-1 FOUNDATION DESIGN BASED ON SOIL INVESTIGATION BY:

REPORT NUMBER: SCS&T No. 150125F DATED: DECEMBER 15, 2010 SCS&T No. 160174F DATED: MARCH 10, 2016

IN COMPLIANCE WITH THE ABOVE REFERENCED GEOTECHNICAL REPORTS:

1. MINIMUM FOOTING WIDTH SHALL BE 1'-6" AND MINIMUM BOTTOM OF FOOTING EMBEDMENT BELOW LOWEST ADJACENT GRADE SHALL BE 1'-6" AND THE CORRESPONDING ALLOWABLE SOIL BEARING PRESSURE IS 5000 psf.

2. ALLOWABLE SOIL BEARING PRESSURE MAY BE INCREASED 250 psf FOR EACH ADDITIONAL FOOT OF WIDTH AND 500 psf FOR EACH ADDITIONAL FOOT OF EMBEDMENT, NOT TO EXCEED A MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 7500 psf. THIS VALUE CAN BE INCREASED BY 1/3 WHEN CONSIDERING THE TOTAL OF

ALL LOADS, INCLUDING WIND OR SEISMIC FORCES.

2-2 ALL SITE WORK AND GRADING SHALL BE DONE IN COMPLIANCE WITH THE SOIL INVESTIGATION REPORT.

2-3 THE SOILS ENGINEER SHALL REVIEW ALL DRILLED PIER OPERATIONS AND ALL SITE WORK AND FOOTING EXCAVATIONS BEFORE ANY CONCRETE IS CAST, AND SUBMIT A LETTER OF COMPLIANCE TO THE ARCHITECT.

2-4 THE SOILS ENGINEER SHALL REVIEW ALL BACKFILL MATERIALS PRIOR TO PLACEMENT AND OBSERVE BACKFILL OPERATIONS. A LETTER OF COMPLIANCE SHALL BE SUBMITTED TO THE ARCHITECT STATING THAT FILLS HAVE BEEN CONSTRUCTED PER THE RECOMMENDATIONS OF THE SOILS ENGINEER AND WILL PERFORM SATISFACTORILY.

2-5 DRILLED PIERS: INSTALL PILES WITHIN THE FOLLOWING MAXIMUM TOLERANCES:

A. TOLERANCE FOR LOCATION OF CAISSON CENTERLINE SHALL BE 1 1/2".

B. PLUMBNESS: MAINTAIN 1 INCH IN 10 FEET FROM VERTICAL, OR A MAXIMUM OF 4 INCHES, MEASURED WHEN

THE PILE IS ABOVE GROUND IN LEADS.

2-6 DRILLED PIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE SOILS REPORT AND

IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

2-7 QUANTITY OF PIERS SHOWN ON 3SS101 IS BASED ON ESTIMATIONS OF DEPTH TO FORMATIONAL MATERIAL.

NUMBER OF PIERS REQUIRED MAY INCREASE IF DEPTH TO FORMATIONAL MATERIAL EXCEEDS WHAT IS PRACTICAL FOR

USE OF SHALLOW SPREAD FOOTINGS.

SECTION 3: CONCRETE

3-1 CONCRETE MIXES TO BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND COPIES OF DESIGN SENT TO THE ARCHITECT. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT AND ARCHITECT. ALL CONCRETE SHALL USE A POLYMER BASED WATER REDUCING ADMIXTURE. ADMIXTURES CONTAINING

CHLORIDES SHALL NOT BE USED.

3-2 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE II OR II-LOW ALKALI. AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C33, AND AGGREGATE FOR LIGHT-WEIGHT CONCRETE SHALL CONFORM TO ASTM C330. AGGREGATE SIZE FOR ALL CONCRETE SHALL CONFORM TO ASTM C33 SIZE NUMBER 57 (1" MAXIMUM SIZE).

AGGREGATE SIZE FOR FOOTINGS AND SLABS-ON-GRADE MAY CONFORM TO ASTM C33 SIZE NUMBER 467 (1 1/2"

MAXIMUM SIZE) AT CONTRACTOR'S OPTION.

3-3 FOR WALLS, SLABS ON GRADE, AND ELEVATED SLABS AND BEAMS, DRY CURING SHRINKAGE AT 28 DAYS SHALL NOT EXCEED 0.045%. SHRINKAGE TESTS SHALL COMPLY WITH ASTM C157, AS MODIFIED BY SEAOC. SPECIFIED SHRINKAGE LIMITS ARE FOR LABORATORY PREPARED AND CURED SPECIMENS. FOR CONCRETE TO BE PLACED IN SLABS ON GRADE AND ELEVATED SLABS AND BEAMS, PROVIDE SHRINKAGE TEST RESULTS 2 WEEKS MINIMUM, PRIOR TO

PLACING CONCRETE.

3-4 ALL REINFORCING BARS, ANCHOR BOLTS, PRESTRESSING TENDONS AND OTHER CONCRETE INSERTS SHALL BE

WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

3-5 THE MAXIMUM SLUMP SHALL NOT EXCEED THE FOLLOWING:

A. PRIOR TO THE ADDITION OF A HIGH RANGE WATER REDUCING AGENT: 4" ± 1"

B. AFTER ADDITION OF A HIGH RANGE REDUCING AGENT: 8" ± 1"

3-6 MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS (UNO) SHALL BE AS FOLLOWS:

(MINIMUM 470 POUNDS OF CEMENTITIOUS MATERIALS PER CUBIC YARD)

A. FOOTINGS & SOG: 3000 psi

B. DRILLED PIERS: 6000 psi

C. UPTURNED FRAME BEAMS

INCLUDING @ GRADE LEVEL: 4000 psi TYPICAL EXCEPT

5000 psi WHERE SHOWN ON FRAME ELEVATIONS

D. COLUMNS: 4000 psi TYPICAL EXCEPT 5000 psi WHERE NOTED ON COLUMN SCHEDULE

E. ELEVATED SLABS &

DOWNTURNED BEAMS: 3000 psi @ 3 DAYS & 4500 psi @ 28 DAYS

F. ALL OTHER CONCRETE: 3000 psi UNO ON PLANS

3-7 ALL CONCRETE FOR ROOF DECKS (ALL DECKS EXPOSED TO WEATHER) SHALL CONTAIN 1.5 POUNDS PER CUBIC YARD OF FIBERMESH 300 SYNTHETIC FIBERS OR AS RECOMMENDED BY THE FIBER MANUFACTURER.

3-8 SAMPLES FOR TESTING SHALL BE REQUIRED AS OUTLINED BY ACI 318-11 SECTION 5.6 EVALUATION AND ACCEPTANCE OF CONCRETE. A SAMPLE SHALL CONSIST OF A MINIMUM OF 4 CYLINDERS, ONE TO BE TESTED AT 7 DAYS, 2 TO BE TESTED AT 28 DAYS AND ONE TO BE TESTED AT 56 DAYS IF AVERAGE REQUIRED STRENGTH AT 28 DAYS IS BELOW ACCEPTABLE LIMITS. FOR POST-TENSIONED MEMBERS, A 3-DAY TEST MAY BE USED IN LIEU OF THE 7-DAY TEST TO FACILITATE STRESSING OPERATIONS. ALL TEST CYLINDERS SHALL BE NUMBERED SEQUENTIALLY AS THEY PERTAIN TO THIS PROJECT. TEST REPORTS SHALL ALSO INCLUDE THE TEST RESULTS FOR SLUMP AND IF APPLICABLE, PERCENTAGE OF

AIR.

3-9 PROJECTING CORNERS OF BEAMS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4" CHAMFER UNLESS DETAILED

OTHERWISE.

3-10 CONDUIT OR PIPE SIZE (OD) SHALL NOT EXCEED 30% OF SLAB THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE AND SHALL BE LOCATED IN MIDDLE 1/3 OF SLAB. CLEAR SPACING BETWEEN ADJACENT CONDUITS OR PIPES SHALL BE THREE TIMES THE LARGER O.D. MINIMUM, UNLESS NOTED OTHERWISE ON PLANS. FOR CONDUITS OR PIPES IN

COLUMNS SEE B/3SS311.

3-11 ALL CONCRETE CONSTRUCTION JOINTS SHALL HAVE 1/4" ± AMPLITUDE ROUGHNESS OR KEYED JOINTS, UNLESS

NOTED OTHERWISE.

3-12 LIGHTWEIGHT CONCRETE SHALL HAVE A MAXIMUM DENSITY OF 110 pcf.

3-13 INSULATING CONCRETE SHALL HAVE A MAXIMUM DENSITY OF 110 pcf.

3-14 FLY ASH SHALL CONFORM TO ASTM C618 CLASS F, EXCEPT AS NOTED. FLY ASH SHALL NOT EXCEED 25% OF CEMENTITIOUS MATERIAL BY WEIGHT. FLY ASH USED SHALL NOT EXPERIENCE A LOSS ON IGNITION OF GREATER THAN 2%.

3-15 IF CONCRETE IS PUMPED, PROVIDE HORSES OR OTHER SUITABLE MEANS TO SUPPORT THE HOSE SO THAT IT

DOES NOT RIDE ON THE TENDONS OR ON THE MILD REINFORCING STEEL.

SECTION 5: MASONRY

5-1 BLOCK MASONRY UNITS SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS CONFORMING TO ASTM C90, LATEST REVISION. THE FIRST COURSE OF BLOCK FOR BLOCK LIFTS EXCEEDING 5'-0" SHALL HAVE CLEANOUTS

CONSISTING OF DOUBLE OPEN END BOND BEAM BLOCK. SEE DETAIL A/3SS503.

5-2 MINIMUM f 'm = 1500 psi UNO.

5-3 f 'm SHALL BE DETERMINED PER THE IBC SECTION 2105. PROVIDE SUBMITTALS, TESTING AND INSPECTIONS AS

REQUIRED BY ACI 530-11 TABLE 1.19.2.

5-4 IN NO CASE SHALL COMPRESSIVE STRENGTH OF BLOCK UNITS BE LESS THAN 125% OF SPECIFIED f 'm. IN NO CASE SHALL GROUT FOR THE BLOCK UNITS HAVE A COMPRESSIVE STRENGTH LESS THAN 2000 psi AND 125% OF SPECIFIED f 'm AT 28 DAYS. MORTAR SHALL BE TYPE "S" OR "M".

5-5 MINIMUM LAP OF REINFORCING STEEL SHALL BE C/3SS503.

5-6 GROUT POURS SHALL BE TO THE FULL HEIGHT OF THE BLOCK LIFT. MAXIMUM GROUT POUR HEIGHT SHALL COMPLY WITH ACI 530-11 SECTION 1.20. GROUT POURS EXCEEDING 5'-0" IN HEIGHT SHALL CONSIST OF MULTIPLE GROUT LIFTS OF 5'-0" OR LESS IN HEIGHT. CONSOLIDATE AND RECONSOLIDATE EACH GROUT LIFT BY MEANS OF MECHANICAL VIBRATION IN COMPLIANCE WITH ACI 530.1 SECTION 3.5.E. A GROUT LIFT SHALL NOT BE PERMITTED TO

SET PRIOR TO PLACEMENT AND CONSOLIDATION OF SUBSEQUENT GROUT LIFT.

5-7 HORIZONTAL CONSTRUCTION JOINTS BETWEEN GROUT POURS SHALL BE LOCATED 1" ± 1/2" BELOW A MORTAR

JOINT.

5-8 MINIMUM GROUTING: FILL ALL CELLS.

5-9 ALL BOLTS IN MASONRY SHALL BE CENTERED IN CELLS ± 2 INCHES.

SECTION 6: REINFORCING STEEL

6-1 LONGITUDINAL REINFORCING STEEL IN ALL CONCRETE COLUMNS AND BEAMS SHALL BE ASTM A706, GRADE 60.

6-2 ALL OTHER REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 OR ASTM A706, GRADE 60, UNO.

6-3 REINFORCING STEEL THAT IS TO BE WELDED SHALL BE ASTM A706, GRADE 60. REBAR WELDED TO REBAR SHALL BE

WELDED USING E80XX LOW-HYDROGEN ELECTRODES.

6-4 CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS UNO:

A. CAST-IN-PLACE CONCRETE (NONPRESTRESSED):

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

2. CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18 BARS: 2"

#5 BAR, W31 OR D31 WIRE, AND SMALLER: 1 1/2"

3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

#14 AND #18 BARS: 1 1/2"

#11 BAR AND SMALLER: 3/4"

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 1 1/2"

B. CAST-IN PLACE CONCRETE (PRESTRESSED) -

PRESTRESSED AND NON-PRESTRESSED REINFORCEMENT, DUCTS, AND END FITTINGS:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

2. CONCRETE EXPOSED TO EARTH OR WEATHER:

WALL PANELS, SLABS, JOISTS: 1"

OTHER MEMBERS: 1 1/2"

3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS: 3/4"

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT: 1 1/2"

TIES, STIRRUPS, SPIRALS: 1 1/2"

6-5 SMOOTH WIRE MESH SHALL CONFORM TO ASTM A1064, AND SHALL BE LAPPED 1 1/2 SPACES (12" MINIMUM).

DEFORMED WELDED WIRE REINFORCEMENT IN SLABS ON GRADE AND FOR STIRRUPS IN BEAMS AND GIRDERS SHALL CONFORM TO ASTM A1064 AND MINIMUM YIELD STRESS f y = 80 ksi. WELDED WIRE IN ELEVATED SLABS SHALL CONFORM TO ASTM A1064 AND MINIMUM YIELD STRESS f y = 60 ksi.

6-6 ALL FIELD BENDING OR STRAIGHTENING OF REINFORCING BARS SHALL BE MADE PER ACI 301 SECTION 3.3.2.8.

6-7 REINFORCING BARS SHALL BE SPLICED AS SHOWN ON DRAWINGS. ANY ADDITIONAL SPLICING SHALL REQUIRE

REVIEW FROM THE ENGINEER.

6-8 MECHANICAL COUPLERS SHALL HAVE AN EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH THE

REQUIREMENTS OF A TYPE 2 CONNECTOR PER THE LATEST EDITION OF ACI 318.

6-9 CONTRACTOR SHALL NOT PLACE ANY REINFORCING UNTIL SHOP DRAWINGS REVIEWED BY THE ENGINEER ARE RECEIVED ON THE JOB. SHOP DRAWINGS SHALL CONSIST OF BOTH "CUT" AND PLACING SHEETS. PLACING SHEETS SHALL CONTAIN ALL INFORMATION NECESSARY TO POSITION ALL REINFORCING STEEL IN THE FIELD WITHOUT HAVING TO REFER TO THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL NOT CONTAIN ANY REPRODUCTIONS OF THE

STRUCTURAL DRAWINGS.

SECTION 7: STRUCTURAL STEEL

7-1 STRUCTURAL STEEL WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A572 GRADE 50 OR ASTM A992, UNLESS NOTED OTHERWISE. STEEL PLATE AND BARS 3/8” OR GREATER IN THICKNESS SHALL BE ASTM A572, GRADE 50. ALL OTHER STEEL SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. ALL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AS AMENDED TO

DATE.

7-2 PIPE COLUMNS SHALL CONFORM TO ASTM A53, GRADE B.

7-3 STRUCTURAL TUBES SHALL CONFORM TO ASTM 500, GRADE B.

7-4 ALL BOLTS, NUTS AND WASHERS SHALL CONFORM TO ASTM A490 UNLESS NOTED OTHERWISE ON DRAWINGS.

ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE ON DRAWINGS. MACHINE

BOLTS SHALL CONFORM TO ASTM A307.

7-5 INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS OF THE FOURTEENTH EDITION AISC SPECIFICATIONS. CONTACT FACES OF STEEL AT CONNECTIONS WHERE HIGH STRENGTH BOLTS ARE USED SHALL NOT BE PAINTED. HOLES FOR HIGH STRENGTH BOLTS SHALL BE BOLT DIAMETER + 1/16", UNO.

7-6 SLIP CRITICAL (SC) TYPE BOLTS SHALL BE INSTALLED AT ALL MOMENT CONNECTIONS AND WHERE NOTED ON PLANS AND DETAILS. SLIP CRITICAL BOLTS SHALL BE INSTALLED PER THE AISC SPECIFICATIONS AND MANUFACTURERS

RECOMMENDATIONS.

7-7 BEARING (N) TYPE CONNECTIONS SHALL BE USED AT ALL SIMPLE SHEAR CONNECTIONS, UNLESS NOTED

OTHERWISE.

7-8 THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP AND ERECTION DRAWINGS OF ALL STEEL FOR

ENGINEER REVIEW BEFORE FABRICATION. ALL STEEL FABRICATION TO BE DONE IN A SHOP ACCEPTABLE TO THE BUILDING DEPARTMENT. CONTRACTOR SHALL NOT ERECT ANY STRUCTURAL STEEL UNTIL THE SHOP DRAWINGS REVIEWED BY THE ENGINEER ARE RECEIVED AT THE JOB SITE. SHOP AND ERECTION DRAWINGS SHALL CONTAIN ALL INFORMATION NECESSARY TO ERECT ALL STRUCTURAL STEEL IN THE FIELD WITHOUT HAVING TO REFER TO THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL NOT CONTAIN ANY REPRODUCTIONS OF THE STRUCTURAL

DRAWINGS.

7-9 EXCEPT WHERE ENCASED IN CONCRETE, MASONRY OR SPRAYED-ON FIREPROOFING, ALL STEEL IN UNCONDITIONED SPACES SHALL BE SHOP PAINTED OR HOT-DIPPED GALVANIZED UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

7-10 STRUCTURAL STEEL FRAMING MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING, EXCEPT WELDING OF METAL DECK, STEEL STUDS, ETC. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR

TEMPERATURE.

7-11 OPENINGS SHALL NOT BE PLACED IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED, STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL IS ERECTED. THE SHORES SHALL REMAIN IN

PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE.

7-12 STIFFENERS SHALL HAVE THE SAME WIDTH AS THE FLANGES OF THE STEEL MEMBERS UNLESS DETAILED OTHERWISE.

BEARING STIFFENERS SHALL HAVE CLOSE BEARING AGAINST FLANGES.

7-13 BASE PLATES SHALL BE FINISHED PER AISC SPECIFICATIONS, SECTION M2-8. COLUMN ENDS SHALL BE FINISHED

PER CODE OF STANDARD PRACTICE, SECTION 6.2.2.

7-14 HEADED/THREADED STUD AND DEFORMED BAR ANCHORS SHALL BE NELSON STUD ANCHORS (NSA) OR NELSON DEFORMED BAR ANCHORS (DBA). NSA'S AND DBA'S SHALL BE INSTALLED WITH A STUD WELDING GUN ACCORDING TO THE MANUFACTURERS RECOMMENDATIONS. ALTERNATE WELDING PROCESSES MUST BE REVIEWED IN ADVANCE BY THE

ENGINEER.

7-15 ALL WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. SIZE OF WELD SHALL BE BASED ON AISC

STANDARDS FOR THICKER PART JOINED.

7-16 STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE, ETC. OR

ANY OTHER SUBSTANCE WHICH MAY IMPAIR PROPER ADHESION OF THE FIREPROOFING.

7-17 ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL HAVE NON-DESTRUCTIVE TESTING PERFORMED BY EITHER ULTRASONIC TESTING OR RADIOGRAPHY. THE BASIC RATE OF TESTING SHALL BE 100% BUT MAY BE REDUCED AS ALLOWED BY AISC 341-10 SECTIONS J6.2g AND J6.2h.

7-18 BASE METAL THICKER THAN 1 1/2" INCHES, WHEN SUBJECTED TO THROUGH-THICKNESS WELD SHRINKAGE STRAINS, SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES AFTER JOINT COMPLETION AS REQUIRED BY AISC 341-10 SECTION J6.2c.

7-19 HEADED CONCRETE ANCHORS (HCA), THREADED STUD ANCHORS (TSA) AND DEFORMED BAR ANCHORS (DBA) SHALL BE AS MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HCA'S, TSA'S AND DBA'S SHALL BE INSTALLED WITH A STUD WELDING GUN ACCORDING TO THE MANUFACTURERS RECOMMENDATIONS. ALTERNATE

WELDING PROCESSES MUST BE REVIEWED IN ADVANCE BY THE ENGINEER.

7-20 ALL STRUCTURAL STEEL EMBEDS SHALL BE PROVIDED WITH 3/16" DIAMETER NAIL HOLES AT 12" O.C. MAXIMUM SPACING EACH WAY AND 3 HOLES MINIMUM PER EMBED. THESE NAIL HOLES SHALL BE UTILIZED BY THE INSTALLER TO

SECURELY FASTEN THE EMBED TO THE CONCRETE FORMWORK.

7-21 WHERE SHORT SLOTTED HOLES ARE USED IN AN OUTER PLY, A STANDARD WASHER SHALL BE PROVIDED. WHERE HIGH STRENGTH BOLTS ARE USED, SUCH WASHERS SHALL BE HARDENED. THE WASHERS SHALL BE OF SUFFICIENT SIZE

TO COMPLETELY COVER THE HOLE AFTER INSTALLATION.

7-22 WHERE LONG SLOTTED HOLES ARE USED IN AN OUTER PLY, PLATE WASHERS OR A CONTINUOUS BAR WITH STANDARD HOLES, HAVING A SIZE SUFFICIENT TO COMPLETELY COVER THE SLOT AFTER INSTALLATION, SHALL BE PROVIDED. IN HIGH STRENGTH BOLTED CONNECTIONS, SUCH PLATES OR CONTINUOUS BARS SHALL NOT BE LESS THAN 5/16” THICK AND SHALL BE ASTM A36 MATERIAL. IF HARDENED WASHERS ARE REQUIRED FOR USE, THEY SHALL BE

PLACED OVER THE PLATE WASHER OR BAR.

SECTION 8: METAL DECK

8-1 METAL DECK SHALL BE VERCO METAL DECK OR EQUIVALENT. PROVIDE VENT TABS PER MANUFACTURER'S

SPECIFICATIONS WHERE CONCRETE FILL IS PLACED OVER DECK.

8-2 METAL DECK SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM A653 SS, WITH G90 GALVANIZED COATING. UNITS SHALL BE FASTENED TO ALL FRAMING BY 3/4" DIA. PUDDLE WELDS (1/2" DIA. NET) AT INTERVALS INDICATED ON STRUCTURAL DRAWINGS. SIDELAP OF ADJACENT UNITS SHALL BE CONNECTED AS INDICATED ON

STRUCTURAL DRAWINGS.

8-3 LIGHT GAGE CLOSURE ANGLES SHALL BE PROVIDED BY DECKING CONTRACTOR FOR ALL CONCRETE FILLED

DECKS.

8-4 CONDUIT IN CONCRETE SLABS ON METAL DECK:

A. THE STRUCTURAL ENGINEER SHALL REVIEW PROPOSED CONDUIT LOCATIONS, SIZES AND SPACINGS PRIOR TO

INSTALLATION.

B. THE DIAMETER OF CONDUIT PLACED ON THE TOP OF THE DECKING SHALL NOT EXCEED 1/3 THE THICKNESS OF THE CONCRETE ABOVE THE TOP OF THE DECK. THE SPACING BETWEEN INDIVIDUAL CONDUIT RUNS SHALL BE 6"oc MINIMUM.

C. CONDUIT RUNNING PARALLEL TO THE FLUTES MAY BE PLACED IN THE BOTTOM OF THE FLUTES PROVIDED A MINIMUM OF 1" CLEAR IS MAINTAINED FROM THE RIBBED WEBS (VERTICAL SIDES) AND BETWEEN ADJACENT

PIPES IN THE SAME FLUTE.

8-5 METAL DECKING SHALL BE WELDED USING E60XX ELECTRODES, MINIMUM.

SECTION 20: MISCELLANEOUS

20-1 NON-SHRINK GROUT OR DRY PACK SHALL BE A PREMIXED NON-METALLIC FORMULA HAVING THE FOLLOWING CHARACTERISTICS: NO SHRINKAGE AFTER PLACEMENT OR EXPANSION (ASTM C827) AFTER SET, ONE DAY COMPRESSIVE STRENGTH OF AT LEAST (ASTM C109) 3000 psi AND INITIAL SET TIME OF NOT LESS THAN 45 MINUTES (ASTM C191).

PROVIDE "SUPREME GROUT", FROM U.S. GROUT CORP.; "5 STAR GROUT", FROM BURKE CO.; "324", FROM CLIFFORD HILL, OR EQUIVALENT. MINIMUM f 'c AT 28 DAYS = 5,000 psi.

20-2 THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS:

A. ROOFS: 20 psf REDUCIBLE B. PARKING FLOORS: 40 psf REDUCIBLE, 3000 lb CONCENTRATED C. STAIRS: 100 psf REDUCIBLE D. VEHICLE BARRIER: 6000 lbs PER IBC 1607.7.3

20-3 THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LATERAL LOADS:

A. WIND

BASIC WIND SPEED: 110 MPH

RISK CATEGORY: II

EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: GCpi = ±0.018

SEE SCHEDULE THIS SHEET FOR DESIGN WIND PRESSURES FOR EXTERNAL COMPONENTS AND CLADDING.

B. SEISMIC

SHORT PERIOD SPECTRAL ACCELERATION: SS = 1.199

1-SECOND PERIOD SPECTRAL ACCELERATION: S1 = 0.464

SOIL SITE CLASS: C

SHORT PERIOD SPECTRAL COEFFICIENT: SDS = 0.800

1-SECOND PERIOD SPECTRAL COEFFICIENT: SD1 = 0.413

RISK CATEGORY: II

SEISMIC DESIGN CATEGORY: D

IMPORTANCE FACTOR: I =1.00

RESPONSE MODIFICATION COEFFICIENT:

SPECIAL MOMENT FRAMES: R = 8

ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

20-4 VERTICAL DEFORMATION COMPATIBILITY BETWEEN FLOORS: DESIGN AND ATTACHMENT OF ELEMENTS TO THE PRIMARY STRUCTURAL SYSTEM SHALL BE CAPABLE OF ACCOMMODATING VERTICAL MEMBER DEFLECTION WITHOUT STRUCTURAL OR COSMETIC DAMAGE. CONNECTIONS TO PRIMARY STRUCTURAL SYSTEM SHALL NOT BE MADE UNTIL ALL STRUCTURAL WORK SHOWN ON THE DRAWINGS IS COMPLETE, UNLESS SPECIFICALLY AUTHORIZED BY THE STRUCTURAL ENGINEER. SUPERIMPOSED LOAD DEFLECTION IS LIMITED TO THE LESSER OF 3/4” OR SPAN/360 FOR

BUILDING EDGE BEAMS AND SPAN/360 FOR ALL OTHER BEAMS.

20-5 LATERAL DEFORMATION COMPATIBILITY BETWEEN FLOORS: DESIGN AND ATTACHMENT OF ELEMENTS TO THE PRIMARY STRUCTURAL SYSTEM SHALL BE GOVERNED BY ASCE 7 - SECTION 12.12.5, 13.5.2, 13.5.3 AND 13.5.4, AND

LIMITED TO THE FOLLOWING:

A. ELASTIC INTER-STORY DRIFT LIMIT: MEMBERS, CONNECTIONS, AND FINISHES SHALL BE CAPABLE OF ACCOMMODATING 3/4” LATERAL INTER-STORY DISPLACEMENT IN ANY DIRECTION WITHOUT STRUCTURAL OR

COSMETIC DAMAGE.

B. INELASTIC INTER-STORY DRIFT LIMIT: MEMBERS, CONNECTIONS, AND FINISHES SHALL BE CAPABLE OF ACCOMMODATING 2” OF LATERAL INTER-STORY DISPLACEMENT IN ANY DIRECTION WITHOUT STRUCTURAL

FAILURE OR COLLAPSE.

D

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N

D

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EL

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PM

EN

T

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C O

N

ST

RU

C

TI

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EN

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-1

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SHEET INDEX

● ● ● ● ● ● ● 3SS001 STRUCTURAL COVER SHEET

● ● ● ● ● ● 3SS002 POST TENSIONING DETAILS & NOTES

● ● ● ● ● ● 3SS005 SPECIAL INSPECTION NOTES

● ● ● ● ● ● 3SS101 B2 LEVEL FOUNDATION PLAN

● ● ● ● ● ● ● 3SS102 B1 LEVEL FRAMING PLAN

● ● ● ● ● ● ● 3SS103 GROUND LEVEL FRAMING PLAN

● ● ● ● ● ● ● 3SS104 SECOND LEVEL FRAMING PLAN

● ● ● ● ● ● ● 3SS105 THIRD LEVEL FRAMING PLAN

● ● ● ● ● ● ● 3SS106 FOURTH LEVEL FRAMING PLAN

● ● ● ● ● ● ● 3SS107 FIFTH (ROOF) LEVEL FRAMING PLAN

● ● ● ● ● ● 3SS110 PARTIAL PLANS

● ● ● ● ● ● 3SS111 PARTIAL PLANS

● ● ● ● ● 3SS301 PILES & CAP PLANS & DETAILS

● ● ● ● ● ● 3SS310 COLUMN SCHEDULE

● ● ● ● ● ● 3SS311 COLUMN DETAILS

● ● ● ● ● ● 3SS315 FRAME COLUMN SCHEDULE

● ● ● ● ● 3SS340 FRAME ELEVATIONS

● ● ● ● ● 3SS341 FRAME ELEVATIONS

● ● ● ● ● 3SS342 FRAME ELEVATIONS

● ● ● ● ● 3SS350 GIRDER ELEVATION & DETAILS

● ● ● ● ● 3SS351 GIRDER ELEVATION & DETAILS

● ● ● ● ● 3SS360 BEAM ELEVATIONS

● ● ● ● ● 3SS361 BEAM ELEVATIONS

● ● ● ● ● 3SS362 BEAM ELEVATIONS

● ● ● ● ● ● 3SS385 BEAM DETAILS

● ● ● ● ● 3SS386 BEAM DETAILS

● ● ● ● ● ● 3SS390 SLAB SECTIONS

● ● ● ● ● ● 3SS391 SLAB SECTIONS

● ● ● ● ● ● 3SS392 SLAB SECTIONS

● ● ● ● ● ● 3SS501 CONCRETE DETAILS

● ● ● ● ● ● ● 3SS502 CONCRETE DETAILS

● ● ● ● ● ● 3SS503 CONCRETE DETAILS

● ● 3SS520 CONCRETE DETAILS

● ● ● ● ● ● 3SS601 STEEL DETAILS

● ● ● ● ● 3SS602 STEEL DETAILS

● ● ● ● ● ● 3SS610 STEEL DETAILS

● ● ● ● ● 3SS611 STEEL DETAILS

● ● ● ● ● 3SS612 STEEL DETAILS

● ● ● ● 3SS613 STEEL DETAILS

a

SECTION 22: DEFERRED SUBMITTAL ITEMS & REQUIREMENTS

22-1 THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING PERMITS FOR ALL DEFERRED SUBMITTAL ITEMS.

22-2 THE CONTRACTOR SHALL PREPARE THE DEFERRED SUBMITTAL DOCUMENTS: CALCULATIONS, SHOP DRAWINGS, MATERIAL SPECIFICATIONS AND DATA SHEETS, ALL OF WHICH SHALL BE WET-STAMPED AND WET-SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF CALIFORNIA. THE PREPARER OF THE DEFERRED SUBMITTAL

DOCUMENTS IS SOLELY RESPONSIBLE FOR THEIR DESIGN.

22-3 DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD, WHO SHALL REVIEW THEM AND RETURN THEM TO THE CONTRACTOR WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.

22-4 CULP AND TANNER'S REVIEW OF DEFERRED SUBMITTAL DOCUMENTS IS LIMITED TO VERIFICATION THAT THE DESIGN COMPLIES WITH THE PROJECT DESIGN INTENT, AND THAT THE PRIMARY STRUCTURAL SYSTEM DETAILED ON THE CULP AND TANNER DRAWINGS IS CAPABLE OF SUPPORTING THE IMPOSED LOADS AT CONNECTION POINTS. CULP AND TANNER IS NOT RESPONSIBLE FOR VERIFICATION OF CODE COMPLIANCE OF DEFERRED SUBMITTAL ITEMS.

22-5 THE CONTRACTOR SHALL SUBMIT THE DEFERRED SUBMITTAL DOCUMENTS AND ANY OTHER SUPPORTING DOCUMENTATION REQUIRED TO THE BUILDING DEPARTMENT AND RESOLVE ALL PLAN CHECK CORRECTIONS REQUIRED TO OBTAIN A PERMIT FOR DEFERRED SUBMITTAL ITEMS. FABRICATION AND INSTALLATION OF DEFERRED SUBMITTAL ITEMS SHALL NOT PROCEED UNTIL A PERMIT FOR THE ITEMS HAS BEEN OBTAINED BY THE CONTRACTOR.

22-6 THE CONTRACTOR SHALL COORDINATE ALL DEFERRED SUBMITTAL ITEMS WITH OTHER TRADES, THE ARCHITECT, AND OTHER CONSULTANTS. DESIGN SHALL INCLUDE THE DESIGN OF THE ELEMENT AND ITS CONNECTION TO THE STRUCTURE. EMBEDS REQUIRED BY DEFERRED SUBMITTAL CONTRACTORS SHALL BE FURNISHED, LAID OUT AND

INSTALLED BY THAT SUBCONTRACTOR.

22-7 DEFERRED SUBMITTAL ITEMS SHALL BE DESIGNED TO SPAN HORIZONTALLY AND VERTICALLY TO STRUCTURAL SUPPORT MEMBERS. METAL ROOF DECK AND METAL DECK WITH CONCRETE FILL SHALL NOT BE CONSIDERED STRUCTURAL SUPPORT MEMBERS FOR DEFERRED SUBMITTAL ITEMS UNLESS SPECIFICALLY AUTHORIZED IN WRITING BY

THE ENGINEER OF RECORD.

22-8 ITEMS NOT DESIGNED BY CULP AND TANNER THAT MAY REQUIRE DEFERRED SUBMITTAL BY THE BUILDING

DEPARTMENT INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:

A. EXTERIOR & INTERIOR METAL STUDS.

B. WINDOW WALL, LOUVER, GLAZING AND SKYLIGHT SYSTEMS.

C. STAIRS, HANDRAILS, GUARDRAILS, CABLE BARRIERS, AND LANDINGS.

D. LIGHT STANDARD POLES, BASES AND ANCHORAGES.

E. SUPPORTS AND CONNECTIONS FOR PIPES, SPRINKLER AND WASTE LINES, DUCTS, CONDUITS, SUSPENDED

CEILINGS, SOFFITS, LIGHTS, CABLE TRAYS, ELECTRICAL, PLUMBING, AND MECHANICAL EQUIPMENT.

F. LADDERS, GATES, AND METAL GRATING.

G. ELEVATORS, ELEVATOR GUIDE RAILS, MACHINE BEAMS AND HOIST BEAMS.

H. ELEVATOR CANOPY.

I. SIGNAGE.

J. PRECAST ELEMENTS.

K. VENEERS, FACADES, AND RELATED ANCHORAGE SYSTEMS.

L. ANY STRUCTURE THAT IS NOT SHOWN ON THE STRUCTURAL DRAWINGS BUT IS REQUIRED BY OTHER

DISCIPLINES, SUCH AS ARCHITECTURAL, MECHANICAL, ELECTRICAL, LANDSCAPE, ETC.

COMPONENT AND CLADDING WIND PRESSURES @ MEAN ROOF HEIGHT

ZONE

AREA = 10 ft² AREA = 20 ft² AREA = 50 ft² AREA = 100 ft² AREA = 200 ft² AREA = 500 ft²

+p(psf) -p(psf) +p(psf) -p(psf) +p(psf) -p(psf) +p(psf) -p(psf) +p(psf) -p(psf) +p(psf) -p(psf)

1 16.0 -48.8 16.0 -46.1 16.0 -42.4 16.0 -39.9 16.0 -37.1 16.0 -33.4

2 16.0 -76.7 16.0 -73.0 16.0 -67.7 16.0 -64.0 16.0 -60.0 16.0 -55.0

3 16.0 -76.7 16.0 -73.0 16.0 -67.7 16.0 -64.0 16.0 -60.0 16.0 -55.0

4 33.4 -33.4 33.4 -33.4 30.8 -31.6 28.7 -30.3 26.7 -29.0 24.1 -27.2

5 33.4 -61.2 33.4 -61.2 30.8 -54.1 28.7 -48.8 26.7 -43.6 24.1 -36.5

TYP PARAPET 100.4 -56.5 96.6 -56.5 88.6 -52.0 82.8 -48.6 76.7 -45.2 69.0 -40.8

CORNER PAPAPET 100.4 -84.7 96.6 -84.7 88.6 -74.8 82.8 -67.4 76.7 -60.1 69.0 -50.2 a a

2a2a a

2a h

ROOF PLAN WALL ELEVATION

z 1 2

2 33

45 5

POSITIVE

PRESSURE

ADJUSTMENT

FACTORS

z/h FACTOR

0.1 0.79

0.2 0.79

0.3 0.83

0.4 0.87

0.5 0.90

0.6 0.92

0.7 0.94

0.8 0.96

0.9 0.98

1.0 1.00

NOTES:

1. POSITIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD THE EXTERIOR SURFACE. NEGATIVE SIGNS SIGNIFY PRESSURES

ACTING AWAY FROM THE EXTERIOR SURFACE. POSITIVE AND NEGATIVE FORCES DO NOT ACT CONCURRENTLY.

2.

3. PRESSURES IN THE TABLE ABOVE ARE EVALUATED AT THE MEAN ROOF HEIGHT. FOR POSITIVE PRESSURES AT ELEVATIONS LOWER THAN THE MEAN ROOF HEIGHT, IT SHALL BE PERMITTED TO MULTIPLY THE POSITIVE PRESSURES IN THE TABLE ABOVE BY THE ADJUSTMENT FACTORS INDICATED. REDUCTION OF POSITIVE PRESSURES BELOW 16 PSF ARE NOT

PERMITTED.

a (ft) = 21.00

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: 664-401 Office of Facilities

Management Architecture / Engineering / Consulting

Irvine Los Angeles Oakland www.ipd-global.com

2 Faraday, Suite 101, Irvine CA 92618 Phone 949 595 8004 Fax 949 595 8011

XX

55 Independence Circle, Suite 201

Chico, California 95973 530.895.3518

FAX 530.895.3544

www.culpandtanner.com structural engineers

SEISMIC DEFICIENCY -

SCI & CLC HOSPITAL

(949) 250-1500

2355 Main Street Suite 220 Irvine

3350 LA JOLLA VILLAGE DR.

SAN DIEGO, CA 92037

Dec 4 2018 26

3SS001

STRUCTURAL COVER SHEET

09/26/2018 EBA ND07/19/2019

SECTION 10: ENCAPSULATED POST TENSIONING SYSTEM

10-1 PRESTRESSING STEEL:

A. PRESTRESSING STEEL SHALL BE SEVEN-WIRE LOW RELAXATION STRAND, MANUFACTURED IN ACCORDANCE WITH ASTM A-416. STRANDS SHALL BE FREE FROM CORROSION, HAVING A GUARANTEED MINIMUM ULTIMATE TENSILE STRENGTH OF 270 ksi, NOMINAL DIAMETER EQUAL TO 1/2", AND AN AREA EQUAL TO 0.153 SQUARE INCHES.

B. ALL STRANDS SHALL BE ENCASED IN WATERTIGHT SHEATHING OF 0.050" MINIMUM THICKNESS FILLED WITH PT COATING IN ACCORDANCE WITH ACI 423.7-14. FABRICATION SHALL BE DONE IN A PLANT CERTIFIED IN

ACCORDANCE WITH ACI 423.7-14.

C. FOR TYPICAL POST-TENSIONING DETAILS SEE THIS SHEET.

10-2 ANCHORAGE AND TENDON PLACEMENT:

A. ALL ANCHORING HARDWARE SHALL MEET THE MINIMUM REQUIREMENTS SET FORTH IN ACI 318-14, SECTION

25.8. ANCHORAGES SHALL BE PROTECTED AGAINST CORROSION BY ENCAPSULATION AND HAVE A WATERTIGHT

CONNECTION TO THE SHEATHING IN ACCORDANCE WITH ACI 423.7-14.

B. ANCHOR CASTING WITH PLASTIC POCKET FORMER SHALL BE USED AT ALL STRESSING ENDS WHERE ANCHORAGE

MUST BE RECESSED IN CONCRETE IN ORDER TO ACHIEVE REQUIRED COVER.

C. HANDLING, STORAGE AND INSTALLATION OF PT TENDONS SHALL BE IN ACCORDANCE WITH PTI M10.3-16 "FIELD PROCEDURES MANUAL FOR UNBONDED SINGLE STANDS TENDONS". REPAIR DAMAGED SHEATHING PER THE

REQUIREMENTS SET FORTH IN PTI M10.3-16, APPENDIX C.

D. WHERE TENDONS INTERFERE WITH EACH OTHER, ONE TENDON MAY BE MOVED HORIZONTALLY IN ORDER TO AVOID THIS INTERFERENCE. WHERE THERE IS INTERFERENCE BETWEEN TENDONS AND ANY KIND OF CONDUIT OR

REBAR, THE TENDON PROFILE GOVERNS.

E. MAXIMUM TENDON SPACING SHALL NOT EXCEED 48 INCHES UNLESS NOTED OTHERWISE.

F. TENDONS SHALL CLEAR OPENINGS AND DRAINS PER DETAIL D/3SS002.

G. ALL SUPPORT STEEL AND POST-TENSIONING TENDONS SHALL BE FIRMLY SECURED IN FORMS TO OBTAIN

DIMENSIONS AND LOCATIONS SHOWN ON PLACING DRAWINGS.

H. SUFFICIENT BAR CHAIRS SHALL BE PROVIDED AS REQUIRED TO HOLD THE TENDONS IN TRUE VERTICAL POSITION.

TENDONS SHALL BE CHAIRED AT EACH INTERSECTION OF SUPPORT BARS.

I. SUPPORT BARS SHALL BE #4 OR LARGER AND SPACED NOT MORE THAN 4'-0" ON CENTER. LAP CONTINUOUS

SUPPORT BARS 2'-0" MINIMUM. SEE SLAB SECTIONS FOR TYPICAL SUPPORT STEEL LAYOUT.

J. CONCRETE SHALL BE PLACED IN SUCH A MANNER AS NOT TO DISTURB THE TENDON PROFILES. WORKMEN MUST BE CAUTIONED AGAINST WALKING ON TENDONS OR SUPPORT BARS. ANY TENDON DISPLACED DURING CONCRETE PLACEMENT MUST BE RESTORED TO ITS ORIGINAL PROFILE BEFORE CONCRETE SETS.

K. WHERE 4 OR MORE TENDONS ARE ANCHORED WITHIN A WIDTH OF 3'-0" OR LESS, ADDED SLAB REINFORCING PER

DETAILS H/3SS102 & J/3SS102 SHALL BE PROVIDED.

L. BEAM AND GIRDER TENDONS SHALL BE BUNDLED. MEMBER SECTIONS DISPLAYING BUNDLES SHALL BE SHOWN ON

SHOP DRAWINGS FOR APPROVAL.

M. THE PRESTRESSING SUPPLIER SHALL FURNISH TENDON LAYOUT AND SUPPORT BAR SHOP DRAWINGS TO THE ENGINEER PRIOR TO FABRICATION. PLACING SHEETS SHALL CONTAIN ALL INFORMATION NECESSARY TO POSITION ALL PRESTRESSING AND SUPPORT REINFORCING IN THE FIELD WITHOUT HAVING TO REFER TO THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL NOT PLACE ANY PRESTRESSING AND SUPPORT REINFORCING

UNTIL SHOP DRAWINGS REVIEWED BY THE ENGINEER ARE RECEIVED ON THE JOB SITE.

10-3 STRESSING:

A. THE STRESSING OPERATION SHALL BE UNDER THE IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK WHO SHALL CLOSELY CHECK AND RIGIDLY CONTROL ALL OPERATIONS. THE STRESSING OPERATION SHALL BE IN ACCORDANCE WITH PTI M10.3-16 "FIELD PROCEDURES MANUAL FOR UNBONDED SINGLE STRAND TENDONS". THE STRESSING SHALL NOT COMMENCE UNTIL CONCRETE TEST CYLINDERS, CURED UNDER JOB SITE CONDITIONS, HAVE BEEN TESTED AND INDICATE THAT THE CONCRETE HAS REACHED A MINIMUM STRENGTH OF

3000 PSI.

B. ALL PRESTRESSING STEEL SHALL BE STRESSED BY MEANS OF HYDRAULIC JACKS EQUIPPED WITH ACCURATE READING CALIBRATED HYDRAULIC PRESSURE GAUGES. A CALIBRATION SHEET SHALL ACCOMPANY EACH JACK-PUMP COMBINATION. MEASURED ELONGATIONS SHALL BE WITHIN 7% OF CALCULATED ELONGATIONS. IF INCONSISTENCIES BETWEEN THE MEASURED ELONGATION AND THE JACK GAUGE READING OCCUR, THE

JACK-GAUGE-PUMP UNIT SHALL BE RECALIBRATED.

C. THE JACKING FORCE SHALL BE 80% OF THE ULTIMATE FORCE OF THE TENDON (270 X .153 X .80 = 33.0 KIPS).

TENDONS SHALL BE ANCHORED AT 70% OF THE ULTIMATE FORCE OF THE TENDON (270 X .153 X .70 = 28.9

KIPS).

D. FOR POST TENSIONING DESIGN:

1. WOBBLE COEFFICIENT = 0.0012

2. CURVATURE FRICTION COEFFICIENT = 0.07

E. TENDON ELONGATIONS AND IMMEDIATE LOSSES DUE TO FRICTION SHALL BE CALCULATED BY THE POST-TENSIONING CONTRACTOR AND LOSS CALCULATIONS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. WOBBLE AND CURVATURE FRICTION COEFFICIENTS USED IN FRICTION LOSS CALCULATIONS SHALL BE VERIFIED DURING TENDON STRESSING OPERATIONS AND APPROPRIATE ADJUSTMENTS

TO THE CALCULATED TENDON ELONGATIONS SHALL BE MADE AS REQUIRED.

F. TENDONS STRESSED FROM ONE END ONLY SHALL BE INDICATED ON THE PLACING DRAWINGS. TENDONS THAT ARE STRESSED FROM BOTH ENDS NEED NOT BE STRESSED FROM BOTH ENDS SIMULTANEOUSLY. THESE TENDONS MAY HAVE MORE ELONGATION AT ONE END THAN AT THE OPPOSITE END. ELONGATIONS FROM BOTH ENDS SHALL TOTAL THE ELONGATIONS SHOWN ON PLACING DRAWINGS. TENDONS STRESSED FROM BOTH ENDS

SHALL HAVE FULL GAUGE PRESSURE ATTAINED AT EACH END.

G. STRESSING SEQUENCE SHALL BE AS FOLLOWS:

1. ALL SLAB TENDONS PERPENDICULAR TO LONG SPAN BEAMS.

2. ALL BEAM TENDONS AND BALANCE OF SLAB TENDONS.

3. ALL GIRDER TENDONS.

H. TAKE SAFETY PRECAUTIONS AS NECESSARY: DO NOT PERMIT ANYONE TO BE BEHIND JACKS WHILE STRESSING

TENDONS.

I. NO ANCHORAGE OF ANY TYPE SHALL BE SHOT OR DRILLED IN THE POST-TENSIONED SLAB AFTER CONCRETE IS

PLACED WHERE DAMAGE OR CONTACT MAY OCCUR TO THE POST-TENSIONED TENDON. IT IS THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE THE LOCATIONS OF ALL SUCH ANCHORAGES.

10-4 FINISHING AND PROTECTION AFTER STRESSING:

A. FINISHING AND PROTECTION PROCEDURES SHALL BE COMPLETED WITHIN 5 DAYS AFTER STRESSING.

B. MEASURE ELONGATIONS IN ACCORDANCE WITH PTI M10.3-16 "FIELD PROCEDURES MANUAL FOR UNBONDED SINGLE STRAND TENDONS". PRIOR TO CUTTING TENDON TAILS, ELONGATIONS SHALL BE SUBMITTED TO THE

ENGINEER OF RECORD FOR REVIEW WITHIN 1 DAY AFTER STRESSING.

C. AFTER ACCEPTANCE OF STRESSING RECORDS, CUT TENDON TAILS TO THE LENGTH SPECIFIED BY THE PT SUPPLIER TO ACCOMMODATE PROPER SEATING OF THE ENCAPSULATION CAPS BUT NOT LESS THAN 1/2" FROM THE

WEDGES.

D. SEAL TENDONS AND EXPOSED ANCHORS WITH ENCAPSULATION CAPS PER MANUFACTURER'S REQUIREMENTS.

AFTER ENCAPSULATION CAPS HAVE BEEN INSTALLED AND INSPECTED SOLIDLY PACK STRESSING POCKETS WITH NON-SHRINK CEMENTITIOUS GROUT. SACK OUT FACE OF POCKET WITH SAND-CEMENT MIX TO ACHIEVE REQUIRED ARCHITECTURAL FINISH. AT INTERMEDIATE ANCHORAGES ENCAPSULATION ELEMENTS SHALL BE

INSTALLED PER MANUFACTURE'S REQUIREMENTS.

E. WHEN WET WEATHER IS EXPECTED CUT TENDON TAILS AND INSTALL ENCAPSULATION ELEMENTS WITHIN 1 DAY AFTER ACCEPTANCE OF STRESSING RECORDS IN ACCORDANCE WITH PTI M10.3-16 "FIELD PROCEDURES MANUAL FOR UNBONDED SINGLE STRAND TENDONS". IF CUTTING OF THE TENDON TAILS OR COMPLETION OF THE ENCAPSULATION SYSTEM IS DELAYED ADEQUATE PROTECTION SHALL BE PROVIDED TO PREVENT MOISTURE FROM

REACHING THE EXPOSED TENDONS AND ANCHORAGES.

1" MIN

NOTE: PRIOR TO CONCRETE PLACEMENT ANCHORS SHALL BE SECURELY

FASTENED TO FORM w/ NON-CORROSIVE SYSTEM.

ENCAPSULATING HARDWARE

A

AT ENCAPSULATED ANCHORS

NO SCALE TCD7000D

TYPICAL TENDON PROTECTION

2" MIN

1'-0"1/5 OF SPAN LENGTH TYP UNO

EQ

EQ

1' -0

" T

YP

PLAN

SECTION

#4 T&B TIED TO TENDONS

DEAD END ANCHORAGES

STAGGERED AS SHOWN

ENCAPSULATING HARDWARE TYP

C L

O F

SU

PP

O

RT

B

AT ADDED ENCAPSULATED STRANDS

NO SCALE TCD7005A

TYPICAL PT DETAIL

2"

#4 CONT T&B

TIED TO TENDON

TYP @ SLAB EDGE

EQ

EQ

AT

A

N C

H O

RA

G

E

EXPOSED STRAND TO

BE PROTECTED BY

INTERMEDIATE CAP

AND SHEATHING

#4 CONT T&B

TIED TO TENDON TYP

EQ

EQ

POCKET FORMER

#4 CONT T&B

TIED TO TENDON TYP

ANCHOR ATTACHED

TO EDGE FORM

EQ

EQ

INTERMEDIATE ANCHORAGE

DEAD END ANCHORAGE

AT

A

N C

H O

RA

G

E

ENCAPSULATED HARDWARE

ENCAPSULATED HARDWARE

AT

A

N C

H O

RA

G

E

SEE A/SS002

STRESSING END ANCHORAGE

C

TYPICAL ENCAPSULATED PT ANCHORS

NO SCALE TCD7010A 112

1'-0" MIN STRAIGHT

PAST OPENING

6" M

IN

WHERE LIMITS ARE EXCEEDED SEE E/3SS002

MINIMUM RADIUS = 21' -0"

" Y "

SWEEP LENGTH

" X

O

FF

SE

T

" X "

OFFSET

" Y "

SWEEP

MINIMUM SWEEP LENGTHS IN FEET

'-0

" M

IN

R

AD

IU

S

TY

P

SY

M

M

ET

RI

C

AL

A

BO

U

T

C

EN

TE

RL

IN

E

U N

O

SLAB OPNG

0.5'

6.5'

1'

9'

1.5'

11'

2'

13'

2.5'

14' 15.5'

3' 3.5'

17' 18'

4' 4.5'

19' 20'

5' 5.5'

21' 21.5'

6' 6.5'

22'

D

TYPICAL TENDON SWEEPS AND BENDS

NO SCALE TCD7210 14

" X

" Y "

Y/6 Y/6

Y/6

Y/6

Y/6 Y/6

TENDONS IN

SAME PLANE

SECTION "B-B"

SECTION "A-A"

PLAN

"B"

"B"

#3 HAIRPINS

PT TENDONS

HAIRPIN TYP

"A"

"A"

E

TYPICAL FLARE AT PT TENDONS

NO SCALE TCD7205 1

1' -0

" M

IN

SWEEP CABLES TO MAINTAIN

1'-0" MIN EDGE DIMENSION

IF THIS DIM EXCEEDS 1'-6"

OMIT HOOKS @ BACKUP BARS

NO ANCHORAGE IS TO BE PLACED

LESS THAN DISTANCE SHOWN

FROM ANY SLAB EDGE

WITHOUT PRIOR APPROVAL

FROM ENGINEER

DEAD END, INTERMEDIATE

or STRESSING END ANCHORAGES

EOS LAP 24" 2" CLR #4 T&B BACKUP BARS

CLOSEST ANCHORAGE TO ADJACENT EOS

LAP 24"

EOS or CJ

F

AT SLAB CORNERS & CONST JOINTS

NO SCALE TCD7220

TYPICAL ANCHORAGE PLAN LAYOUT

EQ

EQ

EQ

#4 DOWEL w/THREADS

@ SLABS > 7" THICK:

2'-0" MIN FOR 6 TENDONS

(ADD 3" FOR EA ADDITIONAL TENDON)

@ SLABS ≤ 7" THICK:

2'-0" MIN FOR 3 TENDONS

(ADD 6" FOR EA ADDITIONAL TENDON)

3'-0"

1 1/2"

TENDONS TO BLOCKOUT

WHERE OCCUR

SECTION "A-A"

3"

C

LR

TY

P

"A"

"A"

2' -0

" T

YP

LENTON FORMSAVER COUPLER

1'-0" 1'-0" 1'-0"

G

SLAB STRESSING BLOCKOUT PLAN

NO SCALE TCD7300

TYPICAL

2" OFFSET

TYP

ST

RA

N

D S

M

AX

PE

R

BU

N

D

LE

#3 PER J/SSS002

3/8 OF SLAB THICKNESS

3" T

YP

6" T

YP

B

TW

N

BU

N

D

LE

S U

N O

#4 T&B TIED TO TENDONS TYP

#4 T&B

NOTE: REINFORCEMENT TO BE ADDED @ BOTH DEAD & LIVE END ANCHORAGES.

FA

C

E O

F

PT

A N

C H

O

RS

H

TYPICAL FLARE AT SLAB PT ANCHORS

NO SCALE TCD7200 1

1'-0"

TYP

LIMIT OF TENDON BAND

#4 T&B

#4 T&B TIED

TO TENDONS TYP

#3 BTWN ANCHORS &

@ EACH END OF BAND

1'-3" 3/ 4"

C

LR

TY

P

HAIRPINS 1'-0" BEYOND TENDON BAND

TYP EA END

H

3SS002

J

TENDON BANDS AT ANCHORAGE

NO SCALE TCD7100

TYPICAL REINFORCEMENT OF

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: 664-401 Office of Facilities

Management Architecture / Engineering / Consulting

Irvine Los Angeles Oakland www.ipd-global.com

2 Faraday, Suite 101, Irvine CA 92618 Phone 949 595 8004 Fax 949 595 8011

XX

55 Independence Circle, Suite 201

Chico, California 95973 530.895.3518

FAX 530.895.3544

www.culpandtanner.com structural engineers

SEISMIC DEFICIENCY -

SCI & CLC HOSPITAL

(949) 250-1500

2355 Main Street Suite 220 Irvine

3350 LA JOLLA VILLAGE DR.

SAN DIEGO, CA 92037

Dec 4 2018

POST TENSIONING NOTES

3SS002

09/26/2018

3SS002

POST TENSIONING NOTES & DETAILS

09/26/2018 EBA ND

3SS002

09/26/201807/19/2019

SPECIAL INSPECTION NOTES

SECTION 24: STATEMENT OF SPECIAL INSPECTIONS

24-1 SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND

SPECIFICATIONS, THIS STATEMENT AND IBC SECTIONS 1704 & 1705.

24-2 SEE GENERAL NOTE 1-6 FOR TYPES OF WORK REQUIRING SPECIAL INSPECTIONS.

24-3 SEE THE APPLICABLE TABLE ON THIS SHEET FOR THE FREQUENCY OF INSPECTIONS AND REFERENCE FOR CRITERIA.

INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360. INTERIM REPORTS AND A FINAL REPORT SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE IN ACCORDANCE WITH IBC SECTION 1704.2.4.

24-4 THE BUILDING SEISMIC FORCE RESISTING SYSTEM CONSISTS OF HORIZONTALLY SPANNING FLOOR AND ROOF

DIAPHRAGMS SUPPORTED BY SPECIAL MOMENT FRAMES.

24-5 SEE IBC SECTIONS 1705.11 AND 1705.12 FOR ADDITIONAL ITEMS REQUIRING SPECIAL INSPECTION AND TESTING

FOR THE SEISMIC DESIGN CATEGORY SPECIFIED IN GENERAL NOTE 20-3, B.

24-6 CERTIFIED MILL TEST REPORTS SHALL BE SUBMITTED FOR EACH SHIPMENT OF DEFORMED REINFORCING TO BE USED IN BEAMS, COLUMNS AND WALLS WHICH ARE PART OF THE SEISMIC FORCE RESISTING SYSTEMS.

24-7 TESTING CONTAINED IN THE STRUCTURAL STEEL FABRICATORS QUALITY ASSURANCE PLAN SHALL BE AS REQUIRED

BY AISC 341.

24-8 SEISMIC CERTIFICATION OF NON-STRUCTURAL COMPONENTS SHALL COMPLY WITH IBC SECTION 1705.12.3.

24-9 EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEMS OR A WIND OR SEISMIC RESISTING COMPONENT LISTED IN NOTE 24-4 SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN SPECIAL

INSPECTION NOTE SECTION 24.

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: 664-401 Office of Facilities

Management Architecture / Engineering / Consulting

Irvine Los Angeles Oakland www.ipd-global.com

2 Faraday, Suite 101, Irvine CA 92618 Phone 949 595 8004 Fax 949 595 8011

XX

55 Independence Circle, Suite 201

Chico, California 95973 530.895.3518

FAX 530.895.3544

www.culpandtanner.com structural engineers

SEISMIC DEFICIENCY -

SCI & CLC HOSPITAL

(949) 250-1500

2355 Main Street Suite 220 Irvine

3350 LA JOLLA VILLAGE DR.

SAN DIEGO, CA 92037

Dec 4 2018 28

3SS005

SPECIAL INSPECTION NOTES

09/26/2018 EBA ND

3SS005

PROPOSED PHASE II

STRUCTURE

(NOT A PART)

A A.5

34'-0"

B

29'-0"

C

63'-0"

D

19'-2"

E

63'-0"

F

63'-0"

G H J K L 482'-7"

'-6

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-0

3'

-1 0"

'-6

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-8

'-0

3'

-1 0"

15.7

4' -0

/2

B2 LEVEL FOUNDATION PLAN

1/16" = 1'-0"

R A

M P

U P

EXISTING PHASE I

STRUCTURE

(NOT A PART)

1. SEE 3SS501, 3SS502 & 3SS503 FOR TYPICAL CONCRETE DETAILS.

SEE 3SS601 FOR TYPICAL STEEL DETAILS.

2. "Fx" INDICATES FOOTING MARK - SEE SCHEDULE THIS SHEET.

"Cx" INDICATES CONCRETE COLUMN MARK - SEE SCHED ON 3SS310.

"CFx" INDICATES CONCRETE FRAME COLUMN MARK - SEE SCHED ON 3SS315.

"HSSxxxx" INDICATES HOLLOW STRUCTURAL STEEL COLUMN - SIZE AS NOTED.

"Wxxxxx" INDICATES WIDE FLANGE COLUMN - SIZE AS NOTED "Px" INDICATES PIPE COLUMN - SIZE AS NOTED.

3. SLABS ON GRADE SHALL BE 5" THICK UNO, w/#4 @ 18"oc EW UNO. SEE

GEOTECHNICAL REPORT, ARCHITECT AND SPECIFICATIONS FOR ADDITIONAL

INFORMATION. SLABS ON GRADE SPECIFIED ON THE STRUCTURAL DRAWINGS

ARE DIAPHRAGMS AND PART OF THE LATERAL FORCE RESISTING SYSTEM.

4. HOOK ALL SLAB ON GRADE REINFORCEMENT AT EDGE OF SLAB.

FOUNDATION / GROUND w/SPREADS ONLY

TCN0000

5. REFER TO SOILS REPORT(S) FOR ADDITIONAL INFORMATION.

6. VERIFY ALL TOP OF SLAB, WALL AND STEP ELEVATIONS AND LOCATIONS, AND OPENING

SIZES AND LOCATIONS WITH ARCHITECT.

7. REBAR LENGTHS NOTED ON PLAN DO NOT INCLUDE HOOK LENGTH, IF ANY.

8. PROVIDE MISC CONNECTION ITEMS AT STAIRS, ELEVATORS, EXTERIOR WALL SYSTEMS AND

ELEC & MECH EQUIPMENT AS REQUIRED BY MANUFACTURERS AND ARCHITECT. EXTERIOR

WALL SYSTEMS ARE DESIGNED BY OTHERS.

9. INDICATES #5 SOG DOWELS INTO FOOTING. SEE K/3SS502 FOR ADDL INFO.

(xx) INDICATES QUANTITY OF DOWELS INTO FOOTING.

EVENLY DISTRIBUTE AROUND COLUMN WHERE SOG OCCURS.

NOTES

B

3SS340

H

3SS341

H

3SS341 OH

H

3SS340

B

3SS342

B

3SS341

F12 F12

F12F12

F9.5 F9.5

F9.5 F9.5

F9.5 F9.5

F9.5 F9.5

8' -0

8'

-0

8' -0

8'

-0

F9.5 F9.5

F9.5 F9.5

F12 F12

F12 F12

F11.5

F11.5

F11.5

F11.5

F11.5

F11.5

F11.5

F11.5

F11.5

F14.5

F14.5

F14.5

F14.5

F13

6"C L

FT

G

C

O L

F9

F9

F9

F8

F8

F8

F11

F10

F10

F10F9

C L

C O

L

9"

6" C

L C

O

L 6'-0"6'-0" PIERS PER A/3SS301

F8 F8 F8 F8

F10.5

FOOTING SCHEDULE TCN2000

MARK PLAN SIZE THICKNESS

REINF

EW BOT UNO

F8

F9

F9.5

F10.5

8'-0" SQ

9'-0" SQ

9'-6" SQ

10'-6" SQ

2'-0"

2'-6"

2'-6"

3'-0"

10-#6

11-#6

13-#6

11-#7

NOTES:

1. LOCATE FOOTINGS CENTERED UNDER COLUMN(S) EACH WAY, UNO.

2. PIER CAP CALLOUT

ESTIMATED PIER LENGTH FROM BOTTOM OF FOOTING/PIER

CAP TO BOTTOM OF PIER. FIELD VERIFY ACTUAL PIER LENGTH

NEEDED TO MEET MINIMUM EMBEDMENT REQIREMENTS OF

GEOTECHNICAL REPORT.

MARK PLAN SIZE THICKNESS

REINF

EW BOT UNO

F12 12'-0" SQ 3'-6" 15-#7

F10 10'-0" SQ 2'-6" 12-#7

F11 11'-0" SQ 3'-0" 13-#7

F13 13'-0" SQ 3'-6" 15-#8

F14.5 14'-6" SQ 4'-0" 19-#8 K.3 K.7J.7J.3HG.7G.3 LG KJ.1

29'-6" 16'-9" 16'-9" 29'-6" 16'-9"16'-9"19'-2"16'-9"29'-6"16'-9"

3'-3"

63'-0" 19'-2" 63'-0" 63'-0"

G.4 G.6 G.9 H.9 J.2 J.5 J.6

19'-7" 19'-7" 19'-7" 19'-7" 19'-7"

3'-6" 3'-1"

12'-4" 12'-1" 22'-1"

C

3SS110

SOG TO FTG

DOWELS TYP

SEE NOTE 9

CF1 CF1CF1 CF1 CF1 CF1 CF1 CF1 CF1 CF1

CF1

C3C3C4 C3 C1

(16)

(16)

C3C3C3

(16)(16)

(16)(16)

C4

C1

C1

C5 C1C2C2C1

C1 C2C2

C2C2

C2C2

C5

C5

C5

C5CF1 CF1

CF1 CF1

CF1 CF1

C2C2

C2C2

C7C7

C8

C4

C2

C2

C2

C2

C10

CF1

CF1

CF1

CF1

CF1

CF1

CF1

C1

C1C1A

C3 C3C3

C6C6

C6C6CF3CF2CF2CF2CF2CF3

(16)(16) (16)

(16)(16) (16)

E

3SS503

F

3SS503

E

3SS503

F

3SS503

F

3SS503

L

3SS503

H

3SS503

D

3SS501

CURB PER

ARCH TYP @

LIGHT WELL

F

3SS503

TYP @ CMU

ROOM

UNO

C10

C10

C7

13.8

3' -6

'-2 "13.8

3' -6

'-2

15.8

3' -9

'-1 1"

TOF = -5'-8"

PHASE II STRUCTURE PRECEDES CONSTRUCTION

OF PHASE III, FOOTINGS FOR INFORMATION ONLY

(8)

(8)

CF1A

CF1A

CF1A

CF1A

CF1A

CF1A

CF1A

(12)

(12)

19'-0"

F16 16'-0" SQ 4'-6" 22-#8

F12

E

3SS503

PC4

17'-0"

F11.5 11'-6" SQ 3'-0" 16-#7

F9

F11

F10

F10

F10

5' -0

" P

ER

A

RC

H

11'-0"

PER ARCH

8'-8" PER ARCH

9' -5

PE

R

AR

C H

C.3

J

3SS111

A1

3SS502

L

3SS502

A

3SS502

@ SPANDREL

A1

3SS502

@ SPANDREL

SEE GEOTECH FOR OVEREX

& RECOMPACT REQUIREMENTS

FOR SOIL SUPPORTED SOG.

STRUCTURAL SOG CAN BE

PROVIDED @ CONTRACTOR

OPTION IN LIEU OF OVEREX

& RECOMPACT

3" MIN GAP, TYP

M

3SS502

TYP @

RETAINING

WALL

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.…