Geotech Memo Report (JULY 2019).pdf

MEMORANDUM

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Date: July 31, 2019

To: Collin Polt (Derby), Karl Rickert Work Order Number: 42108.000

From: Jay Burtis Contract Number: 595-15-201

Subject: Renovation Foundation Recommendations Project: Lebanon VA Building 22 Renovations

CC: Brad Jones, Andrew Connelly, Monica Paylor, Greg Koepping

Introduction

Whitman, Requardt and Associates, LLP (WRA) is providing geotechnical engineering services for the renovation of Building 22 at the Lebanon Veteran Administration (VA) Medical Center in Lebanon, PA. The renovations to the existing 3-story building include a 3-story addition to the front of the building to replace the main entrance. The building addition will include a new elevator that will be adjacent to the existing elevator. The new elevator and the existing elevator consist of overhead geared traction elevators.

The purpose of this geotechnical memo report is to present the subsurface information and define the general subsurface conditions at the site, and to evaluate those conditions with regard to geotechnical engineering considerations for the proposed construction. This report includes geotechnical design recommendations for support of the proposed building addition and new elevator on deep foundations.

Site Geology

The project site is located within the Great Valley Section of the Ridge and Valley Province. The Great Valley Section is a very broad lowland which has carbonate rocks including limestone and dolomite. Karst topography, including sinkhole and surface depressions, is common within this region.

The site is underlain by the Late Cambrian Period Richland Formation. Rock of the Richland Formation is gray, finely crystalline, Dolomite that is locally interbedded with Limestone, Chert and Quartz. In this region, the Richland Formation can be over 1000 feet thick.

Kochanov (1988) compiled karst features within Lebanon County, including many that are underlain by the Richland Formation. Several sinkholes were mapped within ¼ mile east and west of the project location. Less than 1000 feet south of the site, a geologic contact trending roughly east-west marks the boundary between the Richland Formation that underlies the site and the Snitz Creek Formation to the south. Areas near geologic contacts are often associated with a higher susceptibility to development of karst topography.

Subsurface Conditions

On September 29, 2018 a subsurface exploration program consisting of one Standard Penetration (SPT) boring was performed by Navarro & Wright of New Cumberland, PA in the footprint of the proposed elevator addition. Test boring B-1 was located approximately 8 feet away from the face of the building and 9 feet southwest of the sidewalk leading into the building in a grassy area. The boring location plan is attached. A WRA geotechnical engineer was present for the duration of the drilling.

Test boring B-1 was drilled until auger refusal was encountered at a depth of 15.5 feet below the ground surface. After 4 inches of topsoil, the top 8.5 feet of soil encountered was fill material consisting of a brown and tan/orange lean clay and fine gravel with uncorrected blow counts ranging from 10 to 6 blows per foot (bpf). From 8.5 feet to 15.5 feet below the ground surface, the soil was an orange silt with black and tan silt seams with two blow count samples of 6 bpf. Soil

July 31, 2019 Page 2 WRA W.O. # 42108.000

\\ad.wrallp.com\bwraproj\42108-000\Engineering\3 Design\3H Geotech\Geotech Memo Report_July 2019.docx was moist to dry until 15 feet below the ground surface where the ground water table was encountered. The ground water table was encountered above the top of rock which was at a depth of 15.5 feet below the ground surface, or at elevation 530 feet. Rock was cored for a depth of 10 feet, with rock core sample recovery of 9.4 feet. The encountered rock consisted of limestone with calcite veins and was moderately weathered to fresh and hard. The Rock Quality Designation (RQD) ranged from 44% to 94%, generally increasing in value with depth. The test boring log and photographs of the rock cores are attached.

Existing and Proposed Construction

There are existing buried utilities in the area of work, including 10-inch chilled water supply and return lines, and buried electrical lines for a heated sidewalk and for site lighting systems. There are other buried utilities in the general vicinity of the proposed construction. The existing utilities should be reviewed with respect to the proposed construction and relocated if necessary. The site utility and grading plan drawing is attached.

We reviewed the Building No. 22 structural drawings, dated November 25, 1947. It is our understanding that the existing building is a reinforced concrete structure supported on shallow foundations consisting of spread footings bearing on rock. The existing building has a finished first floor at El. 546 feet and a below grade level noted as “pipe space” at El. 540 feet. As noted on the drawings, some of the existing building foundations in the area of the proposed building addition and new elevator are founded as deep as El. 529.1 feet. These existing building foundations are therefore located at depths of up to 16’-10” below the first floor.

The new building addition will consist of concrete slab-on-grade and masonry wall construction, with upper level floors consisting of concrete slab on metal deck and open web steel joist construction, and light gauge steel roof trusses.

The addition will have a first-floor slab at El. 546 feet and no below grade levels, other than the new elevator which will have a pit depth of 4-feet below the first-floor slab. The structural engineer provided wall loads of 7 kips per linear foot and maximum column loads of 50 kips for the new construction. The foundation plan, structural sections, details and notes are attached.

We understand that a deep foundation system is preferred for support of the new construction due to issues associated with the depth of the existing building foundations. Shallow foundations could provide adequate support; however, to avoid overstressing the existing foundations, the new spread footing foundations would need to be lowered to match the depth of adjacent spread footing foundations. Due to the required excavation depth of more than 16 feet, a shallow foundation system will require installation of an excavation support system. A deep foundation system will greatly reduce the extent of excavation and the below-grade construction that would be required for new spread footing construction.

Geotechnical Recommendations

The new elevator and building addition may be supported on deep foundations consisting of drilled and grouted micropiles extending into hard limestone rock. The new building addition may be constructed upon a perimeter grade beam supported on micropile foundations, and the new elevator may be supported upon a mat slab supported on micropile foundations.

For this project, we recommend using a performance specification for the micropile foundations. The performance specification requires that the Contractor prepare micropile design calculations and working drawings for review and approval by the Engineer. Since VA MasterFormat 2004 does not include a micropile foundation specification, we will prepare a micropile performance specification as requested for this project.

For initial design and cost estimating purposes, we estimate that a micropile consisting of a 5.5-inch O.D. steel casing with a 0.415-inch wall thickness and a minimum 5-ft. grouted bond zone in hard limestone rock will provide an allowable 55-kip compressive load capacity. Much higher capacities can be achieved with larger diameter micropiles and/or longer micropiles. For the new foundations at the building addition and elevator, we estimate a micropile tip elevation ranging from El. 524 feet to El. 529 feet.

July 31, 2019 Page 3 WRA W.O. # 42108.000

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Seismic Site Classification

We have reviewed the available subsurface information and evaluated the site in accordance with ASCE/SEI 7-16 “Minimum Design Loads for Buildings and Other Structures”. For seismic loading we have determined that Site Class C should be used for design of the proposed building addition. The site coefficients may be determined as a function of the Site Class and may be used to calculate the design spectral response parameters. The seismic design parameters provided on the attached “ATC Hazards by Location” report were obtained for this project using the ATC Hazards by Location website https://hazards.atcouncil.org/ for determination of seismic hazard design loading, as provided by the U.S. Geological Survey Seismic Design Web Services.

James Jay Burtis III, P.E.

Attachments

Boring Location Plan Test Boring Log Rock Core Photographs Civil Grading Plan Structural Drawings ATC Hazards Report https://hazards.atcouncil.org/ https://hazards.atcouncil.org/ https://earthquake.usgs.gov/ws/designmaps/ https://earthquake.usgs.gov/ws/designmaps/

SCALE: 1"=20'

SUBSURFACE UTILITY DESIGNATING WORKSHEET

VA LEBANON-BUILDING #22

LEBANON COUNTY, PENNSYLVANIA

A/I/DATA PROJECT #18232 SHEET 1 OF 1

DRAFTED BY: GMZ CHECKED BY: KLS DRAWING DATE: 09/04/2018

FIELD DESIGNATING PERFORMED:

08/24/2018

BY: JPW, BDB

DRAWING PREPARED FOR:

WHITMAN, REQUARDT & ASSOCIATES, LLP

801 SOUTH CAROLINE STREET

BALTIMORE, MD 21231

SITE ADDRESS:

1700 S LINCOLN AVENUE

LEBANON, PENNSYLVANIA

ACCURATE INFRASTRUCTURE DATA, INC.

1123 HANZLIK AVEUNE, BALTIMORE, MD 21237

PHONE: 410-686-5091 FAX: 410-686-5093

8'

9'

Boring, B-1

Boring Location Plan

S-1

S-2

S-3

S-4

S-5

R-1

R-2

R-3

R-4

67%

44%

71%

94%

EL

545.0 0.0

EL

544.7 0.3

EL

539.0 6.0

EL

536.5 8.5

EL

530.0 15.0

EL

529.5 15.5

EL

519.5 25.5

Water Table at 15' Auger Refusal at 15.5'

4" Topsoil FILL, Brown, moist, stiff, LEAN CLAY with fine gravel, contains organics (CL)

FILL, Tan/orange, dry, firm, Silty LEAN CLAY, trace gravel chips (CL)

Orange, dry, firm, SILT, with black and tan silt seams (ML)

Orange, wet, firm, SILT, with black and tan silt seams (ML) Limestone with Calcite veins, gray, very fine grained, subangular, thickly bedded, moderately weathered to fresh, hard

Bottom of Boring @ 25.5 FT

WaterTime

Boring No. B-1

SAMPLE IDENTIFICATION

Boring No. B-1

0-4 5-10 11-30 31-50 50-80

OVER 80

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

EXTREMELY DENSE

PROJECT:

LOCATION: Lebanon , Pennsylvania

DRILLING BY: N&W

3.25

DENSITY

VERY SOFT

SOFT

MEDIUM STIFF

STIFF

VERY STIFF

HARD

0-2 3-4 5-8 9-15 16-30

OVER 30

42108-000

362062.9

2345361.5

545.0

9/29/2018

9/29/2018

Kurt Bassett

Greg Koepping

TEST BORING LOG

CORE

9/29/2018

- S - SPLIT SPOON

- ST - SHELBY TUBE

- RC - ROCK CORE

- DS -DENNISON

Casing SPT

1.5

GROUNDWATER DATA (ft) SAMPLER

PROJECT: Lebanon VA Building 22 LOCATION: Lebanon , Pennsylvania

DRILLING BY: N&W

WO #:

NORTH:

EAST:

ELEVATION:

START DATE:

END DATE:

DRILLER:

LOGGED BY:

Date

EQUIPMENT CASING

Cave-In TYPE

SIZE, ID (in)

HAMMER WT. (lb)

HAMMER FALL (in)

RIG: Track Rig (Auto Hammer)

BLOWS/FT CONSISTENCY

HSA - HOLLOW STEM AUGERS

SSA - SOLID STEM AUGERS

DC - DRIVING CASING

MD - MUD DRILLING

HA - HAND AUGER

DRILLING METHOD BLOWS/FT

S A

M P

LE

N

U M

B E

R

S A

M P

LE

R

E C

O V

E R

Y in

B

LO

W S

/6

R

Q D

ELEV.

DEPTH G

R

A P

H

IC

NOTES:

S A

M P

LE

T

Y P

E

D E

P T

H

F T

DESCRIPTION AND CLASSIFICATION

(moisture, density, color, proportions, etc.)

Photograph 1: All Rock Core Samples

Lebanon VA Renovate Building 22

42108.000 9/29/2018

Photograph 2: Rock Cores ½

Photograph 3: Rock Cores 2/2

Project Title

DE

PA

RT

M

EN

T

OF

VE

TE

RA

NS

A

FF

AI

RSDrawing Title Date

Project No.

Drawing No.

Dwg. Of

Approved: Associate Director for Operations:

Approved: Director, Medical Center:

Drawn:Building No: Checked:

Location:

Additions:

Revisions:

1 5 6 7 8

21 3 4 5 6 7 8

A B

C D

E o n e q u a r t e r i n c h o n e f o t o n e e i g h t i o t t h r e e e i g h t h s i n o t o n e h a l f i n o t o n e a d a l f i n o t o n e i n o t t h r e e q u a r t e r s i n o t t h r c h e s o t

DELLC

JOB No.

2 3 4

Consultants:

Date

95% CD SUBMISSION

FULLY SPRINKLERED

& ASSOCIATES, INC.

BURDETTE KOEHLER MURPHY

RICKERT ENGINEERING, INC.

BUILDING COST CONSULTANTS

COST ESTIMATING

12917 - 30TH AVENUE

PLATTSMOUTH, NEBRASKA 68048

402.298.8260 - FAX 402.298.8290

MECHANICAL / ELECTRICAL

CONSULTING ENGINEERING

1416 CLARKVIEW ROAD

BALTIMORE, MARYLAND 21209

410.323.0600 - FAX 410.377.2543

STRUCTURAL ENGINEERING

8813 WALTHAM WOODS ROAD, SUITE 500

BALTIMORE, MARYLAND 21234

410.663.5110 - FAX 410.663.5114

FIRE PROTECTION ENGINEERING

8815 CENTRE PARK DR., SUITE 200

COLUMBIA, MARYLAND 21045

410.750.2246 - FAX 410.750.2588

KOFFEL ASSOCIATES, INC.

WHITMAN, REQUARDT & ASSOCIATES,LLP

CIVIL ENGINEERING

801 SOUTH CAROLINE STREET

BALTIMORE, MD 21231

410.235.3450 - FAX: 410.243.5716

ROBERT L. SEYMOUR & ASSOCIATES, INC.

VERTICAL TRANSPORTATION CONSULTANTS

182 THOMAS JOHNSON DR. SUITE 200

FREDERICK, MARYLAND 21702

301.662.8112 - FAX 301.662.8117

LEBANON RENOVATE

BUILDING 22

BWJ

AKC

08/05/2019

595-15-201

170801D

LEBANON VA

MEDICAL CENTER

LEBANON, PA

1SOURCE SAFETY AND HEALTH

ASBESTOS ABATEMENT

140 SOUTH VILLAGE AVENUE, SUITE 130

EXTON, PA 19341

610.524.5525 - FAX: 610.524.0565

ARCHITECTURE

PLANNING

ENGINEERING

2215 Conowingo Rd, Suite 100

Bel Air, Maryland 21015-1436

410.803.0009 fax 410.836.6611

SITE UTILITY AND GRADING

PLAN

L-2

1 2 3 4 12 13 14

FOUNDATION & FIRST FLOOR FRAMING PLAN

SCALE: 1/8" = 1'-0"

S101

4 1/2"

[529.10]

[529.10]

[537.00]

[537.00]

[536.80] [534.90]

[536.80]

1. ELEVATION TOP OF THE EXISTING AND NEW FIRST FLOOR SLAB

SHALL BE 546.00.

2. THE EXISTING FIRST FLOOR IS A 2 1/2" THICK CONCRETE SLAB

SUPPORTED ON ONE-WAY CONCRETE PAN JOISTS SPACED AT 25"

ON CENTER.

3. THE NEW SLAB ON GRADE SHALL BE 5" MINIMUM THICK CONCRETE

REINFORCED WITH 6X6-W1.4XW1.4 WELDED WIRE FABRIC ON A 10

MIL POLYETHYLENE VAPOR BARRIER ON 6" DRAINAGE FILL.

4. ELEVATION TOP OF THE NEW ELEVATOR PIT SLAB SHALL BE 542.00.

5. ELEVATION BOTTOM OF EXISTING FOOTING ARE NOTED THUS

[534.90].

6. ELEVATION TOP OF NEW PILE CAPS ARE 542.83 UNLESS NOTED

OTHERWISE.

7. ELEVATION BOTTOM OF NEW GRADE BEAMS = ELEVATION TOP OF

NEW PILE CAPS.

17'-7"

6 9 11

11'-8" 19'-9" 20'-5" 10'-2 1/2" 10'-2 1/2" 20'-5" 19'-9" 10'-0" 19'-3" 4 1/2" TYPICAL

A

B

C

D

E

F

G

H

X

29'-3" 100'-9" 29'-3"

160'-0"

S202

A

B

C

D

E

F

G

H

1 2 3 4 5 7 8 10 11 12 13 14

19'-9" 13'-8" 11'-8" 11'-11" 11'-8" 13'-8" 19'-9"11'-0"17'-7" 9'-4" 19'-3"

48'-4" 13'-8" 36'-0" 13'-8" 48'-4"

S202

CJ

[534.90]

C J

C J

S201

G B

GB-1 GB-1

G B

PC-2

PC-2

PC-2

PC-2

1'-4" TYP.

Project TitleDrawing Title Date

Project No.

Drawing No.

Dwg. Of

Approved: Associate Director for Operations:

Approved: Director, Medical Center:

Drawn:Building No: Checked:

Location:

Additions:

Revisions:

o n e q u a r t e r i n o t o n e e i g h e f o o t t h r e e e i g h t h s i n c o t o n e h a l f i n o t o n e a n d o l f i n o t o n e i n o t t h r e e q u a r t e r s i n o t t h r e e i n c h e e f o o t

DELLC

JOB No.

Consultants:Date

Bel Air, Maryland 21015-1457

2215 Conowingo Rd, Suite 100 fax 410.836.6611

410.803.0009

ARCHITECTURE

PLANNING

ENGINEERING

95% CD SUBMISSION

FULLY SPRINKLERED

LEBANON RENOVATE

BUILDING 22

KR

07/27/2019

595-15-201

NJC

LEBANON VA

MEDICAL CENTER

LEBANON, PA

& ASSOCIATES, INC.

BURDETTE KOEHLER MURPHY

RICKERT ENGINEERING, INC.

BUILDING COST CONSULTANTS

COST ESTIMATING

12917 - 30TH AVENUE

PLATTSMOUTH, NEBRASKA 68048

402.298.8260 - FAX 402.298.8290

MECHANICAL / ELECTRICAL

CONSULTING ENGINEERING

1416 CLARKVIEW ROAD

BALTIMORE, MARYLAND 21209

410.323.0600 - FAX 410.377.2543

STRUCTURAL ENGINEERING

8813 WALTHAM WOODS ROAD, SUITE 301

BALTIMORE, MARYLAND 21234

410.663.5110 - FAX 410.663.5114

FIRE PROTECTION ENGINEERING

8815 CENTRE PARK DR., SUITE 200

COLUMBIA, MARYLAND 21045

410.750.2246 - FAX 410.750.2588

KOFFEL ASSOCIATES, INC.

WHITMAN, REQUARDT & ASSOCIATES,LLP

CIVIL ENGINEERING

801 SOUTH CAROLINE STREET

BALTIMORE, MD 21231

410.235.3450 - FAX: 410.243.5716

ROBERT L. SEYMOUR & ASSOCIATES, INC.

VERTICAL TRANSPORTATION CONSULTANTS

182 THOMAS JOHNSON DR. SUITE 200

FREDERICK, MARYLAND 21702

301.662.8112 - FAX 301.662.8117

1SOURCE SAFETY AND HEALTH

ASBESTOS ABATEMENT

140 SOUTH VILLAGE AVENUE, SUITE 130

EXTON, PA 19341

610.524.5525 - FAX: 610.524.0565

170801D

DE

PA

RT

M

EN

T

OF

VE

TE

RA

NS

A

FF

AI

RS

FOUNDATION AND FIRST

FLOOR FRAMING PLAN

S101

PLAN NORTH

TRUE NORTH

1ST FLOOR

2ND FLOOR

3RD FLOOR

SECTION

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

S202

ELEVATOR PIT

546.00

557.00

568.00

542.00

PENTHOUSE ROOF

584.42

TOP OF WALL

580.67

S202

S202

S202

SECTION

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

S202

FOOTING

AT G-5

FOOTING AT H-5

FOOTING AT H-7

H G

2'-6"

1'-0"

1'-0"

S202

CEILING

CEILING

1"

HSS6X2X1/4 CONTINUOUS

AT TRUSS BEARING (TYP.)

1/2" MINIMUM NON-

SHRINK GROUT

1/2" DIAMETER ANCHOR

BOLT WITH 2" HOOK AT

32" MAXIMUM O/C AND

12" MAXIMUM FROM ENDS.

ROOF BEARING DETAIL

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

S202

TRUSS BEARING

CORNER DETAIL

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

S202

PL1/4X2X0'-6"

3/16"

TYP.

L3X2X3/16 LLH

CONTINUOUS

TOP OF ELEVATOR

WALL DETAIL

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

S202

1/8"X1" STRAP ANCHOR

AT JOIST BEARING. BEND

OVER AND WELD TO THE

TOP OF THE JOIST

#4 AT 4'-0" O/C AND 16"

MAXIMUM FROM CORNERS

AND OPENINGS. FILL CELLS

AT BARS SOLID WITH GROUT

(TYPICAL).

JOIST BEARING

PL1/2X4X0'-8" LONG

ON 1/2" NON-SHRINK

GROUT (TYPICAL)

1'-0"

TYP. JOIST BEARING DETAIL

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

S202

Project TitleDrawing Title Date

Project No.

Drawing No.

Dwg. Of

Approved: Associate Director for Operations:

Approved: Director, Medical Center:

Drawn:Building No: Checked:

Location:

Additions:

Revisions:

o n e q u a r t e r i n o t o n e e i g h e f o o t t h r e e e i g h t h s i n c o t o n e h a l f i n o t o n e a n d o l f i n o t o n e i n o t t h r e e q u a r t e r s i n o t t h r e e i n c h e e f o o t

DELLC

JOB No.

Consultants:Date

Bel Air, Maryland 21015-1457

2215 Conowingo Rd, Suite 100 fax 410.836.6611

410.803.0009

ARCHITECTURE

PLANNING

ENGINEERING

95% CD SUBMISSION

FULLY SPRINKLERED

LEBANON RENOVATE

BUILDING 22

KR

07/27/2019

595-15-201

NJC

LEBANON VA

MEDICAL CENTER

LEBANON, PA

& ASSOCIATES, INC.

BURDETTE KOEHLER MURPHY

RICKERT ENGINEERING, INC.

BUILDING COST CONSULTANTS

COST ESTIMATING

12917 - 30TH AVENUE

PLATTSMOUTH, NEBRASKA 68048

402.298.8260 - FAX 402.298.8290

MECHANICAL / ELECTRICAL

CONSULTING ENGINEERING

1416 CLARKVIEW ROAD

BALTIMORE, MARYLAND 21209

410.323.0600 - FAX 410.377.2543

STRUCTURAL ENGINEERING

8813 WALTHAM WOODS ROAD, SUITE 301

BALTIMORE, MARYLAND 21234

410.663.5110 - FAX 410.663.5114

FIRE PROTECTION ENGINEERING

8815 CENTRE PARK DR., SUITE 200

COLUMBIA, MARYLAND 21045

410.750.2246 - FAX 410.750.2588

KOFFEL ASSOCIATES, INC.

WHITMAN, REQUARDT & ASSOCIATES,LLP

CIVIL ENGINEERING

801 SOUTH CAROLINE STREET

BALTIMORE, MD 21231

410.235.3450 - FAX: 410.243.5716

ROBERT L. SEYMOUR & ASSOCIATES, INC.

VERTICAL TRANSPORTATION CONSULTANTS

182 THOMAS JOHNSON DR. SUITE 200

FREDERICK, MARYLAND 21702

301.662.8112 - FAX 301.662.8117

1SOURCE SAFETY AND HEALTH

ASBESTOS ABATEMENT

140 SOUTH VILLAGE AVENUE, SUITE 130

EXTON, PA 19341

610.524.5525 - FAX: 610.524.0565

170801D

DE

PA

RT

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STRUCTURAL SECTIONS

AND DETAILS

S202

GENERAL NOTES

CODE

A. ALL CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE

INTERNATIONAL BUILDING CODE/2015.

DESIGN LIVE LOADS

A. THE MINIMUM DESIGN SUPERIMPOSED LOADS FOR ALL NEW

FRAMING IS AS FOLLOWS:

LIVE LOADS

FLOORS 100 PSF

ROOF 20 PSF

ROOF SNOW LOAD

Pg 30 PSF

Pf 26 PSF

Ce 1.0

I 1.1

Ct 1.1

WIND

BASIC WIND SPEED (3-SEC GUST) 120 MPH

RISK CATEGORY III

EXPOSURE B

Cpi -.18 AND +.18

EARTHQUAKE

RISK CATEGORY III

SEISMIC IMPORTANCE FACTOR 1.25

SS 0.172

S1 0.058

SITE CLASS D

SDS 0.184

SD1 0.092

SEISMIC DESIGN CATEGORY B

FOUNDATIONS

A. ALL FOOTINGS HAVE BEEN DESIGNED FOR AN ASSUMED SOIL

BEARING PRESSURE OF 2000 PSF. IT SHALL BE THE

CONTRACTORS RESPONSIBILITY TO VERIFY THE ASSUMED SOIL

BEARING PRESSURE. SHOULD THE PRESSURE BE FOUND TO BE

LESS THAN THE ASSUMED, THE CONTRACTOR SHALL IMMEDIATELY

NOTIFY THE ARCHITECT.

B. SELECT FILL SHALL CONFORM TO ASTM D 2487 SOIL

CLASSIFICATION GROUPS GW, GP, GM, SW, SP, AND SM; FREE

OF ROCK OR GRAVEL LARGER THAN 2 INCHES IN ANY DIMENSION,

DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION AND OTHER

DELETERIOUS MATTER.

C. ALL FILL UNDER THE SLAB SHALL BE COMPACTED TO A RELATIVE

DENSITY OF AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS

DETERMINED BY AASHTO T-180. PLACE BACKFILL AND FILL SOIL

MATERIALS IN LAYERS NO MORE THAN 8 INCHES IN LOOSE DEPTH

FOR MATERIALS COMPACTED BY HEAVY COMPACTION EQUIPMENT,

AND NOT MORE THAN 4 INCHES IN LOOSE DEPTH FOR MATERIAL

COMPACTED BY HAND-OPERATED TAMPERS.

D. THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF

2'-6" BELOW FINISH GRADE. FOOTINGS SHALL BEAR 1'-0"

MINIMUM INTO ORIGINAL GRADE. NO FOOTINGS SHALL BEAR ON

EXISTING FILL.

E. DRAINAGE FILL SHALL BE A WASHED, EVENLY GRADED MIXTURE OF

CRUSHED STONE, OR CRUSHED OR UNCRUSHED GRAVEL, WITH 100

PERCENT PASSING A 1-1/2 INCH SIEVE AND NOT MORE THAN 5

PERCENT PASSING A NO. 4 SIEVE.

F. THE CONTRACTOR SHALL EMPLOY AN INDEPENDENT INSPECTION

AGENCY APPROVED BY THE ARCHITECT TO VERIFY THE SOIL

BEARING CAPACITY AND THE COMPACTION OF ALL FILL.

PILES

A. THE CONTRACTOR SHALL PROVIDE MICROPILES IN ACCORDANCE

WITH THE MICROPILE SPECIFICATION SECTION. THE FOLLOWING

ESTIMATES SHALL BE MODIFIED AS REQUIRED TO MEET THE

SPECIFICATION.

B. CASED MICROPILES SHALL CONSIST OF A 5 1/2 INCH DIAMETER

STEEL CASING WITH A 5'-0" GROUTED BOND ZONE IN HARD

LIMESTONE FOR A MINIMUM ALLOWABLE CAPACITY OF 55-KIPS.

CAST IN PLACE CONCRETE

A. ALL CONCRETE WORK SHALL CONFORM TO THE PROVISIONS OF THE

"SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS"

ACI 301, AND TO THE "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" ACI 318.

B. ALL CONCRETE SHALL BE STONE AGGREGATE CONCRETE HAVING A

MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS

UNLESS NOTED OTHERWISE. EXTERIOR CONCRETE SHALL HAVE

A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI.

C. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE

60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.

D. JOINT FILLER SHALL BE PREFORMED CORK STRIPS CONFORMING TO

ASTM D1752.

MASONRY

A. MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL

REQUIREMENTS OF "SPECIFICATIONS FOR MASONRY STRUCTURES

(ACI 530.1-05/ASCE 6-05/TMS 602-05)", PUBLISHED BY THE

AMERICAN CONCRETE INSTITUTE.

B. BLOCK SHALL CONFORM TO ASTM C-90.

C. ALL REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE

60.

D. MORTAR SHALL CONFORM TO ASTM C-270, TYPE S. NO CALCIUM

CHLORIDE SHALL BE USED.

E. GROUT SHALL CONFORM TO ASTM C-476. NO CALCIUM CHLORIDE

SHALL BE USED.

F. ALL MASONRY WALLS SHALL BE REINFORCED WITH HORIZONTAL

JOINT REINFORCEMENT SPACED VERTICALLY AT 16" ON CENTER

UNLESS OTHERWISE NOTED. PROVIDE PREFABRICATED CORNER

AND TEE PIECES AT ALL INTERSECTIONS. LAP REINFORCING

8" MINIMUM.

G. BRACE AND SHORE ALL MASONRY WALLS AS REQUIRED UNTIL ROOF

AND FLOOR DECKS HAVE BEEN COMPLETELY INSTALLED.

H. PROVIDE SOLID BLOCK OR FILL WALL SOLID WITH GROUT

DIRECTLY BELOW OR ABOVE ALL CHANGES IN WALL THICKNESS OR

CONSTRUCTION AS REQUIRED TO PROVIDE CONTINUOUS BEARING

FOR ALL FACE SHELLS.

I. LAP ALL REINFORCING BARS 48 BAR DIAMETERS MINIMUM.

J. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN THE BLOCK WITH

WELDED EYES. ANCHOR VENEER TO WELDED EYES WITH W2.8 PINTLE

ANCHORS AT 16" O/C MAXIMUM EACH WAY. MAXIMUM MISALIGNMENT

OF BED JOINTS SHALL BE NO MORE THAN 1 1/4".

STRUCTURAL AND MISCELLANEOUS STEEL

A. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO

THE FIFTEENTH EDITION OF THE AISC "SPECIFICATION FOR THE

DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR

BUILDINGS" AND ALL ITS SUPPLEMENTS, AND TO THE AISC

"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES".

B. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A-36 UNLESS

NOTED OTHERWISE. ALL WIDE FLANGE SECTIONS SHALL CONFORM

TO ASTM A992.

C. STEEL PIPES SHALL CONFORM TO ASTM A-53 TYPE E OR S GRADE

B.

D. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554.

E. ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX

ELECTRODES. ALL WELDING SHALL CONFORM TO THE AMERICAN

WELDING SOCIETY STANDARD CODE FOR "WELDING IN BUILDING

CONSTRUCTION".

F. ALL BOLTED CONNECTIONS SHALL USE 3/4" DIAMETER MINIMUM

A-325N HIGH STRENGTH BOLTS. ALL CONNECTIONS SHALL

DEVELOP THE FULL UNIFORM LOAD CAPACITY THE BEAM CAN CARRY

WITH DUE CONSIDERATION TO CONCENTRATED LOADS AT THE ENDS

OF THE MEMBER. NO CONNECTION SHALL BE MADE WITH LESS

THAN TWO BOLTS.

G. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT

DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123.

H. STEEL TO RECEIVE FIREPROOFING SHALL BE UNPAINTED.

I. THE CONTRACTOR SHALL EMPLOY AN APPROVED INDEPENDENT

INSPECTION AGENCY TO INSPECT THE STEEL AT BOTH THE SHOP

AND THE FIELD. INSPECTION SHALL INCLUDE ALL BOLTING

AND WELDING.

J. FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

FABRICATING STEEL.

STEEL JOIST

A. THE FABRICATION AND ERECTION OF THE STEEL JOISTS SHALL

CONFORM TO THE "STANDARD SPECIFICATIONS FOR OPEN WEB

STEEL JOISTS, K SERIES" AND "THE RECOMMENDED CODE OF

STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS" AS

PUBLISHED BY THE STEEL JOIST INSTITUTE.

B. ALL STEEL JOISTS SHALL BE SHOP PAINTED WITH AN APPROVED

CORROSION RESISTANT PRIMER. AFTER THE WORK HAS BEEN

ERECTED AND CONNECTED ALL WELDS AND PARTS WHERE THE PAINT

HAS BEEN DAMAGED SHALL BE CLEANED AND PRIMED WITH THE

APPROVED PRIMER.

C. JOIST SHALL BE DESIGNED FOR A NET UPLIFT LOAD OF 35 PSF.

STEEL JOIST

A. THE FABRICATION AND ERECTION OF THE STEEL JOISTS SHALL

CONFORM TO THE "STANDARD SPECIFICATIONS FOR OPEN WEB

STEEL JOISTS, K SERIES" AND "THE RECOMMENDED CODE OF

STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS" AS

PUBLISHED BY THE STEEL JOIST INSTITUTE.

B. ALL STEEL JOISTS SHALL BE SHOP PAINTED WITH AN APPROVED

CORROSION RESISTANT PRIMER. AFTER THE WORK HAS BEEN

ERECTED AND CONNECTED ALL WELDS AND PARTS WHERE THE PAINT

HAS BEEN DAMAGED SHALL BE CLEANED AND PRIMED WITH THE

APPROVED PRIMER.

C. JOIST SHALL BE DESIGNED FOR A NET UPLIFT LOAD OF 35 PSF.

LIGHTGAGE STRUCTURAL METAL FRAMING

A. LIGHTGAGE STRUCTURAL METAL FRAMING SHALL CONFORM TO THE

LATEST EDITION OF THE SPECIFICATION FOR THE "DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS" AS PUBLISHED BY THE

AMERICAN IRON AND STEEL INSTITUTE.

B. COLD-FORMED METAL FRAMING SHALL BE FABRICATED FROM

GALVANIZED-STEEL SHEET CONFORMING TO ASTM A653 G90 WITH

A 33,000 PSI MINIMUM YIELD STRENGTH.

C. LIGHTGAGE MEMBER DESIGNATIONS ARE IN ACCORDANCE WITH THE

SECTIONS DEFINED BY THE STEEL STUD MANUFACTURERS

ASSOCIATION (SSMA).

D. LIGHTGAGE STUDS SHALL HAVE A MINIMUM THICKNESS OF 16 GA

AND A MINIMUM FLANGE OF 1 5/8".

E. SHOP DRAWINGS COMPLETE WITH MATERIAL DATA, ERECTION

PLANS AND ALL CONNECTION DETAILS SHALL BE SUBMITTED FOR

REVIEW.

F. THE TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS:

TOP CHORD

DEAD LOAD 10 PSF

LIVE LOAD 30 PSF

BOTTOM CHORD

DEAD LOAD 10 PSF

LIVE LOAD 20 PSF

THE 20 PSF BOTTOM CHORD LIVE LOAD SHALL BE APPLIED

WHEREVER TWO OR MORE ADJACENT TRUSSES WITH THE SAME WEB

CONFIGURATION ARE CAPABLE OF CONTAINING A RECTANGLE 42

INCHES HIGH BY 2 FEET WIDE OR GREATER, LOCATED WITHIN

THE PLANE OF THE TRUSS.

THE BOTTOM CHORD LIVE LOAD SHALL BE 10 PSF MINIMUM.

SEE THE SUPERIMPOSED LOADS LISTED ABOVE FOR WIND AND

SNOW LOADS.

METAL FORM DECK

A. METAL DECK SHALL BE FABRICATED FROM GALVANIZED-STEEL

SHEET CONFORMING TO ASTM A653 G60 WITH A MINIMUM YIELD

STRENGTH OF 33 KSI.

B. METAL DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

t = 0.0239 in

I = 0.019 in^4/ft

Sp = 0.057 in^3/ft

Sn = 0.057 in^3/ft

WOOD FRAMING

A. PLYWOOD SHALL CONFORM TO THE PLYWOOD DESIGN SPECIFICATIONS

AND THE PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL-

USE PANELS PUBLISHED BY THE AMERICAN PLYWOOD ASSOCIATION.

B. PROVIDE PLY CLIPS AT CENTERLINE OF PLYWOOD SPAN AT ALL

EDGES PARALLEL TO SPAN WHICH ARE NOT TONGUE AND GROOVE.

C. ROOF DECK SHALL BE FIRE RETARDANT APA RATED EXPOSURE 1,

3/4" 32/16 PLYWOOD.

D. PLYWOOD ROOF SHEATHING SHALL BE ANCHORED TO THE TOP CHORD

OF THE STEEL TRUSSES WITH 1 1/4" LONG TYPE S OR S-12 STEEL

SCREWS SPACED 6" ON CENTER AT THE PERIMETER OF EACH PANEL

AND AT 12" ON CENTER AT INTERMEDIATE SUPPORTS.

Project TitleDrawing Title Date

Project No.

Drawing No.

Dwg. Of

Approved: Associate Director for Operations:

Approved: Director, Medical Center:

Drawn:Building No: Checked:

Location:

Additions:

Revisions:

o n e q u a r t e r i n o t o n e e i g h e f o o t t h r e e e i g h t h s i n c o t o n e h a l f i n o t o n e a n d o l f i n o t o n e i n o t t h r e e q u a r t e r s i n o t t h r e e i n c h e e f o o t

DELLC

JOB No.

Consultants:Date

Bel Air, Maryland 21015-1457

2215 Conowingo Rd, Suite 100 fax 410.836.6611

410.803.0009

ARCHITECTURE

PLANNING

ENGINEERING

95% CD SUBMISSION

FULLY SPRINKLERED

LEBANON RENOVATE

BUILDING 22

KR

07/27/2019

595-15-201

NJC

LEBANON VA

MEDICAL CENTER

LEBANON, PA

& ASSOCIATES, INC.

BURDETTE KOEHLER MURPHY

RICKERT ENGINEERING, INC.

BUILDING COST CONSULTANTS

COST ESTIMATING

12917 - 30TH AVENUE

PLATTSMOUTH, NEBRASKA 68048

402.298.8260 - FAX 402.298.8290

MECHANICAL / ELECTRICAL

CONSULTING ENGINEERING

1416 CLARKVIEW ROAD

BALTIMORE, MARYLAND 21209

410.323.0600 - FAX 410.377.2543

STRUCTURAL ENGINEERING

8813 WALTHAM WOODS ROAD, SUITE 301

BALTIMORE, MARYLAND 21234

410.663.5110 - FAX 410.663.5114

FIRE PROTECTION ENGINEERING

8815 CENTRE PARK DR., SUITE 200

COLUMBIA, MARYLAND 21045

410.750.2246 - FAX 410.750.2588

KOFFEL ASSOCIATES, INC.

WHITMAN, REQUARDT & ASSOCIATES,LLP

CIVIL ENGINEERING

801 SOUTH CAROLINE STREET

BALTIMORE, MD 21231

410.235.3450 - FAX: 410.243.5716

ROBERT L. SEYMOUR & ASSOCIATES, INC.

VERTICAL TRANSPORTATION CONSULTANTS

182 THOMAS JOHNSON DR. SUITE 200

FREDERICK, MARYLAND 21702

301.662.8112 - FAX 301.662.8117

1SOURCE SAFETY AND HEALTH

ASBESTOS ABATEMENT

140 SOUTH VILLAGE AVENUE, SUITE 130

EXTON, PA 19341

610.524.5525 - FAX: 610.524.0565

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GENERAL NOTES

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