S101-engineering-docs-bay-reinforcement-FINAL.pdf

S101

EXIST MASONRY

COLUMN WRAP

4' - 11" ± 5' - 2" 9' - 10"

FACE OF EXIST WALL

CENTERLINE OF

EXIST COLUMNS

3'-0"x3'-0"x10" FOOTING W/ (3) #4 BARS EA WAY

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#4 BOTTOM BARS EA WAY

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4' - 11" ± 5' - 2" 9' - 10"

CENTERLINE OF

EXIST COLUMNS

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Level 1 0' - 0"

1ST FLOOR

9' - 3"±

EXIST FLOOR SLAB, THICKNESS VARIES

1"± NON SHRINK GROUT BETWEEN

EXIST SLAB AND NEW BEAM

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EXIST FLOOR SLAB3

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(3) #4 BARS EA WAY

(4) 5/8"Ø ADHESIVE ANCHORS

W/ 3 3/4" MIN EMBED, TYP

10"x10"x1/2" BASE PLATE

10"x10"x1/2" CAP PLATE

(4) 3/4"Ø A325 BOLTS

1/4" STIFF PL, EA SIDE

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3/16

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EXP JOINT

LEVELING GROUT BELOW BASE PL,

3/4" MIN, 1 1/2" MAX, TYP

1/2"Ø ADHESIVE BOLT W/ 2 3/4"

MIN EMBED INTO CENTER OF

CONC JOISTS (NOT CLAY TILE) ,

FIELD LOCATE CLOSE TO POST

LOCATIONS

1/2"Ø ADHESIVE BOLT W/ 2 3/4"

MIN EMBED NEAR EA END OF

BEAM AND CENTER OF BEAM,

LOCATE AT CENTER OF CONC

JOISTS

W6X15

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2022 H.F. LENZ COMPANY

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©Copyright:

Date:

Checked By:

Drawn By:

Project NO.:

Sheet Title:

No: Date: Description:

Project Identification:

Drawing Number:

LENZH.F.

COMPANY

1407 Scalp Avenue

Johnstown, PA 15904-3329 Phone: 814-269-9300

FAX: 814-269-9301

www.hflenz.com

Engineering

Consultants:

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2022-0255.02

SDS

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12/15/2022

MEDIC STATION 8

FLOOR

REINFORCEMENT

PLANS, SECTIONS AND

NOTES

S101

212 Walter Street, Pittsburgh, Pennsylvania 15210

CITY OF PITTSBURGH

SCALE: 1/4" = 1'-0"1

BASEMENT / FOUNDATION PLAN

SCALE: 1/4" = 1'-0"2

FIRST FLOOR REINFORCING PLAN

SCALE: 3/4" = 1'-0"3

SECTION

GENERAL:

1. DO NOT SCALE DRAWINGS.

2. ALL WORK SHALL BE PERFORMED IN COMPLIANCE WITH ALL LOCAL, STATE AND FEDERAL REGULATIONS.

3. CONSTRUCTION DOCUMENTS ARE BASED UPON INFORMATION FROM AVAILABLE DESIGN DRAWINGS AND LIMITED FIELD

INVESTIGATION. REFERENCES TO EXISTING CONSTRUCTION MAY NOT REFLECT ACTUAL CONDITIONS. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, MEMBER SIZES AND EXISTING CONDITIONS.

4. CONTRACTOR SHALL PROVIDE ALL SHORING AND SUPPORT NECESSARY TO PROTECT THE EXISTING STRUCTURE DURING CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR

PROCEDURES OF CONSTRUCTION SELECTED BY CONTRACTOR.

DEMOLITION:

1. THE G.C. IS RESPONSIBLE TO FIELD VERIFY EXISTING CONDITIONS PRIOR TO STARTING DEMOLITION WORK.

2. OWNER TO BE PROVIDED FIRST RIGHT OF REFUSAL FOR USEABLE EQUIPMENT OR MATERIAL TO BE REMOVED. IF OWNER

ACCEPTS, THE CONTRACTOR IS TO PALLETIZE EQUIPMENT, OR MATERIAL, AND DELIVER TO A LOCATION ON SITE DESIGNATED BY THE OWNER. IF OWNER REFUSES, CONTRACTOR IS TO PROPERLY DISPOSE OF ALL EQUIPMENT OR MATERIAL.

3. THE G.C. IS RESPONSIBLE FOR PROVIDING ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES FOR ALL DEMOLITION WORK, INCLUDING REMOVAL FROM THE BUILDING.

4. ALL WORK IS TO BE PERFORMED SO AS TO NOT INTERFERE WITH WORK IN ADJACENT AREAS.

5. WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB BUILDING SYSTEMS & ADJACENT SPACES TO PERMIT EXECUTION

OF THE DEMOLITION PROCESS. IT SHALL BE THE RESPONSIBILITY OF THE DEMOLITION CONTRACTOR TO CONTACT THE

OWNER TO SCHEDULE THE REQUIRED SHUTDOWN(S).

DESIGN CRITERIA:

1. BUILDING CODE: 2018 IBC

2. LIVE LOADS FOR NEW FRAMING:

3. FIRST FLOOR MINIMUM LIVE LOAD: 100 PSF

4. VEHICLE WEIGHT: 15,000 LBS REAR AXEL

FOUNDATION:

1. DESIGN ALLOWABLE SOIL BEARING PRESSURE IS ASSUMED TO BE 2000 PSF AND SHALL BE VERIFIED BY THE CONTRACTOR

PRIOR TO PLACING CONCRETE.

CONCRETE:

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH 0F 4000 PSI AT THE END OF 28 DAYS. MAXIMUM

WATER/CEMENTITIOUS RATIO = 0.45.

2. REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS CONFORMING TO ASTM A615 OR ASTM A706.

3. CAST-IN-PLACE CONCRETE SHALL HAVE THE FOLLOWING COVER OVER REINFORCEMENT UNLESS OTHERWISE NOTED:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

B. CONCRETE EXPOSED TO EARTH AND WEATHER:

1. #5 BAR W31 OR D31 WIRE: 1 1/2 INCHES

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

D. SLABS: 3/4 INCHES

4. TROWEL FINISH FLOOR SLAB AND FOOTINGS AT SLAB ELEVATION.

5. CURE USING "CURE AND SEAL" TYPE CURING COMPOUND MEETING ASTM C1315, VOC COMPLIANT, 25% MINIMUM SOLIDS

CONTENT OR MOISTURE-RETAINING COVER.

6. FILL CONTRACTION AND CONSTRUCTION JOINTS IN TRAFFIC AREAS WITH SEMI-RIGID EPOXY JOINT FILLER WITH A DUROMETER

SHORE A-SCALE HARDNESS NUMBER OF APPROXIMATELY 80. FILL CONTRACTION AND CONSTRUCTION JOINTS IN NON- TRAFFIC AREAS WITH ELASTOMERIC SEALANT. INSTALL PER MANUFACTURER’S RECOMMENDATIONS.

7. JOINT SEALANT ONE PART POLYURETHANE ELASTOMERIC SEALANT/ADHESIVE MEETING ASTM C 920 TYPE S GRADE NS CLASS

25 SUCH AS SIKAFLEX 1A AS MANUFACTURED BY SIKA CORPORATION OR APPROVED EQUAL.

STEEL:

1. ALL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO AISC SPECIFICATIONS FOR "DESIGN, FABRICATION, AND

ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES", LATEST EDITION.

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A. ANGLES, BARS, PLATES – ASTM A36 HAVING A MINIMUM YIELD STRENGTH OF 36,000 PSI.

B. WIDE FLANGE SHAPES - ASTM A992 HAVING A MINIMUM YIELD STRENGTH OF 50,000 PSI.

C. PIPE – ASTM A53 HAVING A MINIMUM YIELD STRENGTH OF 35,000 PSI, TYPE E OR S, GRADE B.

D. ANCHOR RODS – ASTM F1554 GRADE 36.

3. WELDING SHALL BE IN STRICT ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) D1.1 "STRUCTURAL WELDING CODE", AND THE AISC REQUIREMENTS. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED TO WELD IN THE REQUIRED POSITIONS. WELDING ELECTRODES SHALL BE COMPLIANT WITH THE APPROPRIATE AWS CODE.

4. SURFACES OF MATERIALS TO RECEIVE WELDS SHALL BE CLEANED THOROUGHLY OF ALL PAINT, DIRT, RUST AND OTHER

FOREIGN MATTER PRIOR PLACEMENT OF WELDS.

5. NON-METALLIC, NON-SHRINKAGE GROUT: PREMIXED, FACTORY PACKAGED, NON-FERROUS AGGREGATE GROUT, COMPLYING WITH ASTM C 1107, OF CONSISTENCY SUITABLE FOR APPLICATION, AND A 30-MINUTE WORKING TIME.

6. ALL EXPOSED STEEL SHALL BE COATED WITH (1) ONE COAT OF UNIVERSAL PRIMER COMPATABLE WITH TOP COAT AND (2) TWO COATS OF VOC COMPLIANT INDUSTRIAL ENAMEL. ALL SURFACE PREPARATION AND APPLICATION SHALL BE IN ACCORDANCE

WITH THE MANUFACTURER'S RECOMMENDATIONS.

ADHESIVE FASTENERS:

1. ANCHORAGE TO CONCRETE: HILTI “HIT-RE 200” EPOXY. INSTALL PER ICC REPORT AND MANUFACTURER’S PRINTED

INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES COMPLYING WITH ACCEPTANCE CRITERIA AC 308 FOR USE IN CRACKED CONCRETE MAY BE CONSIDERED; SUBMIT EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH GOVERNING CODE

PRIOR TO INSTALLATION.

A. STEEL THREADED ROD ANCHORS SHALL BE HILTI “HAS-E” STANDARD RODS. SIZE AND EMBEDMENT SHALL BE AS

INDICATED ON DRAWINGS.

2. CONTRACTOR SHALL VERIFY THAT THE SHELF LIFE OF THE ADHESIVE HAS NOT BEEN EXCEEDED ON THE DATE OF

INSTALLATION.

3. TESTING AND INSPECTION: REFER TO ICC REPORT(S) AND SPECIAL INSPECTION TABLE FOR TESTING AND INSPECTION

REQUIREMENTS. WHERE TESTING IS REQUIRED, ANCHORS SHALL BE TESTED TO THE FOLLOWING LOADS UNLESS

OTHERWISE INDICATED.

GENERAL NOTES

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