PROJECT

DRAWING INDEX

ALTAMONT HOTEL BASEMENT AND SIDEWALK

IMPROVEMENTS

3048 16TH STREET, SAN FRANCISCO, CA 94103

DBI CHECKLIST

LOCATION MAP

PROJECT INFORMATION

CODE INFORMATION

C

B

A

ARCHITECTURAL SYMBOLS

PROJECT TEAM

ALTERNATES

A0.1

SS1.0

DES.

DRW.: JP

SURV: JR

REV NO.

CHK.: BR

JOB NO.

S-7831

SCALE: 1" = 8'

DATE: 8/18/11

SHEET: 1

OF: 1

1 DEMO - BASEMENT FLOOR PLAN

1/4" = 1'-0"

D2.0

1 DEMO-GROUND FLOOR PLAN

1/4" = 1'-0"

J U L I A N A V E.

1 6

T

H

S

T

.

W I E S E S T.

D2.1

1 BASEMENT FLOOR PLAN

1/4" = 1'-0"

A2.0

1 GROUND FLOOR PLAN

1/4" = 1'-0"

J U L I A N A V E.

1 6

T

H

S

T

.

W I E S E S T.

A2.1

1 TYPICAL SECTION AT SIDEWALK

1/2" = 1'-0"

A3.0

1 REFLECTED CEILING PLAN-BASEMENT

1/4" = 1'-0"

A8.0

(CLASS B TOP BAR)BAR SPACING SHALL NOT BE LESS THAN 4x BAR DIAMETER OR 4".

14" 94"

132"

112"

38"

60"

76"36"

24"

#6 & LARGER#5 & SMALLER

EXPOSED TO EARTH (FORMED) OR WEATHER

CAST AGAINST EARTH OR GRADE

1 MAX6

NOT EXPOSED TO EARTH OR WEATHER

3"

1å"2"

#8

#7

#6

#10

#11

#9#3

#4

#5

180° HOOK

90° HOOK

CONC COVER FOR REINF STEEL

STANDARD HOOKS & BENDS

COL. BAR & STRUCT. OFFSET SPLICE

'CLR'

135° STIRRUP TIES#3, #4, #5

STIRRUP#3, #4, #5

LAP LENGTHSIZESIZE LAP LENGTHLAP LENGTHSIZE

ALL REINFORCING BARS SHALL EXTEND AS FAR AS POSSIBLE ANDEND IN A STANDARD 90° OR 180° HOOK UNLESS DETAILED OTHERWISE

MINIMUM BAR LAPS FOR REINFORCING STEELCONCRETE STRENGTH: 2500 PSI OR GREATER (STAGGER SPLICES)

WIRE TOGETHERAT EACH END

R = 2dbR = 2dbdb

LAP

12db

4 db OR 2å" MIN

6db, 3" MIN

db db6db

R=3 db FOR #3 TO #8R=4 db FOR #9 TO #11

135° 6db

WHERE COVER NOT LESS THAN 1å", #5 LAP LENGTH = 30"

*

*

#6 & LARGER, & ALL BM STIRRUPS, COL TIES & SPIRALS#5 & SMALLER 1"

1å"

CROSSTIE#3, #4, #5

POUNDS PER SQUARE INCHPOUNDS PER SQUARE FOOT

PSIPSF

ABBREVIATIONS

DOUGLAS FIR

MANUFACTURER

UP TRUSS

HOLE

FRICTION BOLT

CHANNEL

AB

ACADJ

ALT

BLDGBLK/BLKG

BM

BOTBRGBTWN

C

CB

‚CJ

CLGCLRCOLCONCCONNCONTCPCMUCSKCWDBL

DFDIA or øDIAGDIMDJDLDNDODWG

EAEEEFELECELEVEMBED

ANCHOR BOLT

AIR CONDITIONINGADJACENT

ALTERNATE

BUILDINGBLOCK/BLOCKING

BEAM

BOTTOMBEARINGBETWEEN

AMERICAN STANDARD

CARRIAGE BOLT

CENTERLINECONTROL JOINT

CEILINGCLEARCOLUMNCONCRETECONNECTIONCONTINUOUSCOMPLETE PENETRATIONCONCRETE MASONRY UNITCOUNTERSINKCUT WASHERDOUBLE

DOUGLAS FIRDIAMETERDIAGONALDIMENSIONDOWEL JOINTDEAD LOADDOWNDITTODRAWING

EACHEACH ENDEACH FACEELECTRICALELEVATOR/ELEVATIONEMBEDMENT

EQEQUIP

EWEXIST or (E)EXP

FDNFINFG

FLRFN

FOMFOSFRMGFSFTG

GAGALVGLBGRHD

HGRHORIZHSHSBHSFB

HSGHSH

HTIDIJ

JSTJTL

LGMFLGMFC

LL

LLV

MAXMB

EQUALEQUIPMENT

EACH WAYEXISTINGEXPANSION

FOUNDATIONFINISHFINISH GRADE

FLOORFACE NAIL

FACE OF MASONRYFACE OF STUDFRAMINGFAR SIDEFOOTING

GAGE or GAUGEGALVANIZEDGLUE LAMINATED BEAMGRADEHOLD DOWN

HANGERHORIZONTALHIGH STRENGTHHIGH STRENGTH BOLTHIGH STRENGTH

HIGH STRENGTH GROUTHORIZONTAL SLOTTED

HEIGHTINSIDE DIAMETERI SHAPED WOOD BUILT

JOISTJOINTSTEEL ANGLE

LIGHT GAGE METAL FRAMINGLIGHT GAGE METAL FRAMING CONTRACTOR

LONG LEG VERTICAL

MAXIMUMMACHINE BOLT

LIVE LOAD

MBM

MCMECH

MFRMINMISCMIWMTL(N)NICNO or #NS

NTS

OCOD

OPNGOPP

ƒ

PEN

PLYPLFPNLPP

PTDF

PTRRFTRREFREINFREQD

REVRF

SAD

SB

SCHEDSED

SIM

SMD

SPCG

SPEC

METAL BUILDING

MISCELLANEOUS CHANNELMECHANICAL

MANUFACTURERMINIMUMMISCELLANEOUSMALLEABLE IRON WASHERMETALNEWNOT IN CONTRACTNUMBERNEAR SIDE

NOT TO SCALE

ON CENTEROUTSIDE DIAMETER

OPENINGOPPOSITE

PLATE or PROPERTY LINE

PLYWOOD EDGE NAIL

PLYWOODPOUNDS PER LINEAR FOOTPANELPARTIAL PENETRATION

PRESSURE TREATED

POINTRADIUSRAFTERREFERENCEREINFORCINGREQUIRED

REVISIONROOF

SEE ARCHITECTURAL

SOLID BLOCK

SCHEDULESEE ELECTRICAL DRAWINGS

SIMILAR

SEE MECHANICAL DRAWINGS

SPACING

SPECIFICATIONSQSS

STDSTIFFSTLSTRUCTSWSYMT&BT&GTHKTHRDTHRUTLTNTOC

TOSTOTTUTYPUNOVERT

VSHWW/W/OWD

WP

WT

WWF

SQUARESELECT STRUCTURAL

STANDARDSTIFFENERSTEELSTRUCTURALSHEAR WALLSYMMETRICALTOP AND BOTTOMTONGUE AND GROOVETHICKTHREADEDTHROUGHTOTAL LOADTOE NAILTOP OF CONCRETE

TOP OF STEELTOTALTILT UPTYPICALUNLESS NOTED OTHERWISEVERTICAL

VERTICAL SLOTTED HOLEWIDE FLANGE STEEL BEAMWITHWITHOUTWOOD

WORK POINT/WATERPROOF

WEIGHT

WELDED WIRE FABRICPANEL TIE BARPTB

ABV ABOVE

BLW BELOW

Lb or # POUND(s)

FERRULE LOOP INSERTFLI

OW OTHERWISE

or STAINLESS STEEL

TOF TOP OF FRAMINGTOP OF MASONRYTOM

TOP TOP OF PLYWOOD

WELDED THREADED STUD

WELDED HEADED STUDWELDED

BUILT-UP

PARALLEL STRAND LUMBER

LAMINATED VENEER LUMBER

CERTIFIED GLUED LUMBERINTERIOR

EXTERIOR

WTS

WHSWLD

BU

PSL

LVL

CGLINT

EXT

LONG LEG HORIZONTALLLH

FACE OF CONCRETEFOC

HEADERHDR

SHEATHINGSHTG

POWDER DRIVEN PINSPDP

OPPOSITE HANDOH

BOUNDARY NAILBN

SECTIONHSS HOLLOW STRUCTURAL

S AMERICAN STANDARD BEAM

O/ OVER

WS WOOD SCREW

SPD SEE PLUMBING DRAWINGS

SYSTEMSLRS SEISMIC LOAD RESISTING

POST ABOVEPA

PERP PERPENDICULAR

STGR STAGGERED

DRAWINGS

ES EACH SIDE

LS LAG SCREW

NSG NON-SHRINK GROUT

VIF VERIFY IN FIELD

SHEET METAL SCREWSMS

DOWELDWL

CIP CAST IN PLACE

BYND BEYOND

ADDITIONALADDL

LAMINATED STRAND LUMBERLSL

DCW DEMAND CRITICAL WELD

RET RETAINING

SC SLIP CRITICALSCD SEE CIVIL DRAWINGS

@ AT

CANT CANTILEVER

RWD REDWOOD

MEZZ MEZZANINE

STRUCTURAL ENGINEER OFSEOR

SOG SLAB ON GRADE

RECORD

2å"

3ß"

1é"1é"1é"

3é"

THRDROD

ANCHOR

6"

MINIMUMEMBEDMENT

4"5"

å"ø

4"

é"øç"ø

6"

6å"8á"9é"3"

3"3"

2å" 5á"

3ß" 6á"3é" 7å"

UNOhef

SET-XP

HIT-RE500-SD

MINIMUMEDGE DIST

Cmin

MINIMUMSPACING

S min

MINIMUMCONC DEPTH

hmin

å"ø

é"øç"ø 5"

min

TYPEANCHOR

SIMPSON

HILTI

min

ADHESIVE ANCHORSIN 2500 psi MIN CONCRETE

NOTES:

SCHED

h EM

BED

SEE

ef

C S

ANCHOR DIAPER PLAN& DETAILS

EDGE OF CONCAS OCCURS

1ë"3" 1ë" 4á"ã"ø

Install adhesive anchors per manufacturer's information and ICC report. Special inspection isrequired per section 1704 and the requirements of the ICC reports.

Acceptable adhesives are: Simpson SET-XP, ICC No. ESR-2508; Hilti HIT-RE500-SD, ICCNo. ESR-2322. An approved equal may be substituted unless specifically noted otherwise ondrawings.

Threaded rods to be A36 or A307 Grade C threaded rod. Rebar to be A615.

Contractor to verify minimum edge distances, spacing and thickness are in accordance withschedule prior to installing anchor.

When drilling holes in existing concrete, use care and caution to avoid cutting or damagingthe existing reinforcing bars. Maintain a reasonable clearance between reinforcement and thedrilled-in anchor. CORE DRILLED HOLES NOT PERMITTED.

The special inspector must be on the jobsite continuously during anchor installation to verifyanchor type, anchor dimensions, hole cleanliness, embedment depth, concrete type, concretecompressive strength, drill bit diameter, hole depth, edge distance(s), anchor spacing(s),concrete thickness, and adhesive injection.

See drawings for specific tension test loads for anchors.

REBAR

#4

#6#5

#4

#6#5

#3

1é"ë"ø 7" 11å"3"#71é"1"ø 8" 13"3"#8

4ã"7" 4ã" 8é"ë"ø #7

5"8" 5" 10"1"ø #8

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7.

Design Criteria: 2010 California Building Code (CBC)Live Load: 250 psf or 10,000# point load over 2.5'‹ area

Building dimensions shown are for general reference only. See Architectural drawings(SAD) for all actual building dimensions. Any discrepancies are to be brought to theattention of the Architect/Engineer so clarification can be made prior to commencingwork. All dimensions related to existing conditions shall be verified by the contractorand submitted in writing to the Architect/Engineer for review prior to construction.

Structural drawings shall NOT be scaled. All dimensions and fit shall be determined andverified by the contractor prior to commencing work.

Details not fully or specifically shown shall be of same nature as other similar conditions.

Refer to Architectural drawings for sidewalk slabs and dimensions.

Coordination of mechanical, electrical, plumbing, and site utility systems with the structuralsystem is the responsibility to the General Contractor. At conditions where fieldmodifications of mechanical, electrical, plumbing, or site utilities affect structural systems,notify Structural Engineer prior to installation.

Shoring and bracing design, materials and installation shall be provided by the GeneralContractor, and shall be adequate to support all loads. Leave in place as long as maybe required for safety and until final structural construction is completed.

Special Inspections are required per E/-.

Structural Observation is required for the following per CBC Section 1710.2.Notify ZFA for review of:

- Minimum footing size and reinforcing steel

Notify ZFA for review prior to covering above listed work. Provide 2 working daysminimum scheduling notice prior to Structural Observation review date.

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8.

Foundation Design Pressures are per CBC Section 1806.2:

Shallow Footings:DL + LL = 1,500 psf

All soils work shall be done in accordance with the specifications, the requirements ofChapter 18 of the 2010 CBC. All foundations shall bear on firm, undisturbed, nativesoils at or exceeding depths shown on the drawings. Increase fill and or footingdepth as required. All footing excavations shall be as neat as practicable. Over-excavations in width shall be filled with concrete, and in depth may be filled with leanconcrete. All loose soils shall be removed from excavations prior to placement ofreinforcing or concrete.

Typical Slab: 5" concrete reinforced with #3 @ 12"oc at mid-depth over vapor retarder(per specifications) and 6" minimum free draining compacted rock per specifications onsubgrade. Do not drive concrete trucks or large screed machines on vapor barrierwithout additional buffer material and approval from the Structural Engineer.

Provide control joints (or construction/dowel joints at contractor's option) as shown onplan (15'-0"oc max. Install joints to divide slab into rectangular areas with long dimensionless than 1.5 x short dimension. Install joints at face of studs of wall where possible.Submit joint layout plan for review prior to placement.

Do not undercut existing foundations. Notify Engineer for review and possiblerevisions, if existing foundation conditions are not as shown.

Top of footing elevations to be determined by the contractor based on field verifiedinformation.

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6.

Shop fabrication of structural load-bearing members and assemblies per CBCSection 1704.2 or alternatively, approved fabricators shall submit a certificate ofcompliance per CBC Section 1704.2.2 including glu-lam beam inspection certificates.

Structural steel construction per CBC Sections 1704.3, 1707.1, 1708.3 and Table1704.3 including material identification, shop and field welding, and installation ofhigh-strength bolts.

Concrete construction per CBC Sections 1704.4, 1707.1, 1708.2 and Table 1704.4including formwork, reinforcing steel, cast-in-place bolts, mix designs, concretesamples, and placement for all concrete other than spread footings with designstrength no greater than 2500 psi, non-structural slabs on grade and exterior flatwork.Reinforcing dowels from footings to retaining walls shall be inspected prior toplacement of footing concrete and wall grout or concrete.

Special cases per CBC Section 1704.15 and product ICC reports for all structuralmaterials and systems required to be installed in accordance with additionalmanufacturer's instructions that prescribe requirements not contained in the CBC orreferenced standards including post-installed anchor bolts in concrete and CMU, andpre-manufactured shear panels and braced frames.

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4.

Special inspections and testing shall be performed by an approved agency in accordance withCalifornia Building Code (CBC) Sections 1703, 1704, 1707 and 1708, and with the Statement ofSpecial Inspections as required by CBC Sections 1704.1.1 and 1705 for building structuralelements summarized as follows:

Concrete Construction

1. Concrete shall be hard rock concrete and meet the following requirements:

Steel Grades:WF & WT Shapes..................................... ASTM A-992C Shapes, L Shapes & Plates................ ASTM A-36Machine Bolts ..................................... ASTM A-307 (MB) or ASTM A-36

Workmanship and details shall conform to the AISC specifications and the CBC unlessnoted otherwise.

Bolt holes shall be Þ" larger in diameter than the bolt. Anchor bolt holes shall beß" larger in diameter than the anchor bolt.

Welding electrodes shall meet AWS requirements and electrodes shall be E70XX forshielded metal arc, F7XX-EXXX for submerged arc (shop welds only), ER70S-X forgas metal arc and E7XT-XX for flux core (unless noted otherwise).

All structural welds shall be inspected and certified by a qualified testing agency.Certification shall be submitted to the Architect and the Building Department.

Temporary shoring and bracing shall be used and shall be adequate for all loads towhich it may be subjected. Leave temporary bracing and shoring in place as long asmay be required for safety, AND until final framing construction is completed.

Grout: ASTM C 1107, Non-Shrink, non-metallic aggregate type, capable of developingminimum compressive strength of 7,000 psi at 28 days. Provide "Masterflow 928"manufactured by Master Builders.

SAD for finishes on steel framing.

Contractor to submit shop drawings prior to fabrication for review. Generalcontractor to review shop drawings prior to submitted to Architect/Engineer.

LocationMin. Strength28 Days PSI

AggregateSize-Inches

Max Water toCement Ratio

Minimum CementSacks, C.Y.

Interior Slabon Grade

Exterior Slab on Grade

Foundations

See note #3

0.55

0.53

4.5

5.0

ã"x#4

1"x#4

ã"x#4

3,000(4,000 56 days)

(designed for 2,500)

2,500

3,000(designed for 2,500)

STRUCTURAL

See note #3

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9.

10.

Concrete mix design and testing shall meet the requirements of Section 1903, 1905and 1704 of the 2010 CBC, and these specifications. Cement to be in accordancewith ASTM C-150 type II. Aggregate to meet ASTM C-33.

Concrete mix design for interior slabs on grade to have 25% to 35% fly ash Type Fsubstituted for cement on a 1 to 1 ratio with a minimum of 6.1 sacks of cementitiousmaterial per cubic yard. Maximum W.C.R. to be 45%. Reduce total sand and blendsand as much as practical.

Under slab vapor retarder to be ASTM E 1745 performance Classification A; 15 milminimum thickness; 0.025 U.S. permeance. Install per ASTM E 1643 and manufacturersrecommendations. One acceptable product is Stego Wrap 15-mil vapor barrier.

Reinforcing steel shall conform to ASTM A-615, Grade 60 for #4 and larger bars andGrade 40 for #3. Steel shall be kept clean and free of rust. Submit shop drawingsfor review prior to installation. Securely tie rebar in place prior to concrete pour.

Welded wire fabric shall conform with ASTM A-185, and shall be lapped 12" minimum.

Slabs, beams, walls and other concrete shall be kept continuously wet for 48 hours,after placement, and shall be kept damp for 7 days after placement. Slabs shall havecure/sealer applied immediately after finishing if other finishes are not affected.When cure sealer can not be applied, slab shall be kept continuously wet or coveredwith curing paper. Cure shall be of a type that will not be detrimental to sealers tobe applied later.

Anchor bolts - A36 or A307 headed bolts. (No "J" or "L" bolts except at wood sillplates). Securely tie anchor bolts in place prior to concrete pour.

Mechanical couplers for reinforcing steel to be by Bar Lock (ER-5064) or equalcoupler with ICC Report, UNO.

Drilled expansion concrete bolts are Simpson Strong Bolt (ESR-1771) or Hilti KwikBolt TZ (ESR-1917). Concrete inserts and ferrule loop inserts are by Burke ConcreteCompany.

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STRUCTURAL STEEL

Provide details outlining the reinforcement of existingdeteriorated sidewalk structural system

Blast all exposed steel with compressed air to remove loose corrosion, typical.1.

Proportion, mix, transport and place shotcrete in accordance with ACI 506.2"specifications for shotcrete," u.o.n. Tolerances for shotcrete to conform to ACI117 "standard specification for tolerances for concrete construction and materials".

Use shotcrete only where designated on the drawings. No substitution ofshotcrete for cast-in-place concrete is allowed.

Comply with the requirements of the concrete and reinforcing steel generalnotes except as modified in this section.

Use wet mix shotcrete with a 28 day compressive strength of 4000 psi, and maxaggregate size of #7.

A prequalification test panel is required for each nozzleman. A mean test panelcore grade equal to or less than 1.5 in accordance with ACI 506.2 grading isrequired for each nozzleman.

Clean substrates and forms of loose or unsound material prior to the placement ofshotcrete. Wet cementitious or absorptive substrates and forms to the saturatedsurface dry condition prior to shooting. Do not place shotcrete against surfaceswith standing or running water.

Completely fill areas and completely encase reinforcement. Remove reboundand other loose material from new construction.

Do not reuse rebound or overspray.

Provide steel trowel finish for shotcrete to be exposed or painted. Providerod finish for shotcrete for to be concealed.

Keep shotcrete continuously moist by direct water application for 24 hours aftershooting. Follow by curing the shotcrete with a fog spray or an approvedmoisture-retaining cover, membrane, or compound until 7 days after shooting. ifcuring compounds are used, apply the compound at twice the manufacturer'sspecified coverage.

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SHOTCRETE INSPECTION

DOCUMENTSContractor shall provide special inspector following documentation for inspection:

INSPECTION PROCEDURESSpecial inspector shall inspect the following in accordance with ACI 506.2:

SAMPLING AND TESTING

REPORTS

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3.

Approved plans, specifications and contractor submittals for applications used.

Nozzlemen qualification papers.

Concrete mix design, approved by engineer of record.

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Verify that equipment and pressures are same as used for preconstruction testpanel.

Check for cold weather limitations and precautions.

Verify reinforcing has been previously inspected and placed for minimalcongestion.

Verify all joints, penetrations, embeds and framework are correct and adequatelysupported.

Verify all nozzlemen have suitable shooting positions and access to achieveplacement with minimal rebound.

Check for ground wire placement or other thickness gauging control method.

Review mixing and placing procedures with crew before commencement ofapplication.

Observe placement for: a. consistency b. consolidation c. coverage d. rebound e. finish f. cure

Check completed job for defects and corrective action.

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Prequalification test panel: contractor shall prepare one test panel for eachnozzleman on the job. Test panels shall be representative of the projectwith panel thickness and reinforcing to reproduce the thickness and mostcongested area in the design. a. Contractor shall provide sufficient lead-time for

prequalification test panel, prior to actual shotcreting work. b. Prequalification test panel shall be cored and graded prior

to actual shotcreting work.

Strength test: contractor shall prepare one test panel 24"x 24"x 3 1/2 foreach shift (per ASTM C1140), but not less than one for each 50 cubic yardsof shotcrete. Arrange correct positioning of sample panel to represent jobshotcrete. Prearrange with nozzleman, the correct timing of the test samplepreparation and verify that it is representative of job placement, finish andcure. Refer to ACI 506 for further guidance.

1. Submit written reports describing the tests and observations made andshowing the action taken to correct nonconforming work. Itemize anddescribe changes authorized by architect/engineer. Report alluncorrected deviations from plans or specifications.

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PROJECT

THIS DOCUMENT AND THE IDEAS INCORPORATEDHEREIN, AS AN INSTRUMENT OF PROFESSIONALSERVICE, IS THE PROPERTY OF THE ENGINEER AND ISNOT TO BE USED, IN WHOLE OR IN PART FOR ANYOTHER PROJECT WITHOUT THE PRIOR WRITTENAUTHORIZATION OF THE ENGINEER.

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General Notes andTypical Details

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3/4" = 1'-0"1 TYPICAL REINFORCING DETAILS (f'c = 2500psi MIN)

3/4" = 1'-0"2 ADHESIVE ANCHOR IN CONCRETE

BDesign Criteria

CGeneral Notes

DFoundation Notes

E

Special InspectionBy Owners Testing Agency

FStructural Specifications

Revision ScheduleRevisionNumber Revision Description

RevisionDate

AScope

3Corrosion Abatement

GShotcrete

B C D E F G

1

2

3

4

5

A C.5 H

6

5.5

(N) W8x13 COLUMN ABOVE TYPICAL,UNO. COLUMNS TO ALIGN WITH (E)FRAMING ABOVE AS SHOWN IN THESTREET LEVEL FRAMING PLANTYPICAL UNO.

(N) 4'-6"x4'-6" x12" THICK MINFOOTING CENTERED BELOWCOLUMN, REINFORCED WITH (4) #5EA WAY , TYPICAL.

(E) TANK TO BE REMOVED

(E) COLUMNS TYPICAL

(E) BASEMENTRETAINING WALL,TYP.

1S3.1

__________TYP

(E) MASONRY WALL

WIESE STREET

16TH

STR

EET

JULIAN AVENUE

(E) MECHANICAL PAD, VIF

(E) MASONRY WALL

(E) MECHANICAL EQUIPMENTTO REMAIN.

(E) WATERHEATER TO REMAIN(E) TANK TO REMAIN

(E) FLOOR DRAIN

(E) FT

G V

IF(E

) FT

G V

IF

(E) FIRE SPRINKLER PIPING

(E) CONCRETE PILASTER

5S3.1

__________

(N) W8x13 COLUMN AGAINST (E)MASONRY WALL

(N) STUB POST ABOVE IN (E)MASONRY WALL SEE STREETLEVEL FRAMING PLAN FORINFORMATION

(N) STUB POST ABOVE IN (E)MASONRY WALL SEE STREETLEVEL FRAMING PLAN FORINFORMATION

(E) SUMP VIF

(E) DRAIN PIPES BELOW SLAB VIF

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SHEET DESCRIPTION

PROJECT

THIS DOCUMENT AND THE IDEAS INCORPORATEDHEREIN, AS AN INSTRUMENT OF PROFESSIONALSERVICE, IS THE PROPERTY OF THE ENGINEER AND ISNOT TO BE USED, IN WHOLE OR IN PART FOR ANYOTHER PROJECT WITHOUT THE PRIOR WRITTENAUTHORIZATION OF THE ENGINEER.

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Foundation Plan

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Revision ScheduleRevisionNumber Revision Description

RevisionDate

NORTH 1/8" = 1'-0"

Foundation Plan

B C D E F G

1 1

2 2

3 3

4 4

5 5

15'-4" 14'-6" 15'-6" 15'-6"VIF, TYP16'-0"

VIF, TY

P20

'-5"

20'-5

"20

'-5"

21'-2

"

82'-5

"

A

15'-11"

C.5 H

6 6

5.5 5.5

(E) BEAM TYP UNO

(E) COLUMN TYP UNO

(E) LIGHTPOST ABOVE, PROVIDE WATERPROOFING BOOT AT ALL SIDEWALKSLAB PENETRATIONS. COORDINATE INSTALLATION WITH ARCHITECT.

(E) CMU TRANSFORMER VAULT BELOW, NO WORK

(E) MAIL DISTRIBUTION BOX, TO REMAIN.

(E) BASEMENT VENT, TYPICAL ALONG JULIAN UON.

(E) WALLS BELOW, NO WORK TYPICAL

(E) RETAINING WALL BELOW, TYP, THICKNESS UNKNOWN

WIESE STREET

16TH

STR

EET

JULIAN AVENUE

NOTE:WALLS ABOVE GROUND FLOORNOT SHOWN FOR CLARITY

(N)(2)C10x20 (N)(2)C10x20 (N)(2)C12x30 (N)(2)C10x20 (N)(2)C10x20

(N)(2)C10

x20

(N)(2)C10

x20

(N)(2)C10

x20

(N)(2)C12x3

0(N

)(2)C12x3

0

CHANNELS CONTINUOUSPAST COLUMN FOR CANT.

CANT

CANT

3S3.1

__________

3S3.1

__________

TYP.

TYP.

(FOR C

10x2

0's)

15'-6

" MAX S

PAN T

YP

DO NOT PERFORM ANY OPERATIONS TO SIDEWALK SURFACE THAT WOULD CAUSE VIBRATORY LOADING TO SIDEWALKSTRUCTURE PRIOR TO INSTALLATION OF SUPPORT STRUCTURE TO UNDERSIDE OF SIDEWALK.

PROVIDE LOCAL REPAIR OF TRIPPING HAZARDS AND COORDINATE SEALING OF CONCRETE SURFACE WITH ARCHITECTURALREQUIREMENTS. AS AN ALTERNATE TO LOCAL REPAIR OF TRIPPING HAZARDS AND SEALING SEE ALTERNATE THIS SHEET

REROUTE ALL PLUMBING, FIRE AND LIFE SAFETY COMPONENTS, CONDUIT, ETC, AS REQUIRED FOR INSTALLATION OF NEW SUPPORTBEAMS, TYPICAL.

TESTING OF DOWELS AND THREADED ROD EMBEDDED IN EPOXY IS NOT REQUIRED. SPECIAL INSPECTION DURING INSTALLATIONIS REQUIRED PER GENERAL NOTES SHEET S0.1.

NOTES:

1.

2.

3.

4.

SHADED REGION DENOTES AREA OF (E)WOOD FORM WORK ON THE UNDERSIDE OFTHE SIDE WALK TO BE REMOVED

(E) LIGHTPOST DIRECTLY ABOVE(E) CONCRETE PILASTER BELOW

(E) MAN HOLE TO REMAIN

(E) PARKING METER SAD FOR WATERPROOFING BOOT

(E) ACCESS SAD FOR WATERPROOFING

(E) PARKING METER SAD FOR WATERPROOFING BOOT

(E) SIDEWALK VENT SAD

(E) SIDEWALK VENT SAD

(E) GARBAGE CAN VIF. TEMPORARILYRELOCATE AS REQUIRED FOR WORK.

(E) GARBAGE CAN VIF. TEMPORARILYRELOCATE AS REQUIRED FOR WORK.

SHADED REGION DENOTES AREA OF (E) WOOD FORM WORK ON THEUNDERSIDE OF THE SIDE WALK TO BE REMOVED. UPON REMOVALVERIFY (E) SIDEWALK SLAB HAS FULL BEARING ON (E) STEEL BEAMS

(E) BASEMENT ACCESS HATCH TO BE REMOVEDAND FILLED SEE SECTION FOR ADDITIONALINFORMATION SAD FOR VENT DIMENSIONS.

(E) SIDEWALK VENT SAD

(N) DECK SPAN, SEE SECTION

(N) DECK EXTENTS

2S3.1

__________2S3.1

__________

PROVIDE PENETRATION IN (E)PARTITION FOR (N) BEAMS TOPASS THROUGH, SAD FORSEALING AND FIREPROOFING

CANT.

(FOR C

12x3

0's)

20'-5

" MAX S

PAN

(E) SPRINKLER LINE. REROUTE FOR INSTALLATION OF (N)SUPPORT BEAMS

(E) PIPES REROUTE FOR INSTALLATION OF (N) BEAMS

(E) DUCTS, REROUTE FOR INSTALLATION OF (N) BEAMS

4S3.1

__________

4S3.1

__________

W8x13 STUB POST IN WALL SEE SECTIONFOR ADDITIONAL INFORMATION

W8x13 STUB POST IN WALL SEE SECTIONFOR ADDITIONAL INFORMATION

5S3.1

__________

(N) W8x13 COLUMN AGAINST (E) MASONRY WALL.

(N) 8x COLUMN CENTERED BELOW (E)GIRDER AS SHOWN TYPICAL UNO.

CHANNELS CONTINUOUS PASTCOLUMN FOR CANT, TYP

FRP ALTERNATE General Notes:

Provide the pre-qualified TyfoŸ FibrwrapŸ Systems (ICC ESR#2103) as indicated at all identified locations inthe plans.

Alternate Fiberwrap systems shall have a current ICC Evaluation Service Report compliant with the 2009 IBCand must show equivalence in terms stiffness, ExA, as indicated in the table below. Modulus and associatedarea shall be based on published design values consistent with long term durability exposure testing.

Tyfo SEH- 51A SystemDesign Modulus of Elasticity (E) -Primary Fiber Direction (ksi) 3030Thickness of Fiber(in) 0.05Cross Sectional Area, (A) 1in width (in2) 0.05ExA (kip) ( per layer) 151.5

The onsite supervisor, foreman and saturation/mixing technician shall provide written verification from thematerial manufacturer as being fully trained and certified to install the proposed system.

Composite system applicator shall submit witness panels prepared at the jobsite for materials testing (ASTMD3039). The testing (at the owner's discretion) shall be done by an independent testing laboratory to verifyall submitted design properties. Testing shall be paid for by the owner. Field test results that are lower thanthe design properties submitted shall require the contractor to pay for remedial measures to be approved bythe engineer-of-record.

Direct tension adhesion testing of cored samples shall be conducted using the method described by ASTMD7522 and/or ASTM D4541. A minimum of two tests shall be performed for each day of production of FRPapplication, whichever is less. Pull-off tests shall be performed on a representative adjacent area to the areabeing strengthened whenever possible. Tests shall be performed on each type of substrate or for eachsurface preparation technique used. The minimum acceptable value for any single tension test is 200 psi

Construction Notes:

Mark perimeter of areas to be strengthened. The perimeter line should extend beyond the exact limits toensure that all required areas are roughened.

Prepare all surfaces to receive composite strengthening by grinding, shot blasting or other means of abrasivemethods to remove the existing laitance and expose aggregate.

Remove dust and debris from surfaces using compressed air, brooms or vacuum.

Clearly mark all locations.

Apply one prime coat of TyfoŸ S epoxy to all areas to receive composite strengthening (epoxy may bethickened with cab-o-sil based on the site conditions as determined by the on site Fibrwrap technician).

Immediately apply the pre-cut and pre-saturated TyfoŸ FibrwrapŸ System to the required locations as detailed.

Feather all seams and edges with thickened TyfoŸ S epoxy.

Apply a layer of dry coarse washed sand broadcasted over the fresh epoxy to provide mechanical profilefor finish.

Allow approximately 12-hours (time may be adjusted by the on site Fibrwrap technician) of cure time prior tofinish coating.

Finish with Tyfo G Epoxy with dry coarse washed sand broadcasted over fresh epoxy.

1.

2.

3.

4.

5.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

B C D E F G

1 1

2 2

3 3

4 4

5 5

A C.5 H

6 6

5.5 5.5

WIESE STREET

16TH

STR

EET

JULIAN AVENUE

SCRABBLE (E) SUSPENDED CONCRETE SIDE WALK BY REMOVING A MAXIMUM OF 1/2" OF CONCRETE.

SEE FRP ALTERNATE NOTES THIS SHEET FOR FRP SURFACE PREPARATION AND APPLICATION. APPLY FRPUP TO AND AROUND EXISTING SIDEWALK FEATURES, SUCH AS LIGHT POLES, MAILBOXES, BASEMENT VENTS,ETC. TEMPORARILY RELOCATE MOVABLE ITEMS LIKE GARBAGE CANS.

SHADED REGION DENOTES ALTERNATE SIDEWALK SURFACE REPAIR SEE ALTERNATENOTES BELOW.

ALTERNATE NOTES:

1.

2.

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SHEET

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SHEET DESCRIPTION

PROJECT

THIS DOCUMENT AND THE IDEAS INCORPORATEDHEREIN, AS AN INSTRUMENT OF PROFESSIONALSERVICE, IS THE PROPERTY OF THE ENGINEER AND ISNOT TO BE USED, IN WHOLE OR IN PART FOR ANYOTHER PROJECT WITHOUT THE PRIOR WRITTENAUTHORIZATION OF THE ENGINEER.

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Street LevelFraming Plan

S1.2

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Revision ScheduleRevisionNumber Revision Description

RevisionDate

NORTH 1/8" = 1'-0"

Street Level Framing Plan

3/64" = 1'-0"

Sidewalk Surface Repair Alternate Plan

2" 8" 2"

2"4"

2"

2"

3 1/2"

2"

8"

1'-0"

COLUMN PER PLAN

å" THICK BASE PLATE

(4) 5/8"ø ANCHOR RODS

(N) FOOTING AND REINFORCEMENT PER PLAN,TO BEAR ON FIRM UNDISTURBED SOIL

(E) SLAB TO BE CUT FORINSTALLATION OF (N) FOOTING

EMBED á" THICK ƒ (TO MATCH BASE PLATEDIMENSIONS) INTO TOP OF FOOTING TO PROVIDELEVEL, EVEN BEARING SURFACE

3"

á

TYP2"

TYP.

3" C

LR

PER PLAN

-

MIN, THICKNESS PERPLAN. DEEPEN ASREQUIRED TO BEAR ONFIRM UNDISTURBED SOIL

45°

TOP OF FOOTING TO BE FLUSH WITH TOP OF(E) SLAB TYPICAL

TOP OF (E) SLAB VIF

1'-0"

A B C

SECTION A-A

SECTION B-B

SECTION C-C

TYPICAL ELEVATION AT (E) FLAT SLAB AND (N) SUPPORT

(N) COLUMN MN PER PLAN CENTERED BELOW (E) GIRDER TYPICAL

(N) BACK TO BACK CHANNELS PER PLAN. CONTINUOUS PAST COLUMN WHERE NOTED ON PLANSPROVIDE (3) 3/4"ø A307 BOLTS FROM CHANNEL TO COLUMN TYPICAL

(N) 12" x1'-2" x3/8" ƒ. PROVIDE (3) EVENLY SPACED BETWEEN (E) GIRDERS AND (1) CENTEREDBELOW EACH (E) GIRDER. SEE SECTION B-B FOR CONNECTION TO (N) CHANNELS

#3 TIES @ 12"oc BETWEEN (E) GIRDERS TYPICAL.SEE SECTIONS FOR VARYING PROFILES

(3) BAR DRILLED AND EPOXY SET WITH 180° BEND.PROVIDE TWO THROUGH (E) W6 AND INTO BARREL VAULTAS SHOWN. SEE SECTION FOR ADDITIONAL INFORMATION

(E) BARREL VAULT BEYOND

(E) GIRDER TYPICAL, BLAST (E) EXPOSED STEEL WITHCOMPRESSED AIR TO REMOVE LOOSE CORROSION

(E) W6 INFILL TYPICAL, BLAST (E) EXPOSED STEEL WITHCOMPRESSED AIR TO REMOVE LOOSE CORROSION

(N) HORIZONTAL BARS BETWEEN (E) GIRDERS, SEE SECTIONS FOR SIZE AND SPACING

(E) CONNECTION TYPICAL, BLAST (E) EXPOSED STEEL WITHCOMPRESSED AIR TO REMOVE LOOSE CORROSION

1/2" HS NS GROUT BETWEEN (E) GIRDERS AND (N) PLATES TYPICAL

NOTE GROUT NOT SHOWN FOR CLARITY

(N) COLUMN TYP, SEE PLANFOR SIZE AND LOCATIONS

(N) CHANNELS PER PLAN

HS NS GROUT BETWEEN (E)GIRDER AND (N) PLATE

(E) BARREL VAULT

(E) FLAT SIDEWALK SLAB

#3 HORIZ AS SHOWNBETWEEN (E) GIRDERS

(E) W6 INFILL TYPICAL, BLAST (E)EXPOSED STEEL WITH COMPRESSED AIRTO REMOVE LOOSE CORROSION

#3 TIES

(N) CHANNELS PER PLAN

(N) GROUT FILL, TYP

(N) PLATE BETWEENCHANNELS SEE ELEVATION

à 1

EA ENDOF PLATE

à 1

EA ENDOF PLATE

TYP1 1/2" CLR

ã"ø BOLT DRILLED THROUGH (E) W6PROVIDE (3) EVENLY SPACED AT BARRELVAULT APEX AS SHOWN IN ELEVATION

(E) W6 INFILL TYPICAL, BLAST (E) EXPOSED STEEL WITHCOMPRESSED AIR TO REMOVE LOOSE CORROSION

ONCE GROUT/CONCRETE HASBEEN PLACED FILL VOIDBETWEEN (N) CONCRETE AND(E) BARREL VAULT WITH HSNS GROUT

#3 TIES

#3 TIES WITH 135°BENDS EE @ 12"oc

(N) CHANNELS PER PLAN

#3 DOWEL DRILLED AND EPOXY SETINTO (E) BARREL VAULT WITH 180° HOOK,SPACED AS SHOWN IN ELEVATION

ROUGHEN UNDERSIDE OF SLAB ANDCLEAN TYPICAL AT NEW WORK

3"3"

1 1/2"

SHADED AREA DENOTES FIELD WELD AT EACHEND (AND EACH SIDE) OF EACH PLATE, TYP.

à

à"x14"x3" ƒ AT MIDSPAN OFEACH BEAM, AND AT END OFCANTILEVER BEAMS, TYPICAL,

PLATE TO UNDERSIDE OF BEAMS AT MIDSPANOF BEAM, AND AT END OF CANTILEVER BEAMS,TYPICAL. SEE SECTION B-B FOR INFORMATION

TYP8" (+4",-0")

(E) MASONRY WALL VIF

CAREFULLY REMOVE (E) MASONRY BRICK TOPROVIDE CONTINUOUS BEAM THROUGH (E)MASONRY WALL. FILL VOID WITH CONCRETEPRIOR TO FILL ABOVE BEAM PER 3/S3.1.

BEAM PER PLAN, PLATE ANDDRYPACK PER DETAIL 3

S3.1__________

3" MAX DRYPACK FORFULL BEARING OF (N)BEAM TO (E) WALL

PROVIDE PLATE ON BOTTOMOF BEAM, CENTERED IN WALLTO MATCH DIMENSIONS OFPLATE ON TOP OF (N) BEAM.CONNECT PER DETAIL 3

S3.1__________

(E) BARREL VAULT DONOT DISTURB TYPICAL

(E) GIRDER CENTEREDOVER (E) WALL VIF

A

(E) MASONRY WALL WITH BRICKS CAREFULLYREMOVED FOR (N) BEAMS

2" MAX DRYPACK FOR FULL BEARING OFPLATE TO (E) WALL

ë"x12"x12" BEARING PLATE WITH W8x13 STUB COLUMN WELDEDTO BEARING PLATE WITH 1/4" FILLET WELD ALL AROUND

SPLICE (N) BEAMS CENTERED IN (E) WALL. FORREMAINDER OF INFORMATION SEE DETAIL 3

S3.1__________

4"(2) å"ø THREADED ROD, DRILLED ANDEPOXY SET INTO (E) WALL WITH HILIT HITHY-20 EPOXY OR EQUAL. PROVIDE (1)EACH SIDE OF STUB POST, CENTEREDBETWEEN POST FLANGES. EMBED = 6"

B

SECTION A

SECTION B

12"TYP

(E) BARREL VAULT DO NOT DISTURB

(E) STEEL BEAM EACH SIDE OFOPENING TO BE INFILLED.

(E) CONCRETE FILL, REMOVED FORINSTALLATION OF (N) DECK.

16ga PLB OR W2 STEEL DECKING BY VERCO TOBEAR DIRECTLY ON TOP OF (E) FLANGE, WITH 2"OF CONCRETE ABOVE (TOTAL THICKNESS = 3 1/2")

ON (E) STEEL TYP2" MIN BEARING

(E) BASEMENT HATCH AND FRAME TO BE REMOVED

#3 REINFORCEMENT @ 12"oc EACH WAY. DRILL AND EPOXY SET INTO(E) SLAB AROUND ENTIRE PERIMETER

PARA T

O D

ECK F

LUTE

S2 1/2" C

LR

(N) VENT IN (N) INFILL SAD. SEE ALSO 6S3.1

__________

(N) STEEL BEAM PER PLAN

TYPICAL COLUMN PER PLAN

CONNECTION SIM TO 3S3.1

__________

à

á"x14"x3"ƒ @ 36"oc ENTIRE COLUMN HEIGHT

é"THREADED ROD DRILLED AND EPOXY SETINTO (E) MASONRY WALL WITH HILTI HY20EPOXY OR EQUAL, WITH 6" MIN EMBED.

2" MAX DRYPACK TO ACCOUNT FOR UNEVEN WALL SURFACE.PLACE (N) COLUMN TIGHT TO WALL AS POSSIBLE

6"

FIRST EPOXY BOLT FROM TOP OF COLUMN

BASE PLATE TO BEAR DIRECTLY ON (E) SLAB

4" 8" 4"

8"

1'-4"

COLUMN PER PLAN OFFSET ON BASEPLATE FOR TIGHT FIT TO (E) WALL

é" THICK BASE ƒ

(4) 3/4"ø THREADED RODSDRILLED AND EPOXY SETINTO (E) SLAB WITH HILTI HITHY-20 EPOXY. EMBED =3"

á

2"

2"

2"

SECTION A-A

A A

1.5x "L"

OPENINGL3x3xá

2" TYP

"L"

EXTEND ANGLEMINL/2

#4 TYP (4) SIDES @ CONC FILL

CONC FILL AS OCCURS

MINL/2

PLAN VIEW

X

CONC FILL

FLUTE

X

#4 SLAB REINF, TYP

100

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SHEET

CHKD:

DRWN: DATE:

SHEET DESCRIPTION

PROJECT

THIS DOCUMENT AND THE IDEAS INCORPORATEDHEREIN, AS AN INSTRUMENT OF PROFESSIONALSERVICE, IS THE PROPERTY OF THE ENGINEER AND ISNOT TO BE USED, IN WHOLE OR IN PART FOR ANYOTHER PROJECT WITHOUT THE PRIOR WRITTENAUTHORIZATION OF THE ENGINEER.

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Details

S3.1

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Revision ScheduleRevisionNumber Revision Description

RevisionDate

3/4" = 1'-0"1 (N) Footing

1 1/2" = 1'-0"3 (N) Beam to (N) Column Connection

3/4" = 1'-0"4 (N) Beam In (E) Masonry Wall 1 1/2" = 1'-0"2 Infill of (E) Basement Access

3/4" = 1'-0"5 (N) Column at (E) Wall 3/4" = 1'-0"6 Opening in (N) Deck Infill