36C78619R0052-007.pdf

TOP OF

TYPICAL DETAIL

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

SECTION ELEVATION

PARTIAL PLAN CALLOUT

ELEVATION REF

GRID BUBBLE

NORTH ARROW

REVISION

CLOUD &

TRIANGLE

NOTEDETAIL

NUMBER

PLAN AND SECTION TITLE

S-200

OH

S-100

SIM

S-300

SIM

SLAB ON GRADE

ELEV. 0'-0"

REV

SHEET

NUMBER

NOTEDETAIL

NUMBER

SHEET

NUMBER

DETAIL

NUMBER

SHEET

NUMBER

NOTE

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

ADDL ADDITIONAL

ARCH ARCHITECTURAL

B BOTTOM BARS

BLDG BUILDING

BOT BOTTOM

BTW BETWEEN

CL CENTERLINE

CLR CLEAR

CONC CONCRETE

CONT CONTINUOUS

DET DETAIL

DIM DIMENSION

DWG DRAWING

EL ELEVATION

EXIST EXISTING

FDN FOUNDATION

FF FINISHED FLOOR

FTG FOOTING

GALV GALVANIZED

GC GENERAL CONTRACTOR

GEN GENERAL

HDG HOT-DIP GALVANIZED

MANUF MANUFACTURER

MAX MAXIMUM

MIN MINIMUM

MISC MISCELLANEOUS

OC ON CENTER

PROJ PROJECT

REINF REINFORCED

SIM SIMILAR

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SW SHORT WAYS

SYM SYMMETRICAL

TOF TOP OF FOOTING

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

STRUCTURAL LINE TYPES

STRUCTURAL WALL TYPES

STRUCTURAL PATTERNS

CONCRETE

CRUSHED STONE

WOOD TRUSS,

DELEGATED DESIGN

CONCRETE

CONTINUOUS

HIDDEN LINE,

FOUNDATION,

SLAB OUTLINE

ROOF OUTLINE

STONEWORK

Location: Baltimore National Cemetery

5501 Frederick Ave., Catonsville, Baltimore County, MD 21228

Issue Date

S T

A M

P

Project Number

Building Number

Drawing Number

Project Title

Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT OF RECORDCONSULTANTS

Project Director

Revisions: Date:

Office of Construction and Facilities Management

VA FORM 08 - 6231

F ile

P a th

/1

/2

:3

:0

P

M

100% CONSTRUCTION DOCUMENTS

March 25, 2019

NOT SUPPRESSED

C

ARCHITURA CORPORATION

9880 Westpoint Drive, Suite #400

Indianapolis, IN 46256-3384

PH: (317) 348-1000

POC: Michael Conly, AIA, NCARB, President

802-MM18-05

Committal Shelter

03.25.2019 o n e e ig h th in c h o n e fo o t

F o n e q u a rt e r in c h o n e fo o t

Design Services for Committal Service Shelter ImprovementsCivil/ Structural/ Electrical Engineer:

KCI Technologies, Inc.

1352 Marrows Road, Suite 100

Newark, Delaware 19711

PH: 302.731.9176

POC: Tom deLorimier th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

D

E

F

E

D

C

B

B

A

A

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

8 9

C

D

E

F

B

A

BALTIMORE NATIONAL CEMETERY

Landscape Architect:

Pashek+MTR, Ltd.

619 E. Ohio St.

Pittsburgh, PA 15212

PH:412-321-6362

POC: Kara Roggenkamp

PROFESSIONAL CERTIFICATION:

I HEREBY CERTIFY THAT THESE DOCUMENTS

WERE PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MARYLAND.

LICENSE NO: 40953 EXP. DATE: 07-21-2019

S-001

NAMARL

GENERAL STRUCTURAL NOTES,

SYMBOLS, AND ISOMETRIC

BUILDING CODES:

A. THE 2015 INTERNATIONAL BUILDING CODE (IBC) AND ALL SUBSEQUENT SUPPLEMENTS.

B. GOVERNING LOCAL BUILDING CODES AND AMENDMENTS.

DESIGN LOADS:

A. IN ADDITION TO SELF WEIGHT, THE BUILDING IS DESIGNED FOR THE FOLLOWING FLOOR

AND ROOF LIVE LOADS:

LIVE LOAD (PSF) SUPERIMPOSED DEAD LOAD (PSF)

• ROOF: 20 PSF 10 PSF

• REDUCED ROOF: 12 PSF --

B. SNOW LOAD DESIGN CRITERIA:

• GROUND SNOW LOAD ( Pg ): 25.0 PSF

• FLAT ROOF SNOW LOAD ( Pf ): 18.9 PSF

• SLOPED ROOF SNOW LOAD ( Ps ): 8.59 PSF

• EXPOSURE FACTOR ( Ce ): 0.90

• IMPORTANCE FACTOR ( Is ): 1.00

• THERMAL FACTOR ( Ct ): 1.20

• SNOW DRIFTS: N/A

C. WIND LOAD DESIGN CRITERIA:

• ULTIMATE DESIGN WIND SPEED ( Vult ): 115 MPH

• NOMINAL DESIGN WIND SPEED ( Vasd ): 89.1 MPH

• RISK CATEGORY: II

• WIND EXPOSURE: B

INTERNAL PRESSURE COEFFICIENT ( GCpi ): 0.85

D. SEISMIC LOAD DESIGN CRITERIA:

• RISK CATEGORY: II

• IMPORTANCE FACTOR ( Ie ): 1.00

• MAPPED SPECTRAL RESPONSE ACCELERATORS:

i. Ss = 0.128

ii. S1 = 0.051

• SITE CLASS: D (ASSUMED)

• DESIGN SPECTRAL RESPONSE ACCELERATORS:

i. SDS = 0.136

ii. SD1 = 0.082

• SEISMIC DESIGN CATEGORY: B

• SEISMIC RESPONSE COEFFICIENT ( Cs ): 0.045

• RESPONSE MODIFICATION FACTOR ( R ): 3.0

• SEISMIC RESISTING SYSTEM: ORDINARY REINFORCED CONCRETE

MOMENT FRAME

E. THE CONTRACTOR SHALL NOT STORE ANY CONSTRUCTION MATERIALS OR

UNDERTAKE ANY CONSTRUCTION OPERATION WHICH WILL EXCEED THE DESIGN LIVE

LOADINGS NOTED.

F. THE STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE DIAPHRAGM ACTION OF

THE FLOORS AND ROOF. THE CONTRACTOR IS COMPLETELY RESPONSIBLE FOR THE

METHOD OF CONSTRUCTION AND SHALL PROVIDE ALL TEMPORARY BRACING AND

SHORING REQUIRED TO MAINTAIN THE STABILITY OF THE STRUCTURE AND TO

SUPPORT CONSTRUCTION LOADS DURING CONSTRUCTION, INCLUDING SOILS ON

WALLS FROM BACKFILLING PRIOR TO PLACING SLABS ON GRADE. DESIGN OF ALL

BRACING IS THE CONTRACTORS RESPONSIBILITY.

G. ALL EXTERIOR CEILINGS AND SOFFITS SHALL BE DESIGNED FOR THE LOADS INDICATED

OR SPECIFIED BY THE BUILDING CODE.

SPREAD FOOTING FOUNDATIONS:

A. REFER TO "CAST IN PLACE CONCRETE" FOR APPLICABLE CODES AND STANDARDS.

B. REFER TO PROJECT GEOTECHNICAL REPORT BY JOHN D HYNES & ASSOCIATES, INC.

AND DATED OCTOBER 3, 2018 FOR SITE PREPARATION AND RECOMMENDATIONS::

a. MINIMUM DEPTH TO BOTTOM OF EXTERIOR FOOTINGS FOR FROST PROTECTION

= 30 INCHES BELOW GRADE

b. NET ALLOWABLE BEARING CAPACITY = 2500 PSF

C. THE ALLOWABLE SOIL BEARING PRESSURE SHALL BE FIELD VERIFIED BY A

REGISTERED GEOTECHNICAL ENGINEER AND APPROVED PRIOR TO PLACING

FOUNDATIONS. SHOULD THE ACTUAL SOIL BEARING PRESSURE BE LESS THAN 2000

PSF, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER.

D. ALL EXCAVATION AND BACKFILLING OPERATIONS WITHIN THE BUILDING FOOTPRINT,

INCLUDING ALL COMPACTION TESTS AND INSPECTIONS, SHALL BE DONE UNDER THE

DIRECTION AND SUPERVISION OF A REGISTERED GEOTECHNICAL ENGINEER.

E. ALL EXISTING SOIL CONTAINING GRAVEL, CONSTRUCTION OR DEMOLITION DEBRIS,

ORGANIC SUBSTANCES, OR OTHER FOREIGN OBJECTS SHALL BE REMOVED FROM THE

REGION WITHIN THE FOOTPRINT OF THE STRUCTURE.

CAST IN PLACE CONCRETE:

A. CODES AND STANDARDS:

a. ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS”

b. ACI 318 “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”

c. ACI 117 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION

AND MATERIALS"

d. ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING"

e. ACI 306 "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING"

f. ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"

g. ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT”

h. CRSI "MANUAL OF STANDARD PRACTICE"

B. REINFORCING MATERIALS:

a. STEEL REINFORCEMENT: ASTM A 615, GRADE 60, DEFORMED

b. PLAIN-STEEL WELDED WIRE REINFORCEMENT: ASTM A 185

C. CONCRETE MATERIALS:

1. PORTLAND CEMENT: ASTM C 150, TYPE I/II

2. FLY ASH: ASTM C 618, CLASS F

3. GROUND GRANULATED BLAST FURNACE SLAG: ASTM C 989, GRADE 120

GENERAL STRUCTURAL NOTES

4. NORMAL WEIGHT AGGREGATES: ASTM C 33

• MAXIMUM COARSE AGGREGATE SIZE: 1 INCH NOMINAL

• FINE AGGREGATE SHALL BE FREE OF MATERIAL WITH DELETERIOUS

REACTIVITY TO ALKALI IN CEMENT.

5. LIGHT WEIGHT AGGREGATES: ASTM C 330, 1 INCH NOMINAL

MAXIMUM AGGREGATE SIZE

6. WATER: ASTM C 94, POTABLE

D. ADMIXTURES:

1. AIR ENTRAINMENT: ASTM C 260

2. WATER-REDUCER: ASTM C 494

3. SILICA FUME: ASTM C 1240

4. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL BE PERMITTED.

E. CONCRETE MIXTURES:

1. FLY ASH, POZZOLAN, GROUND GRANULATED BLAST FURNACE SLAG, AND SILICA

FUME MAY BE USED AS NEEDED TO REDUCE THE TOTAL AMOUNT OF PORTLAND

CEMENT WHICH WOULD OTHERWISE BE USED BY NOT MORE THAN 40 PERCENT.

• MAXIMUM SUBSTITUTION OF FLY ASH SHALL BE 20 PERCENT.

• MAXIMUM SUBSTITUTION OF SILICA FUME SHALL BE 10 PERCENT.

F. PROPORTION NORMAL WEIGHT CONCRETE MIXES AS FOLLOWS:

28 DAY WATER-CEMENT SLUMP AIR

LOCATION STRENGTH (f'c) RATIO LIMIT CONTENT

FOUNDATIONS 4000 PSI 0.50 4" ± 1" 6.0% ± 1.5%

COLUMNS 4000 PSI 0.50 4" ± 1" 6.0% ± 1.5%

AND WALLS

G. ALL CONCRETE MIX DESIGNS, INCLUDING CEMENT CONTENT, WATER CEMENT RATIO,

FINE AND COARSE AGGREGATE CONTENT AND ALL ADMIXTURES, SHALL BE REVIEWED BY

ENGINEER PRIOR TO PLACING FIRST CONCRETE.

H. ALL CONCRETE SHALL BE SAMPLED AND TESTED BY THE TESTING AGENCY. THE

CONTRACTOR SHALL NOTIFY THE TESTING AGENCY 48 HOURS PRIOR TO THE PLACING

OF ANY CONCRETE.

J. THE CONCRETE STRUCTURE SHALL NOT SUPPORT THE DESIGN LIVE LOAD FOR A MINIMUM

OF 28 DAYS AND ALL SHORING AND RESHORING REQUIRED TO SUPPORT THE

CONCRETE STRUCTURE DURING CONSTRUCTION SHALL BE DESIGNED AND PROVIDED BY

THE CONTRACTOR. SHOP DRAWINGS, SIGNED AND SEALED BY A REGISTERED

ENGINEER IN THE STATE OF MARYLAND, SHALL BE SUBMITTED FOR REVIEW. SHOP

DRAWINGS SHALL INDICATE THE TYPE, EXTENT, SIZE, AND LOCATION OF ALL SHORING

AND RESHORING AS WELL AS THE SEQUENCE OF CONSTRUCTION.

K. MINIMUM COVER FOR ALL REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE

INDICATED:

FOUNDATIONS 3 INCHES

COLUMNS 2 INCHES

WALLS 2 INCHES

L. THE GENERAL CONTRACTOR SHALL SUBMIT PLANS SHOWING ALL PENETRATIONS THROUGH

THE FRAMED CONCRETE SLABS. THE OPENINGS SHALL BE ACCURATELY SHALL BE

ACCURATELY LOCATED AND DIMENSIONED.

M. CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES.

N. NON-METALLIC, SHRINKAGE RESISTANT GROUT: ASTM C 1107 WITH MINIMUM

COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS.

DELEGATED DESIGN:

A. WOOD TRUSSES ARE DELEGATED DESIGN AND ARE INDICATED ON THE DRAWINGS WITH

NOTES AND HATCHING. SEE “WOOD TRUSS, DELEGATED DESIGN” HATCH IN THE

STRUCTURAL LEGEND.

B. THE RIDGE BEAM IS INCLUDED IN THE DELEGATED DESIGN AND SHALL BE A SPF NO. 1 4X12

AT MINIMUM. RIDGE BEAM-TO-TRUSS CONNECTION SHALL BE DESIGNED BY THE TRUSS

MANUFACTURER.

C. THE TRUSS OUTRIGGERS ARE DELEGATED DESIGN. SEE THE ARCHITECTURAL DRAWINGS

FOR MORE INFORMATION.

D. IT IS THE RESPONSIBILITY OF THE TRUSS MANUFACTURER TO DESIGN THE LATERAL FORCE

RESISTING SYSTEM. THE LATERAL FORCE RESISTING SYSTEM IS TO BE DESIGNED IN

ACCORDANCE WITH THE LOCAL BUILDING CODES AND MINIMUM DESIGN PARAMETERS

STATED IN THE GENERAL NOTES.

E. THE ROOF STRUCTURE SYSTEM INDICATED ON THE DRAWINGS IS FOR REFERENCE ONLY

AND SHALL NOT BE CONSIDERED FINAL DESIGN.

F. TRUSS LOADING DIAGRAMS ARE PROVIDED ON DETAIL 6/S-102. TRUSSES SHALL BE

DESIGNED TO WORK WITH THE CONNECTIONS SPECIFIED IN THIS DRAWING PACKAGE. IF

THE END REACTIONS OF THE TRUSSES EXCEED THE MAXIMUM LOADS ALLOWED BY THE

CONNECTIONS, IT SHALL BE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER TO

PROPOSE NEW CONNECTIONS AND TO PROVIDED SIGNED AND SEALED CALCULATIONS.

G. TRUSSES SHALL BE SPACED AT A 2 FOOT MAXIMUM. TRUSS MANUFACTURER IS

RESPONSIBLE FOR CONFIRMING THAT THEIR DESIGNATED SPACING ALLOWS ROOM FOR THE

CONNECTIONS SPECIFIED IN THIS DRAWING PACKAGE.

H. FOR SUBMITTAL INFORMATION, SEE WOOD FRAMING NOTES ON THIS SHEET.

J. THE DELEGATED DESIGN ELEMENTS DESCRIBED HEREIN ARE TO BE SUBMITTED TO THE

ENGINEER OF RECORD FOR APPROVAL PRIOR TO FINAL ACCEPTANCE OF DESIGN AND

FABRICATION. IF THE PROVIDED DESIGN BY OTHERS DOES NOT MEET THE REQUIREMENTS

PRESENTED ON THIS DRAWING, THE ENGINEER OF RECORD MAY REFUSE THE SUBMITTAL.

K. BOTTOM CHORD DEFLECTION SHALL NOT EXCEED L/360 OR 1 INCH, WHICHEVER IS STRICTER.

L. TOP CHORD MEMBERS SHALL BE 2X8.

WOOD FRAMING

A. CODES AND STANDARDS:

a. “NATIONAL DESIGN SPECIFICATIONS” PUBLISHED BY THE NATIONAL FOREST

PRODUCTS ASSOCIATION.

b. NIST'S VOLUNTARY PRODUCT STANDARD DOC PS 20 "AMERICAN SOFTWOOD LUMBER

STANDARD"

c. NIST'S VOLUNTARY PRODUCT STANDARD DOC PS 2 "PERFORMANCE STANDARD FOR

WOOD BASED STRUCTURAL PANELS"

d. TRUSS PLATE INSTITUTE’S “DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE

CONNECTED WOOD TRUSSES”

e. AMERICAN WOOD PRESERVER'S ASSOCIATION (APWA) STANDARD

B. MATERIALS (UNADJUSTED VALUES FOR 12" DEPTH):

a. DIMENSION LUMBER NO. 1 SPRUCE-PINE-FIR:

Fb : Fv : Fc(perp) : Fc(parallel): Ft : E :

875 PSI 135 PSI 335 PSI 1050 PSI 400 PSI 1200 KSI

b. PRESERVATIVE TREATMENT BY PRESSURE PROCESS (P.T.) LUMBER: AWPA U1

• INTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND: USE CATEGORY

UC2

• EXTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND: USE CATEGORY

UC3B

• ALL CONSTRUCTION IN CONTACT WITH GROUND: USE CATEGORY UC4A

c. ROOF SHEATHING: EXTERIOR, STRUCTURAL I PLYWOOD OR OSB SHEATHING, FOR

SPANS SHOWN ON DRAWINGS

C. SUBMITTALS:

a. SHOP DRAWINGS AND DESIGN CALCULATIONS FOR ALL WOOD TRUSSES INCLUDING

MEMBER LAYOUT, WOOD SPECIES AND GRADE, MEMBER SIZES, TRUSS BEARING

CONNECTION DETAILS, CAPACITY OF CONNECTOR PLATES AND THE SIZE AND

LOCATION OF ALL REQUIRED BRIDGING, SIGNED AND SEALED BY A REGISTERED

PROFESSIONAL ENGINEER.

b. WOOD PRESERVATIVE TREATMENT DATA, INCLUDING CERTIFICATION BY TREATING

PLANT THAT MATERIALS COMPLY WITH REQUIREMENTS.

c. MATERIAL CERTIFICATES FOR LUMBER SPECIFIED TO COMPLY WITH MINIMUM

ALLOWABLE UNIT STRESSES.

d. TECHNICAL DATA FOR FASTENERS, INCLUDING GAUGE, FINISH, AND STRUCTURAL

LOAD CAPACITY.

D. FASTENERS

a. WOOD FRAMING CONNECTIONS REQUIRING STEEL FASTENERS AND HANGERS SHALL

BE HOT-DIP GALVANIZED. ALL CONNECTIONS SHALL DEVELOP THE LOAD CAPACITY

OF BASIS OF DESIGN PRODUCTS INDICATED.

b. NAILING OF ALL WOOD FRAMING SHALL MEET THE MINIMUM RECOMMENDED

REQUIREMENTS PROVIDED IN THE FASTENING SCHEDULE OF THE IBC BUILDING

CODE.

E. INSTALLATION:

a. ALL WOOD MEMBERS BEARING DIRECTLY ON CONCRETE SHALL HAVE A

PRESERVATIVE PRESSURE TREATMENT.

• PROVIDE A MINIMUM 3" BEARING LENGTH OF ALL WOOD MEMBERS BEARING

ON MASONRY OR CONCRETE.

b. THE CONTRACTOR SHALL CUT OR NOTCH THE WOOD FRAMING ONLY AS SHOWN ON

THE CONTRACT DRAWINGS OR MANUFACTURER SPECIFICATIONS FOR ENGINEERED

WOOD PRODUCTS.

WELDING

A. CODES AND STANDARDS:

a. AISC “STEEL CONSTRUCTION MANUAL”, 14TH EDITION.

b. AISC 303 "CODE OF STANDARD PRACTICE FOR BUILDINGS AND BRIDGES"

c. AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

d. AWS D1.1 "STRUCTURAL WELDING CODE"

B. SUBMITTALS:

a. SHOP DRAWINGS INDICATING THE SIZES, EXTENT, AND LOCATION OF ALL

CONNECTIONS.

C. MATERIALS:

a. GALVANIZE: HOT-DIP ZINC COATING, ASTM A 123

D. CONNECTIONS:

a. WELDED CONNECTIONS: E70XX ELECTRODES

E. INSPECTIONS BY INDEPENDENT INSPECTION AGENCY:

a. WELDED CONNECTIONS: VISUAL INSPECTION, TESTING AND INSPECTION PER

AWS D1.1

b. VERIFY, WITH ERECTOR PRESENT, ELEVATIONS OF CONCRETE AND MASONRY

BEARING SURFACES AND LOCATIONS OF ANCHOR BOLTS AND OTHER EMBEDDED

ITEMS.

F. INSTALLATION

a. ALL SHOP AND FIELD WELDS SHALL BE PERFORMED BY CERTIFIED WELDERS.

b. WELDS SHALL DEVELOP THE FULL STRENGTH OF MATERIALS BEING WELDED UNLESS

OTHERWISE INDICATED.

MISCELLANEOUS:

A. THE CONTRACTOR SHALL LOCATE ALL UTILITIES IN THE AREA OF CONSTRUCTION AND

PREVENT DAMAGE TO THEM. SHOULD DAMAGE OCCUR TO ANY UTILITIES, THE CONTRACTOR

IS REQUIRED TO REPAIR THE DAMAGE TO THE SATISFACTION OF THE OWNER AT HIS OWN

EXPENSE.

B. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE CONTRACT

DOCUMENTS MUST BE SUBMITTED BY THE CONTRACTOR OR OWNER FOR REVIEW BY THE

ENGINEER. IF THE CONTRACTOR OR OWNER FAILS TO SUBMIT THE SHOP DRAWINGS, THE

ENGINEER WILL NOT BE RESPONSIBLE FOR STRUCTURAL CERTIFICATION AND DESIGN OF

THE PROJECT. THE SHOP DRAWINGS SHALL INDICATE ANY DEVIATIONS OR OMISSIONS

FROM THE CONTRACT DOCUMENTS. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP

DRAWINGS PRIOR TO SUBMISSION AND MAKE ALL CORRECTIONS DEEMED NECESSARY.

C. THE CONTRACTOR SHALL REVIEW THE ARCHITECTURAL, CIVIL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR LOCATION AND DIMENSION OF CHASES, INSERTS, OPENINGS,

SLEEVES, DEPRESSIONS AND OTHER PROJECT REQUIREMENTS WHICH IMPACT THE

STRUCTURAL COMPONENTS.

D. THE CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS SHOWN ON THE CONTRACT

DRAWINGS BEFORE PROCEEDING WITH CONSTRUCTION.

E. HE CONTRACTOR SHALL NOT SUBMIT REPRODUCTIONS OF THE STRUCTURAL CONTRACT

DOCUMENTS AS SHOP DRAWINGS.

F. SCALES SHOWN ON THE STRUCTURAL CONTRACT DRAWINGS ARE FOR GENERAL

INFORMATION ONLY. DIMENSIONAL INFORMATION SHALL NOT BE OBTAINED BY SCALING THE

DRAWINGS.

G. ELEVATION 100'-0" ON THE STRUCTURAL DRAWINGS IS EQUIVALENT TO 356'-6" ON THE CIVIL

AND LANDSCAPING DRAWINGS.

GENERAL AND ANNOTATIVE SYMBOLS: ABBREVIATIONS

BALTIMORE CEMETERY

COMMITTAL SERVICE SHELTER

SHEETS

S-001 - GENERAL STRUCTURAL NOTES, SYMBOLS, AND ISOMETRIC

S-100 - FOUNDATION PLAN AND ROOF COLUMN LAYOUT PLAN VIEWS

S-101 - ROOF FRAMING PLAN VIEW AND SECTION VIEWS

S-102 - STRUCTURAL DETAILS

S-103 - STRUCTURAL DETAILS

STRUCTURAL LEGEND

A

B

C

D

3' - 1 5/8" 3' - 1 5/8"

7' - 10"

S-101

S-101

F-1

EL. 97'-6"

F-1

EL. 97'-6"

F-3

EL. 97'-6"

F-1

EL. 97'-6"

F-1

EL. 95'-6"

F-2

EL. 95'-6"

F-3 SIMEL. 95'-6"

F-1EL. 95'-6"

F-1EL. 97'-6"

F-2 SIMEL. 97'-6"

W-1

EL. 97'-6"

PLAN NOTES:

1. ALL FOOTING ELEVATIONS ARE MARKED ON PLAN THUS: F-X. ELEVATION INDICATES TOP OF FOOTING.

2. ALL FOOTINGS ARE CENTERED ABOUT THE COLUMN LINES U.N.O.

/8

W-2

EL. 95'-6"

EDGE OF SLAB, REFER TO LANDSCAPE

ARCHITECTURE DRAWINGS FOR DETAILING

8' - 8 7/8" 7' - 0" 8' - 8 7/8"

EXISTING STORM

DRAIN, REFER TO

CIVIL DRAWINGS

FOR LOCATION

1 2 3 4 6 7 8 9 10

A

B

C

D

2' - 6 1/8" 2' - 6 1/8" 2' - 6 1/8"

1' - 4 1/8"

10' - 0"

1' - 4 1/8"

2' - 6 1/8" 2' - 6 1/8" 2' - 6 1/8"

/8

/8

/2

3' - 6 5/8"

7' - 0"

3' - 6 5/8"

/8

8" THICK WALL,

ISOLATE FROM

SLAB

S-101

S-101 0' - 8 1/2"

0' - 8 1/2"

1' - 4 3/8" 1' - 4 3/8"

EDGE OF SLAB, REFER TO LANDSCAPE

ARCHITECTURE DRAWINGS FOR DETAILING

1 1

ISOLATE COLUMNS FROM SLAB, TYP

BIER

/8

6' - 0"

S-102

S-102

PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR STONE VENEER INFORMATION.

2. MASONRY VENEER SHALL BE ANCHORED TO CONCRETE WITH ADJUSTABLE ANCHORS.

3. PROVIED 1 ANCHOR FOR EACH 2.67 FT2 OF WALL AREA WITH A MAXIMUM VERTICAL SPACING OF 32" AND A MAXIMUM HORIZONTAL SPACING OF 25".

4. MORTAR BED JOINT THICKNESS SHALL BE AT LEAST TWICE THE THICKNESS OF THE EMBEDDED ANCHOR.

5. REFER TO L-102 FOR TOP OF SLAB ELEVATION.

S-102

S-102

S-102

SIM

S-102

SIM

Location: Baltimore National Cemetery

5501 Frederick Ave., Catonsville, Baltimore County, MD 21228

Issue Date

S T

A M

P

Project Number

Building Number

Drawing Number

Project Title

Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT OF RECORDCONSULTANTS

Project Director

Revisions: Date:

Office of Construction and Facilities Management

VA FORM 08 - 6231

F ile

P a th

/1

/2

:3

:0

P

M

100% CONSTRUCTION DOCUMENTS

March 25, 2019

NOT SUPPRESSED

C

ARCHITURA CORPORATION

9880 Westpoint Drive, Suite #400

Indianapolis, IN 46256-3384

PH: (317) 348-1000

POC: Michael Conly, AIA, NCARB, President

802-MM18-05

Committal Shelter

03.25.2019 o n e e ig h th in c h o n e fo o t

F o n e q u a rt e r in c h o n e fo o t

Design Services for Committal Service Shelter ImprovementsCivil/ Structural/ Electrical Engineer:

KCI Technologies, Inc.

1352 Marrows Road, Suite 100

Newark, Delaware 19711

PH: 302.731.9176

POC: Tom deLorimier th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

D

E

F

E

D

C

B

B

A

A

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

8 9

C

D

E

F

B

A

BALTIMORE NATIONAL CEMETERY

Landscape Architect:

Pashek+MTR, Ltd.

619 E. Ohio St.

Pittsburgh, PA 15212

PH:412-321-6362

POC: Kara Roggenkamp

PROFESSIONAL CERTIFICATION:

I HEREBY CERTIFY THAT THESE DOCUMENTS

WERE PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MARYLAND.

LICENSE NO: 40953 EXP. DATE: 07-21-2019

S-100

NAMARL

FOUNDATION PLAN AND ROOF

COLUMN LAYOUT PLAN VIEWS

FOUNDATION SCHEDULE

TYPE LENGTH WIDTH THICKNESS

TRANVERSE

BARS

LONGITUDINAL

BARS

F-1 3' - 0" 3' - 0" 1' - 0" (4)-#6 BARS T&B (4)-#6 BARS T&B

F-2 4' - 0" 4' - 0" 1' - 0" (5)-#6 BARS T&B (5)-#6 BARS T&B

F-3 4' - 6" 4' - 6" 1' - 0" (6)-#6 BARS T&B (6)-#6 BARS T&B

W-1 7' - 10" 2' - 6" 1' - 0" #4@12" T&B (4)-#4 BARS T&B

W-2 7' - 0" 3' - 0" 1' - 0" #6@12" T&B (4)-#6 BARS T&B

COLUMN SCHEDULE

TYPE

SIZE

LONG.

REINF. TIES

1 1'-0" x 1'-0" (4)-#6 BARS (3)-#4 TIES WITHIN TOP 6", THEN SPACED AT 12"

2 SEE DETAIL 7/S-101 (4)-#6 BARS (3)-#4 TIES WITHIN TOP 6", THEN SPACED AT 12"

3 SEE DETAIL 8/S-101 (4)-#6 BARS (3)-#4 TIES WITHIN TOP 6", THEN SPACED AT 12"

3/8" = 1'-0"

FOUNDATION PLAN

3/8" = 1'-0"

SLAB AND COLUMN LAYOUT PLAN

S-101

S-101

S L O

P E

S L O

P E

SLOPESLOPE

PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR ROOF SLOPE.

2. PLYWOOD PIECES SHALL BE CONNECTED TO EACH OTHER BY A SIMPSON STRONG TIE PSCL 3/4 HDG WITH 2 CLIPS PER SPAN.

/8

16' - 0 5/8" 16' - 0 5/8"

7' - 7 1/2" 7' - 7 1/2"

15' - 3"

32' - 1 1/8"

6X12 PERIMETER

WOOD BEAM, TYP

OUTRIGGER BEAM TO BE

DESIGNED BY OTHERS

RIDGE BEAM TO BE

DESIGNED BY OTHERS

FOR THE 4 END

TRUSSES (2 ON EACH

END OF THE BUILDING),

THE BEARING PLATES

SHALL BE ON THE INSIDE

OF THE CONFIGURATION

(TYP., 4 PLACES)

6X12 PERIMETER

WOOD BEAM, TYP

W O

O D

T R

U S

S S

P A

C E

D

M

A X

D

E S

IG

N

E D

B Y

O T

H E

R S

TOP OF SLAB

100' - 0"

TRUSS BEARING

109' - 0"

PEAK OF TRUSS

AT PLAN NORTH

117' - 0 1/2"

PEAK OF TRUSS

AT PLAN SOUTH

125' - 7"

ABCD

SLOPE, SEE

ARCH. DRAWINGS

ROOFING, SEE

ARCHITECTURAL

DRAWINGS

PERIMETER

WOOD BEAM,

SEE PLAN

CONCRETE COLUMN BEYOND

CONCRETE

COLUMN, SEE

SCHEDULE

CRUSHED STONE, SEE LANDSCAPE

ARCHITECTURAL DRAWINGS FOR DETAILS

SLAB, SEE

LANDSCAPE

ARCHITECTURAL

DRAWINGS FOR

DETAILS

TRUSS CONFIGURATION, TO BE

DESIGNED BY OTHERS

S-102

OUTRIGGER BEAMS TO

BE DESIGNED BY OTHERS

S-102

S-102

RIDGE BEAM TO BE

DESIGNED BY OTHERS

STONE VENEER, SEE

ARCHITECTURAL DRAWINGS

FOR DETAILS

CONCRETE WALL

CONCRETE PAVEMENT, SEE

LANDSCAPE ARCHITECTURAL

DRAWINGS FOR DETAILS

S-103

P L A

N

S E

E F

O U

N D

A T

IO

N

NOTE:

1. TOP OF SLAB = 100'-0" (CONTROL/DATUM OF 100'-00" IS EQUAL TO 356'-6" PER USGS AS SHOWN ON CIVIL AND LANDSCAPING PLANS.

SLAB, SEE LANDSCAPE

ARCHITECTURAL DRAWINGS

FOR DETAILS

TRUSS CONFIGURATION, TO

BE DESIGNED BY OTHERS

CEILING, SEE

ARCHITECTURAL DRAWINGS

SLOPE, SEE

ARCH. DRAWING

PERIMETER WOOD BEAM, SEE PLAN

ROOFING, SEE

ARCHITECTURAL

DRAWINGS

P L A

N

S E

E F

O U

N D

A T

IO

N

CONCRETE COLUMN, SEE

ROOF FRAMING PLAN

STONE VENEER, SEE ARCHITECTURAL

DRAWINGS FOR DETAILS

CONCRETE PAVEMENT, SEE LANDSCAPE

ARCHITECTURAL DRAWINGS FOR DETAILS

CRUSHED STONE, SEE LANDSCAPE

ARCHITECTURAL DRAWINGS FOR DETAILS

TOP OF SLAB

100' - 0"

TRUSS BEARING

109' - 0"

S-102

S-102

O F

C O

L L

A R

T

IE

T

O U

N D

E R

S

ID

E

RIDGE BEAM, TO BE

DESIGNED BY OTHERS

Location: Baltimore National Cemetery

5501 Frederick Ave., Catonsville, Baltimore County, MD 21228

Issue Date

S T

A M

P

Project Number

Building Number

Drawing Number

Project Title

Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT OF RECORDCONSULTANTS

Project Director

Revisions: Date:

Office of Construction and Facilities Management

VA FORM 08 - 6231

F ile

P a th

/1

/2

:3

:0

P

M

100% CONSTRUCTION DOCUMENTS

March 25, 2019

NOT SUPPRESSED

C

ARCHITURA CORPORATION

9880 Westpoint Drive, Suite #400

Indianapolis, IN 46256-3384

PH: (317) 348-1000

POC: Michael Conly, AIA, NCARB, President

802-MM18-05

Committal Shelter

03.25.2019 o n e e ig h th in c h o n e fo o t

F o n e q u a rt e r in c h o n e fo o t

Design Services for Committal Service Shelter ImprovementsCivil/ Structural/ Electrical Engineer:

KCI Technologies, Inc.

1352 Marrows Road, Suite 100

Newark, Delaware 19711

PH: 302.731.9176

POC: Tom deLorimier th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

D

E

F

E

D

C

B

B

A

A

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

8 9

C

D

E

F

B

A

BALTIMORE NATIONAL CEMETERY

Landscape Architect:

Pashek+MTR, Ltd.

619 E. Ohio St.

Pittsburgh, PA 15212

PH:412-321-6362

POC: Kara Roggenkamp

PROFESSIONAL CERTIFICATION:

I HEREBY CERTIFY THAT THESE DOCUMENTS

WERE PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MARYLAND.

LICENSE NO: 40953 EXP. DATE: 07-21-2019

S-101

NAMARL

ROOF FRAMING PLAN VIEW AND

SECTION VIEWS

3/8" = 1'-0"

ROOF FRAMING PLAN

1/4" = 1'-0"

EAST SECTION VIEW

1/4" = 1'-0"

SOUTH SECTION VIEW

MINIMUM FASTENER SCHEDULE

APPLICATION NAIL

EDGE

SPA.

TYP. SPA.

3/4" THICK PLYWOOD 8d COMMON 6" 12"

TOP OF SLAB

100' - 0"

T.O.F.

97' - 6"

#4@12" O.C. BOTH

SIDES, BOTH WAYS

T A

L L

W A

L L

CONCRETE ORNAMENT WALL

F O

O T

IN

G

S C

H E

D U

L E

R E

F E

R T

O

C L R

C

L R

E M

B

H O

O K

SCHEDULE

REFER TO FOOTING

8" HOOK

1/2" ISOLATION JOINT

TYP.

2" CLR.,

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR CAP ANCHORAGE LOCATIONS.

2. SEE ARCHITECTURAL DRAWINGS FOR LIMESTONE CAP DIMENSIONS.

3. FORM DIMENSIONS UNDER LIMESTONE CAP ARE TYP. ON ALL SIDES.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMESTONE CAP ATTACHMENT REBAR SPACING.

5. INSTALL REBAR INTO LIMESTONE CAP, THEN POST-INSTALL REBAR INTO CONCRETE.

LIMESTONE CAP

TOP OF SLAB

100' - 0"

S-102

REFER TO FOOTING SCHEDULE

C L R

C

L R

TYP.

2" CLR.,

1/2" ISOLATION JOINT

TIES, SEE COLUMN SCHEDULE

S C

H E

D U

L E

R E

F E

R T

O F

O O

T

IN

G

E M

B

H O

O K

11" HOOK

P L A

N

S E

E F

O U

N D

A T

IO

N

REFER TO COLUMN SCHEDULE

FOR REINFORCEMENT CALLOUTS

TYP.

2" CLR.,

COLUMN SCHEDULE

REFER TO

C O

L U

M N

S C

H E

D U

L E

R E

F E

R T

O

TIES SHALL ABIDE BY ACI

318-14 CHAPTER 25.7.2

REFER TO ARCH FOR AIR

GAP AND STONE FACADE

TOP OF SLAB

100' - 0"

B

IE

R H

E

IG

H T

E M

B

H O

O K

6" HOOK

#6@12" MAX

SPACING, BOTH

SIDES, BOTH WAYS

LIMESTONE CAP

REFER TO FOOTING SCHEDULE

S C

H E

D U

L E

R E

F E

R T

O F

O O

T

IN

G

1/2" ISOLATION

JOINT

TYP.

2" CLR.,

C L R

C

L R

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR CAP ANCHORAGE LOCATIONS.

2. SEE ARCHITECTURAL DRAWINGS FOR LIMESTONE CAP DIMENSIONS.

3. FORM DIMENSIONS UNDER LIMESTONE CAP ARE TYP. ON ALL SIDES.

4. SEE ARCHITECTURAL DRAWINGS FOR LIMESTONE CAP ATTACHMENT REBAR SPACING.

5. INSTALL REBAR INTO LIMESTONE CAP, THEN POST-INSTALL REBAR INTO CONCRETE.

T.O.F. 2 95' - 6"

TRUSS BEARING

109' - 0"

6X12 PERIMETER WOOD BEAM

4X10 WOOD

BEARING PLATE

WOOD TRUSS, BY OTHERS

1" THICK PLYWOOD SHEATHING,

SEE FASTENER SCHEDULE FOR

CONNECTION TO WOOD TRUSS

COLUMN, SEE SCHEDULE

FOR SIZE AND DETAIL FOR

REINFORCEMENT

SIMPSON STRONG TIE EPB66

HDG ELEVATED POST BASE

(3

T

IE

S

W

IT

H

IN

/2

NOTES:

1. TRUSS MANUFACTURER SHALL PROVIDE A CALCULATION SHOWING THAT THE 1/4" FILLET WELD IS ACCEPTABLE.

2. TRUSS MANUFACTURER SHALL DESIGN TRUSS TO BEARING PLATE CONNECTION.

CC04 HDG COLUMN CAP,

CCOB CONFIGURATION

1/4"

1/4"

TYP

TO CL OF COLUMN CAP

3 1/2" CL OF PERIMETER BEAM

CONNECTION DESIGN BY

TRUSS MANUFACTURER

1/4"

1/4"

TYP

CC06 HDG COLUMN CAP,

CCOB CONFIGURATION

RLL = 25 PLF

SL = 20 PLF

W L

+3

P

LF

/-3

PLF

WL = +10 PSF/-10 PSF

W L = +30 P

LF/-25 PLF

WL = +10 PSF/-5 PSF

NOTES:

1. POSITIVE LOADS ARE TOWARDS THE TRUSS.

2. ALL LOADS ARE UNFACTORED.

3. AREA LOADS ARE TO BE APPLIED TO END TRUSSES ONLY.

4. LOADS ARE CALCULATED FOR 2' SPACING.

D L

P

LF

D L = 30 P

LF

RLL = 25 PLF

SL = 20 PLF

W L

+3

P

LF

/-1

PLF

W

L = +30 P

LF/-10 PLFD

L

P

LF

D L = 30 P

LF

MAX LOADS MIN LOADS

A

' - 4

/8

1' - 5 1/4"

/8

1' - 1 3/8"

MIN

2" CLR.,

TIES SHALL ABIDE

BY ACI 318-14

CHAPTER 25.7.2

REFER TO ARCH

FOR AIR GAP AND

STONE FACADE

REFER TO COLUMN

SCHEDULE FOR

REINFORCEMENT

CALLOUTS

4.

.0

7°

IN RELATION TO GRIDLINE14.93° COLUMN SKEW

D

' - 1

/8

' - 4

/8

1' - 0"

REFER TO COLUMN

SCHEDULE FOR

REINFORCEMENT

CALLOUTS

TIES SHALL ABIDE BY ACI

318-14 CHAPTER 25.7.2

REFER TO ARCH FOR AIR

GAP AND STONE FACADE

MIN

2" CLR.,

1' - 0 3/8"75 .0

7°

104.93°

IN RELATION TO GRIDLINE14.93° COLUMN SKEW

T Y

P

/2

3/4" TYP.

P R

O J

E M

B

POST INSTALL

#6 REBAR

NON-SHRINK

STRUCTURAL GROUT

T Y

P

/2

3/4" TYP

P R

O J

E M

B

POST-INSTALL

#6 REBAR

NON-SHRINK

STRUCTURAL

GROUT

Location: Baltimore National Cemetery

5501 Frederick Ave., Catonsville, Baltimore County, MD 21228

Issue Date

S T

A M

P

Project Number

Building Number

Drawing Number

Project Title

Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT OF RECORDCONSULTANTS

Project Director

Revisions: Date:

Office of Construction and Facilities Management

VA FORM 08 - 6231

F ile

P a th

/1

/2

:3

:0

P

M

100% CONSTRUCTION DOCUMENTS

March 25, 2019

NOT SUPPRESSED

C

ARCHITURA CORPORATION

9880 Westpoint Drive, Suite #400

Indianapolis, IN 46256-3384

PH: (317) 348-1000

POC: Michael Conly, AIA, NCARB, President

802-MM18-05

Committal Shelter

03.25.2019 o n e e ig h th in c h o n e fo o t

F o n e q u a rt e r in c h o n e fo o t

Design Services for Committal Service Shelter ImprovementsCivil/ Structural/ Electrical Engineer:

KCI Technologies, Inc.

1352 Marrows Road, Suite 100

Newark, Delaware 19711

PH: 302.731.9176

POC: Tom deLorimier th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

D

E

F

E

D

C

B

B

A

A

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

8 9

C

D

E

F

B

A

BALTIMORE NATIONAL CEMETERY

Landscape Architect:

Pashek+MTR, Ltd.

619 E. Ohio St.

Pittsburgh, PA 15212

PH:412-321-6362

POC: Kara Roggenkamp

PROFESSIONAL CERTIFICATION:

I HEREBY CERTIFY THAT THESE DOCUMENTS

WERE PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MARYLAND.

LICENSE NO: 40953 EXP. DATE: 07-21-2019

S-102

NAMARL

STRUCTURAL DETAILS

3/4" = 1'-0"

WALL SECTION

3/4" = 1'-0"

COLUMN FOUNDATION SECTION

3/4" = 1'-0"

COLUMN SECTION

3/4" = 1'-0"

BIER SECTION

1 1/2" = 1'-0"

TRUSS TO WOOD BEAM CONNECTION

DETAIL

NTS

TRUSS LOADING DIAGRAMS

1 1/2" = 1'-0"

COLUMN #3 DETAIL

1 1/2" = 1'-0"

COLUMN #2 DETAIL

TRUSS BEARING

109' - 0"

A

TRUSSTRUSS

SIMPSON STRONG TIE

EPB66 HDG ELEVATED

POST BASE

1/4"

1/4"

TYP

(2) CC06 HDG COLUMN CAP,

CCOB CONFIGURATION

6X12 PERIMETER WOOD BEAM

6X12 PERIMETER WOOD BEAM

NOTES:

1. TRUSS-TO-BEARING PLATE AND BEARING PLATE-TO-PERIMETER BEAM

CONNECTIONS NOT SHOWN FOR CLARITY.

Location: Baltimore National Cemetery

5501 Frederick Ave., Catonsville, Baltimore County, MD 21228

Issue Date

S T

A M

P

Project Number

Building Number

Drawing Number

Project Title

Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

Phase

ARCHITECT OF RECORDCONSULTANTS

Project Director

Revisions: Date:

Office of Construction and Facilities Management

VA FORM 08 - 6231

F ile

P a th

/1

/2

:3

:0

P

M

100% CONSTRUCTION DOCUMENTS

March 25, 2019

NOT SUPPRESSED

C

ARCHITURA CORPORATION

9880 Westpoint Drive, Suite #400

Indianapolis, IN 46256-3384

PH: (317) 348-1000

POC: Michael Conly, AIA, NCARB, President

802-MM18-05

Committal Shelter

03.25.2019 o n e e ig h th in c h o n e fo o t

F o n e q u a rt e r in c h o n e fo o t

Design Services for Committal Service Shelter ImprovementsCivil/ Structural/ Electrical Engineer:

KCI Technologies, Inc.

1352 Marrows Road, Suite 100

Newark, Delaware 19711

PH: 302.731.9176

POC: Tom deLorimier th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

D

E

F

E

D

C

B

B

A

A

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

8 9

C

D

E

F

B

A

BALTIMORE NATIONAL CEMETERY

Landscape Architect:

Pashek+MTR, Ltd.

619 E. Ohio St.

Pittsburgh, PA 15212

PH:412-321-6362

POC: Kara Roggenkamp

PROFESSIONAL CERTIFICATION:

I HEREBY CERTIFY THAT THESE DOCUMENTS

WERE PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF MARYLAND.

LICENSE NO: 40953 EXP. DATE: 07-21-2019

S-103

NAMARL

STRUCTURAL DETAILS

1 1/2" = 1'-0"

PERIMETER BEAM TO PERIMETER

BEAM CONNECTION AT COLUMN LINE A