Roof Framing Plan

DESCRIPTIONREVISION DATE

CERTIFICATION

REVISION NOTES

SKARDA & ASSOCIATES, INC.

2439 NORTH CHARLES ST.

BALTIMORE, MD 21218

410-366-9389

I 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 # 200363 Expires: 19 March 2023.

FIREARM TRAINING

FACILITY

SYKESVILLE, MARYLAND

USING AGENCY APPROVAL

NAME DATE

TITLE

DGS APPROVAL

PROJECT MANAGER DATE

CHIEF OF PM&D DATE

SHEET 1 OF 2

S101

DATE:

PROJECT NO.:

ROOF FRAMING PLAN

CHECKED BY:

DRAWN BY:

CAD DWG FILE:

01.27.2023 S&A 22739

SMB

SPW

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EXISTING 12" CMU WALL

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EXISTING 12" CMU WALL

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EXISTING 12" CMU WALL

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EXISTING 12" CMU WALL

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EXISTING 12" CMU WALL

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EXISTING 12" CMU WALL

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APPROXIMATE LOCATION TO REPAIR DETERIORATED FACE OF CMU PER SPECS (TYP)

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APPROXIMATE LOCATION TO REPAIR DETERIORATED FACE OF CMU PER SPECS (TYP)

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REPAIR JOIST END CONNECTION PER DETAIL "A/S201" (TYP)

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REPAIR JOIST END CONNECTION PER DETAIL "A/S201" (TYP)

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REPAIR JOIST END CONNECTION PER DETAIL "A/S201" (TYP)

AutoCAD SHX Text COVER GAP WITH 3/16"x1'-0" WIDE CONTINUOUS STEEL PLATE PER DETAIL "B/S201" (TYP)

AutoCAD SHX Text COVER GAP WITH 3/16"x1'-0" WIDE CONTINUOUS STEEL PLATE PER DETAIL "B/S201" (TYP)

AutoCAD SHX Text COVER GAP WITH L4x4x3/16 CONTINUOUS STEEL ANGLE PER DETAIL "C/S201" (TYP)

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Andalora Text Box

NOT FOR CONSTRUCTION - FOR REFERENCE ONLY

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DGS# TA-000-232-002

General Notes

1.0 GENERAL

A. THE STANDARD GENERAL CONDITIONS FOR THE CONSTRUCTION CONTRACT

N.S.P.E. DOCUMENT 1910-8 SHALL GOVERN THIS WORK AS IF ENTIRELY

INCLUDED ON THESE DRAWINGS.

B. DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE

OBTAINED FROM THE ARCHITECTURAL DRAWINGS AVAILABLE PRIOR TO RELEASE

OF CONTRACT DOCUMENTS. ARCHITECTURAL DIMENSIONS WILL GOVERN OVER

STRUCTURAL DIMENSIONS. LAYOUT OF BUILDING FOUNDATIONS OR OTHER

ITEMS SHALL BE BASED ON THE ARCHITECTURAL, CIVIL, AND STRUCTURAL

DRAWINGS. ERRORS AND INCONSISTENCIES IN DIMENSIONS SHALL BE

FORWARDED TO THE ARCHITECT FOR RESOLUTION.

C. THE BASIC STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE DIAPHRAGM

ACTION OF FLOORS, WALLS, AND ROOF ACTING TOGETHER. PROVIDE GUYS,

BRACES, STRUTS, ETC., TO ACCOMMODATE LIVE, DEAD, AND WIND LOADS

UNTIL FINAL CONNECTIONS BETWEEN THESE ELEMENTS ARE MADE.

1.1 DESIGN LOADS

A. THE STRUCTURE WAS DESIGNED FOR THE LIVE LOADS SHOWN BELOW AND DEAD

LOADS AS REQUIRED BY CONSTRUCTION IN ACCORDANCE WITH IBC 2018.

LOADS DUE TO SNOW LOAD BUILD-UP WERE CONSIDERED IN DESIGN OF

STRUCTURAL COMPONENTS ADJACENT TO PARAPETS, HIGH BUILDING WALLS,

ETC. INCREASE IN THESE LOADINGS, DUE TO CHANGE IN FUNCTION,

CONSTRUCTION MATERIALS, ETC., TO HAVE WRITTEN APPROVAL FROM THE

DESIGNING STRUCTURAL ENGINEER.

B. THE BASIC STABILITY OF THE STRUCTURE IS DEPENDENT UPON THE DIAPHRAGM

ACTION OF FLOORS, WALLS, AND ROOF ACTING TOGETHER. PROVIDE GUYS,

BRACES, STRUTS, ETC., TO ACCOMMODATE LIVE, DEAD, AND WIND LOADS

UNTIL FINAL CONNECTIONS BETWEEN THESE ELEMENTS ARE MADE.

C. MECHANICAL UNITS WITH WEIGHTS SHOWN IN PLAN AND SUPPORTED BY THE

STRUCTURE WERE CONSIDERED IN THE DESIGN OF THE STRUCTURE.

ADDITIONAL MECHANICAL EQUIPMENT NOT SHOWN ON STRUCTURAL DRAWINGS

ADD HAVING A WEIGHT IN EXCESS OF 400 POUNDS SHALL BE BROUGHT TO THE

ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INSTALLATION.

D. LIVE LOADS SHOWN BELOW ARE IN POUNDS PER SQUARE FOOT (PSF).

ROOF LIVE LOAD: 30

ROOF SNOW LOADS:

DESIGN UNIFORM ROOF SNOW LOAD = 28.0 PSF

FLAT ROOF SNOW LOAD PF = 28.0 PSF

BALANCED SNOW LOAD PS = 28.0 PSF

GROUND SNOW LOAD PG = 40.0 PSF

IMPORTANCE FACTOR I = 1.00

SNOW EXPOSURE FACTOR CE = 1.00

THERMAL FACTOR CT = 1.00

SLOPED-ROOF FACTOR CS = 1.00

EARTHQUAKE DESIGN DATA:

RISK CATEGORY = II

IMPORTANCE FACTOR I = 1.00

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SS = 13.90 S1 = 4.30

SITE CLASS = D

SPECTRAL RESPONSE COEF.

SDS = 0.148 SD1 = 0.069

SEISMIC DESIGN CATEGORY = B

BASIC STRUCTURAL SYSTEM = BEARING WALL SYSTEMS

SEISMIC RESISTING SYSTEM = ORDINREINFORCED MASONRY SHEAR WALLS

DESIGN BASE SHEAR V = 0.074W

SEISMIC RESPONSE COEF. CS = 0.074

RESPONSE MODIFICATION FACTOR R = 2

ANALYSIS PROCEDURE = EQUIVALENT LATERAL-FORCE ANALYSIS

WIND DESIGN DATA:

ULTIMATE DESIGN WIND SPEED 110 MPH

NOMINAL DESIGN WIND SPEED 85.21 MPH

RISK CATEGORY II

MEAN ROOF HT (H) 20.0 FT

EXPOSURE CATEGORY C

ENCLOSURE CLASSIF. OPEN BUILDING

INTERNAL PRESSURE COEF. 0.00

DIRECTIONALITY (KD) 0.85

1.2 SHORING

A. PROVIDE SHORING TO MAINTAIN STABILITY OF THE STRUCTURE, ADJACENT

UTILITIES, CONSTRUCTION, AND EMBANKMENTS DURING THE CONSTRUCTION

PERIOD. STRENGTH AND PLACEMENT OF SHORING IS TOTALLY THE

RESPONSIBILITY OF THE CONTRACTOR.

B. REMOVE FINISHES, SUCH AS PLASTER, STUCCO, ETC., SO THAT SHORING WILL

BE IN DIRECT CONTACT WITH STRUCTURAL MEMBERS.

C. WHERE SPACES BETWEEN SHORING AND EXISTING MEMBERS EXIST, DRIVE

HARDWOOD WEDGES SNUG AND TOE NAIL TO SHORING.

1.3 EXISTING CONDITIONS

A. EXPOSE EXISTING FRAMING AND NOTIFY ARCHITECT PRIOR TO INSTALLATION

OF NEW FRAMING.

B. CONTRACTOR MUST FIELD CHECK AND VERIFY DIMENSIONS AND ELEVATIONS OF

EXISTING WORK PRIOR TO FABRICATION OF NEW MATERIALS.

C. USE NON-DESTRUCTIVE TESTING METHODS TO DETERMINE LOCATION OF REIN-

FORCING. DO NOT CUT EXISTING REINFORCING. ADJUST LOCATIONS OF NEW

HOLES TO MISS REINFORCING.

D. RELOCATE EXISTING HVAC, ELECTRIC, AND PLUMBING (MEP) TO ALLOW

INSTALLATION OF NEW FRAMING.

1.5 SUBMITTALS

A. BEFORE SUBMISSION OF SHOP DRAWINGS, CONTRACTOR SHALL HAVE DETERMINED

AND VERIFIED QUANTITIES, DIMENSIONS, SPECIFIED PERFORMANCE CRITERIA,

INSTALLATION REQUIREMENTS, MATERIALS, CATALOG NUMBERS, AND SIMILAR

DATA WITH RESPECT THERETO AND REVIEWED OR COORDINATED EACH SHOP

DRAWING WITH OTHER SHOP DRAWINGS AND SAMPLES AND WITH THE

REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS.

B. AFTER CHECKING AND VERIFYING COMPLIANCE WITH CONTRACT DOCUMENTS AND

ACTUAL FIELD CONDITIONS, CONTRACTOR SHALL SUBMIT, FOR REVIEW, SHOP

DRAWINGS REFERENCED IN THE INDIVIDUAL MATERIALS SECTIONS.

CONTRACTOR SHALL STAMP OR PROVIDE A SIMILAR WRITTEN INDICATION THAT

CONTRACTOR HAS REVIEWED THE SUBMISSION AND IS SATISFIED THAT

MATERIALS SHOWN ARE IN COMPLIANCE WITH THE CONTRACT DOCUMENTS.

C. A REVIEW PERIOD OF 5 WORKING DAYS WILL BE REQUIRED FOR SHOP DRAWING

REVIEW, OF EACH UNIT TYPE. SHOP DRAWING SUBMISSION OF MULTIPLE

COMPONENT TYPES WILL REQUIRE ADDITIONAL REVIEW TIME. SHOP DRAWINGS

WILL BE FORWARDED TO THE ARCHITECT OR CLIENT FOR THEIR REVIEW BEFORE

RETURNING TO THE CONTRACTOR.

2.1 DEMOLITION

A. DEMOLITION INCLUDES CONTROLLED DESTRUCTION OF STRUCTURES AND THE

REMOVAL AND DISPOSAL OF DEMOLISHED MATERIALS AS SHOWN ON THE

DRAWINGS AND INCLUDED IN THESE NOTES.

B. PERFORM DEMOLITION IN SECTIONS SMALL ENOUGH TO PREVENT DAMAGE OF

MATERIALS AND FACILITIES AND FOR EMBANKMENTS TO REMAIN IN PLACE.

C. PROVIDE ADEQUATE SHORING, BRACING, AND PROTECTION TO PREVENT

MOVEMENT, SETTLEMENT, COLLAPSE, OR DAMAGE TO EXISTING MATERIALS AND

FACILITIES AND FOR EMBANKMENTS TO REMAIN. SUBMIT COMPLETE DETAILS

OF SHORING PROCEDURES SIGNED BY A PROFESSIONAL ENGINEER (REGISTERED

IN THE JURISDICTION WHERE THE PROJECT IS LOCATED) PRIOR TO BEGINNING

WORK.

D. PROMPTLY REPAIR DAMAGES CAUSED BY THE DEMOLITION TO ADJACENT

FACILITIES, MATERIALS, OR EMBANKMENTS AT NO COST TO THE OWNER.

E. PROMPTLY REMOVE FROM SITE AND PROPERLY DISPOSE OF DEBRIS, RUBBISH,

AND OTHER MATERIALS RESULTING FROM THE DEMOLITION.

5.1 STRUCTURAL STEEL

A. UNLESS GOVERNED BY BUILDING CODE OR LOCAL AMENDMENTS: FABRICATE AND

ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC MANUAL OF STEEL

CONSTRUCTION, FOURTEENTH EDITION, AND OSHA STEEL ERECTION STANDARDS

UNLESS NOTED ON DRAWINGS OR SPECIFICATIONS. WHEN THERE IS A

CONFLICT, THE MOST STRINGENT IS TO APPLY.

B. SUBMIT COMPLETE SHOP AND ERECTION DRAWINGS FOR REVIEW PRIOR TO

FABRICATION. REPRINTS OF CONTRACT DOCUMENTS ARE NOT ACCEPTABLE.

C. STEEL - ASTM A-36 FOR ANGLES, CHANNELS, AND MISCELLANEOUS SHAPES.

- ASTM A-992 (50 KSI) FOR WF SHAPES.

STEEL TO BE OF AMERICAN ORIGIN ONLY.

D. HOOKED, HEADED, OR THREADED ANCHOR RODS - ASTM A-307, GRADE A.

E. NUTS: A-563, HEAVY, WASHERS: F-436-1 IN ACCORDANCE WITH ASTM F-3125.

F. PLATE WASHERS - ASTM A-36.

G. STAINLESS STEEL: PLATES - ASTM A276, TYPE 304 OR 316, BOLTS - F593

(30 KSI), NUTS - F594

H. GROUT FOR UNDER BASE AND BEARING PLATES: ASTM C-1107, 5,000 PSI.

I. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH THE AMERICAN WELDING

SOCIETY (AWS).

J. COAT STEEL EXPOSED AFTER BUILDING IS COMPLETED WITH ONE SHOP COAT OF

AN APPROVED RUST INHIBITIVE PRIMER. PAINT STEEL EXPOSED TO WEATHER

AFTER BUILDING IS COMPLETED WITH TWO ADDITIONAL COATS OF RUST

INHIBITIVE PAINT AFTER ERECTION. PAINT SHALL BE COMPATIBLE WITH

SHOP COAT.

K. ENGAGE THE SERVICES OF A QUALIFIED INSPECTION AND TESTING AGENCY TO

INSPECT STRUCTURAL STEEL PLACEMENT AND CONNECTIONS.

L. ANCHORS AND FASTENERS SHALL HAVE CAPACITIES SHOWN ON DRAWINGS.

M. SUBMIT CAPACITIES OF ALL ANCHORS AND POWER ACTUATED FASTENERS FOR

REVIEW PRIOR TO USE.

DESCRIPTIONREVISION DATE

CERTIFICATION

REVISION NOTES

SKARDA & ASSOCIATES, INC.

2439 NORTH CHARLES ST.

BALTIMORE, MD 21218

410-366-9389

I 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 # 200363 Expires: 19 March 2023.

FIREARM TRAINING

FACILITY

SYKESVILLE, MARYLAND

USING AGENCY APPROVAL

NAME DATE

TITLE

DGS APPROVAL

PROJECT MANAGER DATE

CHIEF OF PM&D DATE

SHEET 2 OF 2

S201

DATE:

PROJECT NO.:

GENERAL NOTES

& DETAILS

CHECKED BY:

DRAWN BY:

CAD DWG FILE:

01.27.2023 S&A 22739

SMB

SPW

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