Attachment 11 - Structural.pdf

STRUCTURAL NOTES

GENERAL NOTES:

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS

NOT SHOWN ON STRUCTURAL DRAWINGS.

ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK. DO NOT SCALE DRAWINGS.

THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY

BRACING, GUYS OR TIEDOWNS.

ELECTRONIC VERSIONS OF THE STRUCTURAL DRAWINGS ARE THE SOLE, COPYRIGHTED PROPERTY OF SNELL ENGINEERING AND ARE NOT TO BE USED OR TRANSFERRED WITHOUT THE EXPRESS, WRITTEN PERMISSION OF SNELL ENGINEERING.

DESIGN LOADS:

THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE MASSACHUSETTS BUILDING CODE

9TH EDITION (IBC 2015) THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:

ROOF:

LIVE LOAD 20 PSF.

LIVE LOAD (CONCENTRATED) - 300 LBS.

DEAD LOAD 25 PSF.

DEAD LOAD (AVAILABLE TO RESIST UPLIFT) - 5 PSF.

ROOF SNOW LOAD:

GROUND SNOW LOAD Pg - 30 PSF.

FLAT ROOF SNOW LOAD Pf - 25 PSF.

SNOW EXPOSURE Ce - 1.0 IMPORTANCE FACTOR Is - 1.1 THERMAL FACTOR Ct - 1.0

SNOW DRIFT SURCHARGE - SEE DRIFT LOADING PLAN

WIND:

ASCE 7-16

ULTIMATE WIND SPEED - 140 MPH

ALLOWABLE WIND SPEED - 109 MPH

EXPOSURE C

ENCLOSED STRUCTURE

INTERNAL PRESSURE COEFFICIENT - +/- 0.18

RISK FACTOR III

SEE WIND SCHEDULE FOR PRESSURES

SEISMIC:

RISK CATEGORY - III

SEISMIC IMPORTANCE FACTOR Ie - 1.0

SITE CLASS D

SEISMIC DESIGN CATEGORY B

Ss - 0.175 g S1 - 0.051 g Sds - 0.187 g Sd1 - 0.081 g

SEISMIC LATERAL FORCE RESISTING SYSTEMS:

R = 3 Cd = 3

SEISMIC RESPONSE COEFFICIENT CS - 0.062

DESIGN BASE SHEAR - 29.5 KIPS

ANALYSIS PROCEDURE USED - EQUIVALENT LATERAL FORCE PROCEDURE

IT IS THE GENERAL CONTRACTOR’S RESPONSIBILITY TO CONFIRM ALL FINAL WEIGHTS OF EQUIPMENT (MECHANICAL, CHILLED WATER, KITCHEN, SPA/POOL, ETC.), CLADDING, FINISHES, ETC. PRIOR TO ERECTING STRUCTURE SUPPORTING THESE ITEMS. ALL

WEIGHTS ACCOUNTED FOR IN THE STRUCTURAL DESIGN ARE LISTED ABOVE OR ON THE PLANS.

SHOP DRAWING REVIEW:

SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO

QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.

ANY COMPONENT NOTED AS "DELEGATED" SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF MASSACHUSETTS AND NOT BY THE SER. SIGNED AND SEALED DRAWINGS SHALL BE PROVIDED TO THE ARCHITECT AND SER FOR

REVIEW AS A SHOP DRAWING; CALCULATIONS WILL BE PROVIDED IF REQUESTED.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW NOTATION WILL BE RETURNED UNCHECKED. IT IS THE CONTRACTOR’S RESPONSIBILITY TO SUBMIT

THE SHOP DRAWINGS ALLOWING FOR AN ADEQUATE REVIEW PERIOD.

IN ALL INSTANCES THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN A REQUEST FOR INFORMATION (RFI) OR SIMILAR DOCUMENTATION BY THE ENGINEER. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT, APPLICABLE CODES AND DESIGN CRITERIA, AND DETAILING OF ALL COMPONENTS NECESSARY TO ENSURE

PROPER INSTALLATION OF THE COMPONENTS AND SYSTEM.

SHOP DRAWINGS SHOULD BE SUBMITTED FOR ALL COMPONENTS OF THE STRUCTURAL FRAMING SYSTEM, AS REQUIRED BY THE

ARCHITECT, AND AS NOTED ELSEWHERE IN THESE NOTES, INCLUDING, BUT NOT LIMITED TO:

CONCRETE MIX DESIGNS

CONCRETE REINFORCEMENT

MASONRY BLOCK

MASONRY BLOCK ACCESSORIES

MASONRY REINFORCING

STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS)

PRE-ENGINEERED METAL TRUSSES

PRE-ENGINEERED LIGHT GAUGE METAL FRAMING

METAL ROOF DECK

ANY PROPOSED MANUFACTURER CHANGE FROM THE BASIS OF DESIGN

IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE ALL TRADES AND CONSULTANTS, CROSS REFERENCE THEIR DRAWINGS WITH THE OVERALL DESIGN, AND PROVIDE TO EACH A COMPLETE SET OF DRAWINGS AND SUBMITTALS TO ENSURE

COMPATIBILITY OF CONSTRUCTION PER DESIGN INTENT.

FOUNDATIONS:

SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES. SITE

PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH

DATED: JUNE 12, 2020 - REVISED DECEMBER 23, 2020.

PREPARED BY: S.W. COLE ENGINEERING, INC.

TITLED: EXPLORATIONS AND GEOTECHNICAL ENGINEERING SERVICES

CONNERY AVENUE, BOURNE, MASSACHUSETTS

PROJECT: PROJECT NO. 19-1551 S

SHALLOW FOUNDATION DESIGN IS BASED ON A SOIL BEARING PRESSURE OF 4,000 PSF.

SOIL COMPACTION:

FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE AS SPECIFIED ABOVE. SOIL COMPACTION SHALL MEET THE MORE STRINGENT OF THE CRITERIA LISTED BELOW OR AS SPECIFIED IN THE GEOTECHNICAL REPORT. REMOVE TOP SOIL TO A MINIMUM DEPTH OF ONE FOOT OVER THE ENTIRE BUILDING AREA AND FIVE FEET BEYOND BUILDING LINES.

COMPACT SUB GRADE USING A VIBRATORY COMPACTER SUCH AS "VIBRATOW II" OR EQUIVALENT WITH A MINIMUM OF FOUR PASSES. PLACE AND COMPACT FILL MATERIAL TO FINISHED GRADE LEVEL IN LIFTS NOT EXCEEDING 12" THICK. SUB GRADE AND EACH LIFT SHALL BE COMPACTED TO MINIMUM 95% MODIFIED PROCTOR DENSITY DETERMINED IN ACCORDANCE WITH ASTM.

D 1557. VERIFICATION THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY AN INDEPENDENT GEOTECHNICAL CONSULTANT EMPLOYED BY THE OWNER AND APPROVED BY THE ENGINEER. LOCATIONS FAILING TO MEET THE REQUIREMENTS SHALL BE RECOMPACTED AND RETESTED AT THE CONTRACTORS EXPENSE AND AS DIRECTED BY THE

INDEPENDENT GEOTECHNICAL CONSULTANT.

PENETRATIONS:

NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS WITHOUT PREVIOUS APPROVAL OF THE EOR, EXCEPT THOSE PENETRATIONS SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHOULD SUBMIT DRAWINGS SHOWING: ANY LOCATION WHERE OPENINGS, PENETRATIONS, OR ANY PLACE MORE THAN 3 PIPES OR CONDUITS ARE LOCATED IN A SLAB SYSTEM; ANY LOCATION IN A BEAM OR COLUMN WHERE MORE THAN 4% OF THE MEMBER SECTION IS REMOVED IN ANY

ORIENTATION.

PLUMBING SLEEVES:

MINIMUM SLEEVE SPACING SHALL BE THREE DIAMETERS CENTER TO CENTER OF THE LARGER SLEEVE OR 6" CLEAR BETWEEN SLEEVES, WHICHEVER IS GREATER. PRIOR TO CONSTRUCTION SLEEVE LOCATIONS AND SIZES SHALL BE APPROVED BY THE ENGINEER. CONDUITS, PIPES AND SLEEVES SHALL BE PLACED AND SPACED IN ACCORDANCE WITH ACI 318 6.3.

REINFORCING STEEL:

SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. SECURE APPROVAL OF SHOP

DRAWINGS PRIOR TO COMMENCING FABRICATION.

REINFORCING BARS SHOWN IN SECTIONS DEPICT TYPICAL CONFIGURATION AND ARE NOT SPECIFIC TO THE CONCRETE MEMBER CUT ON PLAN; SEE PLAN AND SCHEDULES FOR ALL BAR SIZE AND QUANTITIES. TAKE-OFFS AND QUANTITIES SHALL BE OBTAINED FROM THE SCHEDULES AND PLANS, NOT FROM SECTIONS. WHERE HOOKS, LAP LENGTHS, ETC. ARE SHOWN IN SECTIONS, ALL LENGTHS AND DETAILS SHALL MEET ACI REQUIREMENTS FOR REINFORCING DETAILS. HOOKS SHALL BE ORIENTED AS REQUIRED

TO FIT WITHIN THE CONCRETE MEMBER.

WELDED WIRE FABRIC:

TO CONFORM TO ASTM A 185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.

CONCRETE:

ALL CONCRETE SHALL MEET ACI 318 ‘BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE’ AND ACI 301 ‘SPECIFICATIONS FOR STRUCTURAL CONCRETE’, INCLUDING, BUT NOT LIMITED TO, MIX DESIGN, STRENGTH, COVER, PLACEMENT, CURING, TESTING, FORMS, FLATNESS, ETC. SEE THE ARCHITECTURAL SPECIFICATIONS AND PLANS FOR ANY ADDITIONAL REQUIREMENTS.

ALL CONCRETE SHALL BE AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW

WITH A PLASTIC AND WORKABLE MIX:

3000 PSI FOR FOUNDATIONS AND SLABS ON GRADE.

4000 PSI FOR ALL OTHER STRUCTURAL CONCRETE.

SUBMIT PROPOSED MIX DESIGN FOR EACH PORTION OF WORK PRIOR TO USE. ALL MIX DESIGNS SHALL BE ACCOMPANIED BY A MINIMUM OF 15 FIELD STRENGTH TEST RECORDS, AS NOTED IN ACI 301 4.2.3.2(A); NO OTHER DOCUMENTATION OF AVERAGE COMPRESSIVE STRENGTH WILL BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY THE SER. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR COARSE AGGREGATE. FOR ALL FLATWORK, AT LEAST 75% OF LARGE AGGREGATE SHALL CONSIST OF #57 STONE. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC.

CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED.

ALL CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE

PLACED WITHIN THE STRUCTURE.

CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ALL STANDARDS AND SPECIFICATIONS, INCLUDING ALL ACI

REQUIREMENTS.

THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1 1/2) HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY THAN THAT STATED ABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1-D AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS LEFT THE UNFINISHED CONCRETE.

ALL SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE

UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.

THE GENERAL CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD A MINIMUM OF 48 HOURS PRIOR PLACEMENT OF ANY

STRUCTURAL CONCRETE.

UNLESS NOTED OTHERWISE ON PLANS, THE FOLLOWING CONCRETE CLEAR COVER SHALL BE PROVIDED FOR ALL NON-

PRESTRESSED CONCRETE REINFORCEMENT PER ACI 318:

CONCRETE CAST AGAINST EARTH: ALL BARS - 3"

CONCRETE EXPOSED TO EARTH (FORMED FACE): ALL BARS - 2"

CONCRETE EXPOSED TO WEATHER: #6 BARS AND GREATER - 2"

#5 BARS AND SMALLER - 1 1/2"

WHERE NOT EXPOSED TO EARTH OR WEATHER:

SLABS, WALLS, AND JOISTS: #14 & #18 BARS - 1 1/2"

#11 BARS AND SMALLER - 3/4"

BEAMS AND COLUMNS: ALL BARS - 1 1/2"

CONCRETE TESTING: AN INDEPENDENT TESTING LABORATORY SHALL PERFORM THE FOLLOWING TESTS ON CAST IN PLACE

CONCRETE:

A) ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." MAXIMUM SLUMP SHALL BE 4-6 INCHES, PRIOR TO ADDING A SUPER PLASTICIZER.

B) ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." A SEPARATE TEST SHALL BE CONDUCTED FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED PER DAY.

REQUIRED CYLINDER(S) QUANTITIES AND TEST AGE AS FOLLOWS:

1 AT 7 DAYS

2 AT 28 DAYS

ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE DIRECTION OF THE ENGINEER, IF REQUIRED. IF 28 DAY

STRENGTH IS ACHIEVED, THE ADDITIONAL CYLINDER(S) MAY BE DISCARDED.

POUR STRUCTURAL CONCRETE WITHIN THE FOLLOWING TOLERANCES:

VARIATION FROM PLUMB: 1/4" IN 10'-0"

VARIATION FROM LEVEL IN TOPS OF PILASTERS: 1/8" IN 10'-0"

VARIATION FOOTINGS:

PLAN DIMENSIONS: +2", - 1/2"

THICKNESS: - 0"

NON-SHRINK GROUT:

NON-SHRINK GROUT SHALL BE A HIGH-STRENGTH MORTAR OR GROUT WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS. THE GROUT IS TO BE NON-METALLIC, NON-CORROSIVE, CEMENT-BASED AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM C1107. IT SHALL BOND PERMANENTLY TO A CLEAN METAL BASEPLATE AND CONCRETE SUBSTRATE AND WILL NOT

SHRINK IN ITS PLASTIC STATE, AS TESTED IN ACCORDANCE WITH ASTM C827.

MASONRY WALLS:

MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH UNIT STRENGTH OF 2000 PSI ON THE

NET AREA (F'M = 2000 PSI). MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C-270. GROUT SHALL BE 3000 PSI MINIMUM

COMPRESSIVE STRENGTH AND MEET ASTM C-476. PROVIDE HOOKED DOWELS IN FOOTINGS FOR ALL VERTICAL REINFORCING

ABOVE. LAP SPLICES 48 BAR DIAMETERS.

MASONRY CONSTRUCTION SHALL BE LAID IN RUNNING BOND CONFIGURATION UNLESS OTHERWISE NOTED.

BLOCK CELLS AS SHOWN ON PLANS SHALL BE GROUT FILLED WITH VERTICAL REINFORCING BARS. SEE PLAN NOTES FOR BAR SIZE AND SPACING. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE ABOVE AND/OR BELOW, UNLESS NOTED OTHERWISE. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE AND GROUT TO AREA REQUIRED.

CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS

VERTICAL GROUT SPACE.

PROVIDE 9 GAUGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WALL OR ENGINEER APPROVED SUBSTITUTION) AT

ALTERNATE BLOCK COURSES, BEGINNING 8” ABOVE FOOTINGS AND FLOOR LEVELS. MASONRY WALLS ABOVE OPENINGS SHALL BE REINFORCED AT THE SAME SPACING AS THE WALL WITH DOWELS HOOKED INTO THE BEAM OR LINTEL ABOVE THE OPENING.

GROUT LIFT: AN INCREMENT OF GROUT HEIGHT WITHIN A TOTAL GROUT POUR.

GROUT POUR: THE TOTAL HEIGHT OF MASONRY TO BE GROUTED PRIOR TO ERECTION OF ADDITIONAL MASONRY. A GROUT POUR CONSISTS OF ONE OR MORE GROUT LIFTS. GROUT POURS SHALL SET FOR A MINIMUM OF 4 HOURS BEFORE ANY

ADDITIONAL GROUT PLACEMENT.

GROUT SHALL HAVE A SLUMP BETWEEN 8 AND 11 INCHES, EXCEPT SELF-CONSOLIDATING GROUT. JOB-SITE PROPORTIONING OF

SELF-CONSOLIDATING GROUT IS NOT PERMITTED.

MASONRY GROUTING REQUIREMENTS:

1. FIELD-MIXED GROUT SHALL BE PLACED WITHIN 1-1/2 HOURS FROM INTRODUCING WATER INTO THE MIXTURE

AND BEFORE INITIAL SET.

2. GROUT SLUMP REQUIREMENTS:

a. FOR GROUT SLUMP BETWEEN 8 AND 10 INCHES, THE MAXIMUM GROUT LIFT HEIGHT IS 5 FEET.

b. FOR GROUT SLUMP BETWEEN 10 AND 11 INCHES, THE MAXIMUM GROUT LIFT HEIGHT IS 12.67 FEET.

c. FOR SELF-CONSOLIDATING GROUT, THE GROUT LIFT HEIGHT SHALL NOT EXCEED THE GROUT POUR HEIGHT (24

FEET MAX.).

3. GROUT LIFT HEIGHTS EXCEEDING 5 FEET SHALL MEET THE FOLLOWING REQUIREMENTS:

a. MASONRY MORTAR HAS CURED FOR AT LEAST 4 HOURS.

b. GROUT SLUMP IS BETWEEN 10 AND 11 INCHES.

c. NO INTERMEDIATE BOND BEAMS ARE PLACED BETWEEN THE TOP AND BOTTOM OF THE GROUT LIFT HEIGHT.

4. EACH GROUT LIFT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION AT THE TIME OF PLACEMENT. CONSOLIDATION

IS NOT REQUIRED FOR SELF-CONSOLIDATING GROUT.

5. EACH GROUT LIFT SHALL BE RECONSOLIDATED BY MECHANICAL VIBRATION AFTER INITIAL WATER LOSS AND SETTLEMENT HAS OCCURRED, AND BEFORE ADDING THE SUBSEQUENT GROUT LIFT. RECONSOLIDATION IS NOT REQUIRED FOR

SELF-CONSOLIDATING GROUT.

6. THE TIME BETWEEN PLACING GROUT LIFTS SHALL NOT EXCEED 1 HOUR.

7. THE MAXIMUM POUR HEIGHT IS 24 FEET.

8. A GROUT KEY SHALL BE PROVIDED AT THE TOP OF EACH GROUT LIFT AND GROUT POUR. GROUT KEYS SHOULD BE

FORMED BY TERMINATING THE GROUT 1-1/2 INCHES BELOW A MORTAR JOINT.

CHEMICAL ANCHORS:

SHALL BE AN EQUAL TWO PART EPOXY POLYMER INJECTION SYSTEM, SUCH AS SIMPSON SET-XP “STRUCTURAL ANCHORING ADHESIVE”, HILTI HIT-HY 200 OR ENGINEER APPROVED SUBSTITUTION, INSTALLED IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE. BRUSH AND BLOW OUT ALL HOLES.

STRUCTURAL STEEL

STRUCTURAL STEEL DESIGN, WORKMANSHIP, FABRICATIONS, AND ERECTION SHALL COMPLY WITH THE LATEST EDITIONS OF THE

FOLLOWING CODES AND STANDARDS:

“MANUAL OF STEEL CONSTRUCTION”, AMERICAN INSTITUTE OF STEEL CONSTRUCTION (INCLUDING SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, SPECIFICATIONS FOR STRUCTURAL JOINTS, AND

AISC CODE OF STANDARD PRACTICE).

“DETAILING FOR STEEL CONSTRUCTION”, AMERICAN INSTITUTE OF STEEL CONSTRUCTION.

“STRUCTURAL WELDING CODE ANSI/AWS D1.1-04”, AMERICAN WELDING SOCIETY.

ALL STRUCTURAL STEEL SHALL BE NEW, CONFORMING TO THE FOLLOWING (UNLESS NOTED OTHERWISE IN THE DOCUMENTS):

WIDE FLANGE SHAPES ASTM 992; FY = 50 KSI

HP SHAPES ASTM 572; FY = 50 KSI

WT SHAPES ASTM 992; FY = 50 KSI

CHANNELS, ANGLES, AND PLATES <1” ASTM A36; FY = 36 KSI

PLATES = OR > 1” ASTM 572; FY = 50 KSI

HSS RECTANGULAR TUBE ASTM A500, GRADE C; FY = 50 KSI

HSS ROUND TUBE ASTM A500, GRADE C; FY = 46 KSI

STRUCTURAL STEEL PIPE ASTM A53, GRADE B; FY = 35 KSI

HIGH STRENGTH BOLTS ASTM F3125 A325

THREADED RODS ASTM A36 (FY = 36 KSI)

HEAVY HEX NUTS ASTM A563

HARDENED STEEL WASHERS ASTM F436

ANCHOR RODS ASTM F1554 GR. 36; FY = 36 KSI

UNLESS NOTED AS GR. 55; FY = 55 KSI

WELDING ELECTRODES AWS A5.1 OR A5.5 E70XX

STEEL BEAMS CONNECTIONS SHALL BE DESIGNED BY THE STRUCTURAL STEEL FABRICATOR (DELEGATED ENGINEER). BEAM CONNECTIONS SHALL DEVELOP THE UNFACTORED END REACTIONS FOR EACH SIZE GROUP PROVIDED IN THE TABLE BELOW UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REACTIONS PROVIDED ARE UNFACTORED LOADS. THE STRUCTURAL STEEL FABRICATOR SHALL PROVIDE CERTIFICATIONS BY A PROFESSIONAL ENGINEER (PE) REGISTERED IN THE STATE OF MASSACHUSETTS THAT THE CONNECTIONS DESIGN IS IN ACCORDANCE WITH ALL APPLICABLE CODES AND SPECIFICATIONS.

CONNECTIONS DESIGN SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.

THE PORTION OF THE SHOP DRAWINGS DEPICTING THE CONNECTIONS DESIGNED BY THE DELEGATED STRUCTURAL ENGINEER SHALL BE SIGNED AND SEALED. IN ADDITION TO THE SHOP DRAWINGS, PROVIDE SUBSTANTIATING CONNECTION INFORMATION

INCLUDING:

· ONE (1) DETAILED CALCULATION FOR EACH TYPE OF CONNECTION.

· A TABLE OF ALL CONNECTIONS CALCULATED. TABLE SHALL INCLUDE THE REQUIRED ASD LOAD AND THE

ACTUAL CONNECTION CAPACITY.

· PROVIDE A MEANS BY WHICH THE SUBSTANTIATING CONNECTION INFORMATION IS REFERENCED TO THE

RELATED CONNECTIONS ON THE SHOP AND ERECTION DRAWINGS FOR THE PURPOSE OF REVIEW.

ALL BEAMS SHALL HAVE A 1/4" FULL HEIGHT STIFFENER ON EACH SIDE OF THE BEAM CENTERED ON ALL SUPPORTS (COLUMNS OR OTHER BEAMS). SEE PLAN WHERE MOMENT CONNECTIONS APPLY FOR ADDITIONAL STIFFENER DETAILING.

ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS OR WELDS. ALL BOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED BY AISC SPECIFICATIONS. ALL CONNECTIONS MADE WITH UNMARKED NUTS AND BOLTS WILL BE

REJECTED.

HIGH STRENGTH BOLTS IN BEARING CONDITION SUPPORTING SIMPLE SPAN BEAMS NOT SUBJECT TO AXIAL LOADS MAY BE INSTALLED TO "SNUG TIGHT" CONDITION, IF NORMAL OR SHORT SLOTTED HOLES ARE USED. THE ENGINEER OF RECORD WILL BE THE ULTIMATE AUTHORITY IN THE USE OF "SNUG TIGHT" BOLTS. IF LONG SLOTTED OR OVERSIZED HOLES ARE USED, BOLTS MUST BE FULLY PRETENSIONED AND SLIP CRITICAL. PROPER SURFACE PREPARATION IS REQUIRED FOR SLIP CRITICAL BOLTS, INCLUDING OMISSION OF PRIMER OR FIRE PROOFING, AS APPROPRIATE.

ALL BOLTED CONNECTIONS SHALL CONSIST OF MINIMUM 3/4 INCH DIAMETER, ASTM F3125 A325 HIGH STRENGTH BOLTS. ALL BOLTS SHALL BE PROVIDED WITH A THREAD CONDITION ‘X’, SUCH THAT THREADS ARE EXCLUDED FROM THE SHEAR PLANE.

CONNECTIONS SHALL NOT HAVE LESS THAN 2 ROWS OF BOLTS AND SHALL EXTEND A MINIMUM OF 2/3 OF THE BEAM WEB DEPTH, REGARDLESS OF STRENGTH REQUIREMENT.

SLOTTED HOLES: WHEREVER LONG SLOTTED HOLES ARE USED 5/16" THICK WASHERS SHALL BE PROVIDED PER AISC

REQUIREMENTS.

SHOP PRIME ALL STEEL WITH RUST-INHIBITIVE METAL PRIMER APPLIED AT A SPREADING RATE RECOMMENDED BY THE MANUFACTURER TO ACHIEVE A TOTAL DRY FILM THICKNESS OF NOT LESS THAN 2.0 MILS. AFTER ERECTION, CLEAN FIELD WELDS AND ABRADED AREAS AND APPLY PAINT USING SAME MATERIAL AS USED FOR SHOP PAINTING TO ACHIEVE A TOTAL DRY FILM

THICKNESS OF NOT LESS THAN 2.0 MILS.

ALL STRUCTURAL STEEL EXTERIOR OF THE BUILDING ENVELOPE, OR WITHIN AN EXTERIOR WINDOW SYSTEM AND WITHIN 1000 FT OF A BODY OF SALT WATER, SHALL BE HOT-DIP GALVANIZED PER ASTM A123; WHEN A MEMBER IS HOT-DIP GALVANIZED, ALL BASE PLATES, CAP PLATES, FASTENERS, AND HARDWARE CONNECTING TO THAT MEMBER SHALL BE HOT-DIP GALVANIZED PER ASTM A153. BASE PLATES, CAP PLATES, AND HEADED ANCHOR BOLTS SHALL BE SHOP WELDED IN THEIR FINAL POSITION PRIOR TO THE ENTIRE ASSEMBLY BEING HOT-DIP GALVANIZED. NO FIELD WELDING WILL BE PERMITTED FOR ANY HOT DIP GALVANIZED

MEMBERS.

THE GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY FABRICATION OR ERECTION ERRORS OR

DEVIATIONS AND RECEIVE WRITTEN APPROVAL BEFORE ANY FIELD CORRECTIONS ARE MADE.

THE FRAMING SHOWN ON THE COMPLETED DRAWINGS HAS BEEN DESIGNED FOR THE LOADS INDICATED ON THE DRAWINGS. THE FABRICATOR AND ERECTOR ARE SOLELY RESPONSIBLE FOR THE DESIGN OF TEMPORARY BRACING, RECOMMENDED ERECTION

PROCEDURES, AND CONSTRUCTION MEANS AND METHODS.

GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC AND NON-SHRINK WITH A COMPRESSIVE STRENGTH OF AT LEAST 5,000

PSI IN 28 DAYS.

CUTTING OR BURNING OF STRUCTURAL STEEL IN THE FIELD IS NOT PERMITTED.

THE STRUCTURAL STEEL CONTRACTOR SHALL INCLUDE 5% ADDITIONAL WEIGHT OF STEEL, INCLUDING FABRICATION AND

ERECTION, TO USED AT THE DISCRETION OF THE STRUCTURAL ENGINEER.

ANCHOR BOLTS:

SHALL CONFORM TO ASTM A 307 OR A 36 (THREADED ROD). EXTERIOR BOLTS AND THREADED RODS PROTECTED FROM MOISTURE AND WEATHER SHALL BE HOT-DIP GALVANIZED. EXPOSED EXTERIOR BOLTS AND THREADED RODS SHALL BE AISI 316 STAINLESS

STEEL.

STEEL ROOF DECK:

A METAL ROOF DECK SHALL BE GALVANIZED (G60) CORRUGATED STEEL DECK CONFORMING TO PROVISIONS OF THE STEEL DECK INSTITUTE (SDI), WITH FY=33 KSI. TYPICAL DECK IS 1-1/2” DEEP, U.N.O. FASTEN DECK TO STRUCTURAL STEEL SUPPORTS BY PUDDLE WELDS IN A 36/7 PATTERN, UNLESS OTHERWISE INDICATED IN THE PLAN NOTES. USE WELDING WASHERS FOR DECK THINNER THAN 22 GAUGE. FASTEN SIDE LAPS AT MID SPAN WITH (3) #10 SCREW, UNLESS OTHERWISE INDICATED ON THE PLANS.

PROVIDE 43 MIL, 33 KSI, BENT PLATES AT ALL ROOF RIDGES AND VALLEYS FOR CONTINUITY OF THE DECK. FASTEN THE DECK TO

THE BENT PLATES PER THE ROOF DECK ATTACHMENT REQUIREMENTS.

LIGHT GAUGE STRUCTURAL STEEL:

ROOF DECK: SHALL HAVE A MINIMUM YIELD STRENGTH OF 50,000 PSI. THE PANELS SHALL BE GALVANIZED WITH 1.25 OUNCES OF COMMERCIAL ZINC COATING. ATTACHMENTS, CLOSURES ETC. SHALL BE IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS. SUBMIT MANUFACTURERS DATA AND LOAD TABLES FOR REVIEW.

ROOF PURLINS: SHALL BE COLD FORMED STEEL WITH A MINIMUM YIELD STRENGTH OF 55,000 PSI AS MANUFACTURED BY AMERICAN BUILDINGS OR EQUAL. ATTACHMENTS / HARDWARE SHALL BE AS SHOWN AND/OR IN ACCORDANCE WITH THE

MANUFACTURERS RECOMMENDATIONS.

METAL STUDS: ALL STEEL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) “SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS” 1996 EDITION. ALL STUDS AND JOISTS SHALL BE GALVANIZED AND FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS OF THE 1996 AISI STANDARDS.

STEEL STUDS, LINTELS, AND RUNNER TRACK MEMBERS SHALL BE OF TYPE SHOWN ON THE DRAWINGS AND SPECIFICATIONS CONFORMING TO ASTM A1008 SS (STRUCTURAL STEEL) GRADE 33 (MINIMUM YIELD POINT 33,000 PSI) WITH HOT DIPPED GALVANIZED COATING CONFORMING TO ASTM A653 (CLASS G90). GALVANIZED STEEL RUNNER TRACK SHALL BE FORMED WITH MATERIAL MEETING REQUIREMENTS OF ASTM A1008 SS (STRUCTURAL STEEL) GRADE 33 (MINIMUM YIELD POINT 33,000 PSI) WITH HOT DIPPED GALVANIZED COATING CONFORMING ASTM A653 (CLASS G90). ALL PRODUCTS TO BE MANUFACTURED BY THE CURRENT MEMBERS OF THE STEEL STUD MANUFACTURERS ASSOCIATION, OR ENGINEER APPROVED ALTERNATIVE.

STUDS WITH 33 AND 43 MIL THICKNESSES SHALL BE GRADE 33 (33,000 PSI YIELD POINT), UNLESS NOTED OTHERWISE. STUDS WITH 54, 68 AND 97 MIL THICKNESSES SHALL BE GRADE 50 (50,000 PSI YIELD POINT), UNLESS NOTED OTHERWISE.

ASSEMBLY: ALL FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO FIT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED. JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR WELDING. WIRE TYING OF FRAMING MEMBERS IN STRUCTURAL APPLICATIONS SHALL NOT BE PERMITTED. ATTACHMENT OF COLLATERAL MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR HARDENED SCREW SHANK NAILS. METAL LATH MAY ALSO BE CONNECTED TO STEEL BY STAPLES OR OTHER

FASTENERS, IF APPROVED BY LOCAL BUILDING CODE.

INSTALLATION: STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACK WITH FIRM ABUTMENT AGAINST TRACK WEBS. STUDS SHALL BE ALIGNED OR PLUMBED AND SECURELY FASTENED TO THE FLANGES OF BOTH TOP AND BOTTOM RUNNER

TRACK.

SHOP DRAWINGS: ENGINEERED LIGHT GAUGE FRAMING FOR EXTERIOR WALLS AND ALL CONNECTIONS OF SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF MASSACHUSETTS. SUBMIT SHOP DRAWINGS BEARING THE EMBOSSED SEAL AND THE SIGNATURE OF THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. LIGHT GAUGE FRAMING SYSTEM AND ALL CONNECTIONS SHALL BE DESIGNED FOR ALL APPLICABLE LOADS AS INDICATED ON THE PLANS AND IN

THE BUILDING CODE. THE LOADS SHALL BE CLEARLY INDICATED ON ALL SHOP DRAWINGS.

PRE-ENGINEERED LIGHT GAUGE METAL TRUSSES: ENGINEERED TRUSS SYSTEMS SHALL BE DESIGNED BY SUPPLIER'S SPECIALTY ENGINEER TO CONFIGURATION AND LOAD CARRYING CAPACITY SHOWN ON DRAWINGS AND SPECIFICATIONS. ALL INDIVIDUAL TRUSS MEMBERS, TRUSS PLATE CONNECTIONS, TRUSS-TO-TRUSS CONNECTIONS, COMMON TRUSSES AND GIRDER TRUSSES SHALL BE DESIGNED FOR COMPONENT AND CLADDING WIND LOADING, EXCEPT THOSE TRUSSES EXCEEDING 700 SQUARE FEET IN TRIBUTARY AREA. ALTERNATE TRUSS LAYOUTS ARE ACCEPTABLE ONLY AS A CHANGE ORDER WHICH WILL INCLUDE ENGINEERING CHARGES FOR REDESIGN OF THE STRUCTURE BY THE ENGINEER OF RECORD. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL SHOW AND SPECIFY ALL CONNECTOR TYPES UTILIZED WITHIN TRUSSES, AS WELL AS CONNECTORS UTILIZED IN ALL OTHER CONNECTIONS AND ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED TRUSS SYSTEM. AN ERECTION DRAWING SHALL BE INCLUDED, IDENTIFYING ALL TRUSS SYSTEM COMPONENTS, AS WELL AS ALL PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. THE TOP AND BOTTOM CHORDS SHALL BE A MINIMUM OF 43 MIL, UNLESS A GREATER THICKNESS IS REQUIRED ON THE CONTRACT DOCUMENTS. THE TOP CHORD THICKNESS SHALL BE DESIGNED TO ENSURE THAT THE METAL DECK SCREW-ATTACHMENT DOES NOT FAIL IN PULL-OUT.

ENGINEERED SHOP DRAWINGS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A MASSACHUSETTS REGISTERED PROFESSIONAL ENGINEER AS THE SPECIALTY ENGINEER. THE SUPERIMPOSED DEAD LOAD, AS SPECIFIED IN THE DESIGN LOADS SECTION ABOVE, INCLUDES THE OVERALL WEIGHT OF THE FIRE SPRINKLER SYSTEM PIPES. THE GENERAL CONTRACTOR SHALL PROVIDE THE TRUSS MANUFACTURER WITH THE LOCATIONS OF THE PIPE SUPPORTS AND THE LOADS FROM ALL SPRINKLER LINES GREATER THAN 2" DIAMETER. THE GENERAL CONTRACTOR SHALL PROVIDE THE TRUSS MANUFACTURER WITH THE LOCATIONS OF THE PIPE SUPPORTS AND THE LOADS FROM ALL SPRINKLER LINES GREATER THAN 2" DIAMETER. THE GENERAL CONTRACTOR SHALL PROVIDE THE TRUSS MANUFACTURER AND THE SER WITH THE FINAL WEIGHTS FOR ALL MECHANICAL EQUIPMENT, INCLUDE SECONDARY FRAMING AND CURBS, PRIOR TO FABRICATION OF TRUSSES AND STRUCTURAL MEMBERS SUPPORTING SAID

TRUSSES.

LIGHT GAUGE WALLS SHALL ALSO BE DESIGNED FOR BLAST, BY THE DELEGATED LIGHT GAUGE ENGINEER. ALL LIGHT GAUGE HEADER BEAMS, WINDOW SILL BEAMS AND JOISTS, AND JAMB COLUMNS SHALL HAVE A MINIMUM THICKNESS OF 54 MILS (16

GAUGE).

DIA

ARCH

B OR BOT

B/ OR B.O.

BP

CANT

CJ

CLR

CONT

EA

EE

EF

EJ

EL

EMBED

EOS

EQ

EW

EXIST

F'C

FD

FFE

FRT

FTG

GC

GA

GALV

H OR HORIZ

HSS

KJ

LLH

LLV

LW

MAX

MIN

NAVD

NGVD

NIC

OC

OH OR OPP. HAND

PLF

PROJ

PSF

PSI

PT

REF

REINF

REQ'D

RD

RTF

SER

SIM

SS

STD

SW

T

T.O. OR T/

TEMP

THR

THRU

TRANS

TYP

V OR VERT

W/

WD

WP

WWF

POUND(S)

AND

DIAMETER

ARCHITECTURAL

BOTTOM

BOTTOM OF

BASEPLATE

CANTILEVER

CONTROL JOINT

CLEAR

CONTINUOUS

EACH

EACH END

EACH FACE

EXPANSION JOINT

ELEVATION

EMBEDMENT

EDGE OF SLAB

EQUAL

EACH WAY

EXISTING

28 DAY COMPRESSIVE STRENGTH

FLOOR DRAIN

FINISHED FLOOR ELEVATION

FIRE RETARDANT TREATED

FOOTING

GENERAL CONTRACTOR

GAUGE

GALVANIZED

HORIZONTAL

HOLLOW STRUCTURAL STEEL

CONSTRUCTION JOINT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG WAY

MAXIMUM

MINIMUM

NORTH AMERICAN VERTICAL DATUM

NATIONAL GEODETIC VERTICAL DATUM

NOT IN CONTRACT

ON CENTER

OPPOSITE HAND

POUNDS PER LINEAR FOOT

PROJECTION

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PRESSURE TREATED

REFERENCE

REINFORCING

REQUIRED

ROOF DRAIN

RIPPED TO FIT

STRUCTURAL ENGINEER OF RECORD

SIMILAR

STAINLESS STEEL

STANDARD

SHORT WAY/SHEARWALL

TOP

TOP OF

TEMPERATURE

THREADED

THROUGH

TRANSVERSE

TYPICAL

VERTICAL

WITH

WOOD

WORKING POINT

WELDED WIRE FABRIC

MARK DESCRIPTION

ABBREVIATIONS

SIZE/GROUP

SHEAR REACTION

(KIPS)

MIN. # OF

THRU BOLTS

W16 & W18

W12 & W14 10 3

W10

4 32 W21

3 20 HSS

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

4/ 5/

:5

PM

C :\U se rs

\c st ev en so n\

D oc um en ts \2

V A

C

BO

C C ap e

C od

S tru ct R

_c ra ig sn el le ng in ee rin g.

co m .rv t

S-001

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV BGN02/10/23

100% CONSTRUCTION

DOCUMENTS

STRUCTURAL NOTES

FULLY SPRINKLERED

SHEET LIST

Sheet Name Sheet Number

STRUCTURAL NOTES S-001

GRID DIMENSIONS S-010

FOUNDATION PLAN - WEST S-101

FOUNDATION PLAN - EAST S-102

FIRST FLOOR PLAN - WEST S-103

FIRST FLOOR PLAN-EAST S-104

SLAB CONTROL JOINT PLAN S-105

ROOF FRAMING PLAN - WEST S-106

ROOF FRAMING PLAN-EAST S-107

SNOW DRIFT PLAN - WEST S-108

SNOW DRIFT PLAN - EAST S-109

SCHEDULES S-200

TYPICAL DETAILS S-300

BUILDING SECTIONS S-400

SECTIONS S-410

SECTIONS S-411

Revisions: Revision Description Date:

05/01/23

BCDEFGH

A

F.9 C.6 C.5 B.8 B.7D.5D.6D.7E.5F.2F.6 F.5F.7H.1H.2

1.3

A.4

1.5

1.9

2.5

2.4

C.3D.3

2.7

3.3

3.6

3.1

D.9

3.7

F.3 C.7 B.2

2' - 4"1' - 8" 11' - 6" 3' - 3" 6' - 3" 2' - 9" 2' - 3" 5' - 8" 2' - 9" 4' - 7" 17' - 4" 14' - 6" 4' - 8" 6' - 8" 3' - 1" 8" 6' - 1" 10' - 8" 10' - 7" 3' - 5" 8" 6' - 7" 10' - 7" 5' - 8" 1' - 6" 11' - 2" 3' - 4" 10' - 9" 8' - 0"

1'

1"

3'

1'

6'

6'

6'

6'

2'

1"

9'

1"

4'

0"

3'

1"

S-411

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16' 32'

0' 1/2" 1" 2" 4"

INCH INCREMENTS SHOWN ARE AT FULL SCALE ON THE SHEET,

IF AT ANY OTHER LENGTH, SCALE DRAWING PROPORTIONALLY

1/8"=1'-0"

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

TR

U

E N O

R

TH

PROJECT NORTH

4/ 5/

:5

PM

C :\U se rs

\c st ev en so n\

D oc um en ts \2

V A

C

BO

C C ap e

C od

S tru ct R

_c ra ig sn el le ng in ee rin g.

co m .rv t

S-010

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV BGN02/10/23

100% CONSTRUCTION

DOCUMENTS

GRID DIMENSIONS

FULLY SPRINKLERED

1/8" = 1'-0"

GRID DIMENSION PLAN

DEFGH

F.9

S-400

C.6 C.5D.5D.6D.7E.5F.2F.6 F.5F.7H.1H.2

1.3

1.5

1.9

2.5

2.4

C.3D.3

2.7

3.3

3.6

3.1

D.9

3.7

F.3

T.O. FTG.

114' - 4"

F3.0A

114' - 4"

T.O. FTG.

F3.0A

F4.0A

F2.5A

114' - 4"

T.O. FTG.

F2.5A

114' - 4"

T.O. FTG.

F5.0A

F5.0A

114' - 4"

T.O. FTG.

F2.0A

114' - 4"

T.O. FTG.

114' - 4"

T.O. FTG.

114' - 4"

T.O. FTG.

F3.0A

F 2.

5A

114' - 4"

T.O. FTG.

F4.0A 114' - 4"

T.O. FTG.

F4.0A

114' - 4"

T.O. FTG.

F4.0A

F2.5A

114' - 4"

T.O. FTG.

F2.5A

F2.5A 114' - 4"

T.O. FTG.

114' - 4"

T.O. FTG.

F2.5A

114' - 4"

T.O. FTG.

F3.0A 114' - 4"

T.O. FTG.

S-

F1.5

F 1.

F1.5

F6.5B

F6.5B

F6.5B C1

C.7

C2C2 C2C2

C2C2

C2C2

C2 C2

C2

C2 C2 C2

C2 C2

C2 C2

C2

113' - 0"

T.O. FTG.

113' - 0"

T.O. FTG.

S-411

S-411

F 1.

5 113' - 0"

T.O. FTG.

F2.0

F2.0

F 2.

F

2.

F 2.

F 2.

F2.0

F2.0

F1.5

F 1.

F1.5

F 1.

F2.0

S-411

Sim

S-411

Sim

F 1.

F1.5

C1 C1

INDICATES FOOTING STEP. SEE PLAN FOR ELEVATION. SEE TYPICAL DETAILS ON S300.

INDICATES COLUMN MARK. COLUMNS ARE ABOVE, BELOW, OR THROUGH AS SHOWN.

PLAN LEGEND

ABOVE

BELOW

THRU

INDICATES AN EXTERIOR NON-LOAD BEARING, PRE-ENGINEERED

6" LIGHT GAUGE WALL, BY DELEGATED ENGINEER. LIGHT GAUGE

WALLS SHALL BE DESIGNED FOR WIND AND SEISMIC LOADING

ONLY. WALL STUD SPACING SHALL BE 16" O.C. MAX.

WALL LEGEND

INDICATES AN 8" CONCRETE FROST WALL. WALLS ARE ISOLATED

FROM INTERIOR SLAB ON GRADE ALONG PERIMETER OF

BUILDING. WALLS ARE TIED INTO TO EXTERIOR SLAB ON GRADE

AT ENTRY LOCATIONS. WALLS SHALL EXTEND DOWN TO -4'-8"

U.N.O. REINFORCE CONCRETE WALLS WITH #5 VERTICAL E.F.

BARS @ 16" O.C. MAX, AND #4 HORIZONTAL E.F. BARS @ 16" O.C.

MAX (DOUBLE MAT). SEE SECTIONS.

INDICATES AN 8" CONCRETE WALL. REINFORCE CONCRETE

WALLS WITH #4 VERTICAL E.F. BARS 12" O.C. MAX, AND

HORIZONTAL E.F. BARS @ 16" O.C. MAX. SEE SECTIONS.

INDICATES A 16" CONCRETE FROST WALL. WALL IS STEPPED AT

TOP AND ISOLATED FROM INTERIOR SLAB ON GRADE. SHALL

EXTEND DOWN TO -4'-8" U.N.O. REINFORCE CONCRETE WALLS

WITH #6 VERTICAL E.F. BARS @ 16" O.C. MAX, AND #5 HORIZONTAL

BARS @ 12" O.C. MAX, E.F. (DOUBLE MAT). SEE SECTION.

FOUNDATION PLAN NOTES:

1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURE DRAWINGS.

SEE ARCHITECTURAL AND MEP FOR ADDITIONAL INFORMATION.

2. SEE ARCHITECTURAL DRAWINGS FOR ALL SLOPES, DROPS AND DRAIN

LOCATIONS IN FLOOR SLAB. MAINTAIN 4" MINIMUM SLAB DEPTH. THICKEN SLAB

TO 8" WITHIN 4" OF ALL SLAB STEPS; MAINTAIN 4" MINIMUM SLAB DEPTH

ELSEWHERE.

3. ELEVATIONS SHOWN ARE RELATIVE TO THE INTERIOR GROUND FLOOR SLAB

SURFACE SET AT 119'-0" N.G.V.D

4. SEE S-200 FOR FOOTING SCHEDULE. CENTERLINES OF WALLS AND COLUMNS

SHALL COINCIDE WITH CENTERLINES OF FOOTINGS AT ALL INTERIOR

LOCATIONS.

5. TOF INDICATES TOP OF FOOTING ELEVATION. TOP OF FOOTING ELEVATION SET

AT (-)4'-8" AT PERIMETER AND AT TOP OF SLAB ON GRADE FOR INTERIOR

FOOTINGS, UNLESS NOTED OTHERWISE. CONTRACTOR IS RESPONSIBLE FOR

COORDINATING ALL REQUIRED PLUMBING PENETRATIONS THROUGH STEM

WALLS AND ELEVATIONS. NO PENETRATIONS ARE PERMITTED THROUGH

FOOTINGS. FOOTINGS MAY STEP AS SHOWN IN THE TYPICAL DETAIL ON S-300.

NOTIFY ENGINEER OF STEP LOCATIONS BEFORE PROCEEDING WITH WORK.

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16'

0" 3/4" 1 1/2" 3"

INCH INCREMENTS SHOWN ARE AT FULL SCALE ON THE SHEET,

IF AT ANY OTHER LENGTH, SCALE DRAWING PROPORTIONALLY

3/16"=1'-0"

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

TR

U

E N O

R

TH

PROJECT NORTH

4/ 5/

:5

PM

C :\U se rs

\c st ev en so n\

D oc um en ts \2

V A

C

BO

C C ap e

C od

S tru ct R

_c ra ig sn el le ng in ee rin g.

co m .rv t

S-101

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV CS02/10/23

100% CONSTRUCTION

DOCUMENTS

FOUNDATION PLAN - WEST

FULLY SPRINKLERED

3/16" = 1'-0"

FOUNDATION PLAN - WEST

INDICATES FOOTING STEP. SEE PLAN FOR ELEVATION. SEE TYPICAL DETAILS ON S300.

INDICATES COLUMN MARK. COLUMNS ARE ABOVE, BELOW, OR THROUGH AS SHOWN.

PLAN LEGEND

ABOVE

BELOW

THRU

INDICATES AN EXTERIOR NON-LOAD BEARING, PRE-ENGINEERED

6" LIGHT GAUGE WALL, BY DELEGATED ENGINEER. LIGHT GAUGE

WALLS SHALL BE DESIGNED FOR WIND AND SEISMIC LOADING

ONLY. WALL STUD SPACING SHALL BE 16" O.C. MAX.

WALL LEGEND

INDICATES AN 8" CONCRETE FROST WALL. WALLS ARE ISOLATED

FROM INTERIOR SLAB ON GRADE ALONG PERIMETER OF

BUILDING. WALLS ARE TIED INTO TO EXTERIOR SLAB ON GRADE

AT ENTRY LOCATIONS. WALLS SHALL EXTEND DOWN TO -4'-8"

U.N.O. REINFORCE CONCRETE WALLS WITH #5 VERTICAL E.F.

BARS @ 16" O.C. MAX, AND #4 HORIZONTAL E.F. BARS @ 16" O.C.

MAX (DOUBLE MAT). SEE SECTIONS.

INDICATES AN 8" CONCRETE WALL. REINFORCE CONCRETE

WALLS WITH #4 VERTICAL E.F. BARS 12" O.C. MAX, AND

HORIZONTAL E.F. BARS @ 16" O.C. MAX. SEE SECTIONS.

INDICATES A 16" CONCRETE FROST WALL. WALL IS STEPPED AT

TOP AND ISOLATED FROM INTERIOR SLAB ON GRADE. SHALL

EXTEND DOWN TO -4'-8" U.N.O. REINFORCE CONCRETE WALLS

WITH #6 VERTICAL E.F. BARS @ 16" O.C. MAX, AND #5 HORIZONTAL

BARS @ 12" O.C. MAX, E.F. (DOUBLE MAT). SEE SECTION.

FOUNDATION PLAN NOTES:

1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURE DRAWINGS.

SEE ARCHITECTURAL AND MEP FOR ADDITIONAL INFORMATION.

2. SEE ARCHITECTURAL DRAWINGS FOR ALL SLOPES, DROPS AND DRAIN

LOCATIONS IN FLOOR SLAB. MAINTAIN 4" MINIMUM SLAB DEPTH. THICKEN SLAB

TO 8" WITHIN 4" OF ALL SLAB STEPS; MAINTAIN 4" MINIMUM SLAB DEPTH

ELSEWHERE.

3. ELEVATIONS SHOWN ARE RELATIVE TO THE INTERIOR GROUND FLOOR SLAB

SURFACE SET AT 119'-0" N.G.V.D

4. SEE S-200 FOR FOOTING SCHEDULE. CENTERLINES OF WALLS AND COLUMNS

SHALL COINCIDE WITH CENTERLINES OF FOOTINGS AT ALL INTERIOR

LOCATIONS.

5. TOF INDICATES TOP OF FOOTING ELEVATION. TOP OF FOOTING ELEVATION SET

AT (-)4'-8" AT PERIMETER AND AT TOP OF SLAB ON GRADE FOR INTERIOR

FOOTINGS, UNLESS NOTED OTHERWISE. CONTRACTOR IS RESPONSIBLE FOR

COORDINATING ALL REQUIRED PLUMBING PENETRATIONS THROUGH STEM

WALLS AND ELEVATIONS. NO PENETRATIONS ARE PERMITTED THROUGH

FOOTINGS. FOOTINGS MAY STEP AS SHOWN IN THE TYPICAL DETAIL ON S-300.

NOTIFY ENGINEER OF STEP LOCATIONS BEFORE PROCEEDING WITH WORK.

BC

A

S-400

S-400

B.8 B.7

1.3

A.4

1.5

1.9

2.5

2.4

2.7

3.3

3.6

3.1

3.7

S-

F 3.

5A

114' - 4"

T.O. FTG.

114' - 4"

T.O. FTG.

F 3.

5A F

3.

5A

114' - 4"

T.O. FTG.

F3.0A114' - 4"

T.O. FTG.

F 3.

0A

114' - 4"

T.O. FTG.

F 3.

0A

114' - 4"

T.O. FTG.

F 2.

5A

114' - 4"

T.O. FTG.

F2.5A F2.5A

114' - 4"

T.O. FTG.F2.5A

114' - 4"

T.O. FTG.F3.5A114' - 4"

T.O. FTG.

F3.5A

114' - 4"

T.O. FTG.

B.2

C2 C2 C2 C2

C2

C2

C2C2

C2

C2

C2C2 F2.0

F 2.

F

2.

F4.0

F 4.

F2.0

F 2.

F2.0

F 2.

F 1.

F1.5

F 1.

F1.5

F1.5

S-411

S-411

Sim

S-411

Sim

F1.5

F 1.

F1.5

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16'

0" 3/4" 1 1/2" 3"

INCH INCREMENTS SHOWN ARE AT FULL SCALE ON THE SHEET,

IF AT ANY OTHER LENGTH, SCALE DRAWING PROPORTIONALLY

3/16"=1'-0"

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

TR

U

E N O

R

TH

PROJECT NORTH

4/ 5/

:5

PM

C :\U se rs

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co m .rv t

S-102

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV BGN02/10/23

100% CONSTRUCTION

DOCUMENTS

FOUNDATION PLAN - EAST

FULLY SPRINKLERED

3/16" = 1'-0"

FOUNDATION PLAN - EAST

INDICATES FOOTING STEP. SEE PLAN FOR ELEVATION. SEE TYPICAL DETAILS ON S300.

INDICATES COLUMN MARK. COLUMNS ARE ABOVE, BELOW, OR THROUGH AS SHOWN.

PLAN LEGEND

ABOVE

BELOW

THRU

DEFGH

F.9

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC1

SC3

SC1

SC1

SC1

SC1

SC1

S-

S-400

S-400

S-400

B R

A C

E D

F R

A M

E

B R

A C

E D

F R

A M

E

B R

A C

E D

F

R A

M E

B R

A C

E D

F R

A M

E

B R

A C

E D

F R

A M

E

BRACED FRAME

SC1

SC1

B

B

D

C

A

A

SC1

SC1

BRACED FRAME C

SC1

SC1

C.6 C.5D.5D.6D.7E.5F.2F.6 F.5F.7H.1H.2

1.3

1.5

1.9

2.5

2.4

C.3D.3

2.7

3.3

3.6

3.1

D.9

3.7

F.3

T.O.S. 119' - 0"

T.O.S. 119' - 0"

T.O.S. 119' - 0"

T S

T S

T S

T S

TS24 TS24

T S

F 3.

5A

F3.5A

F3.5A

F4.0A

F6.0A

F7.5A

F4.0A

F3.0A

F4.0A

F 6.

0A

F7.5A F8.0A

F7.0A

F2.0A

F 2.

0A

F5.0A

F7.0A F6.5A F6.5A F7.0A F7.0A

F2.5A

F8.5A

S-410C1 C1

C1

SC2

SC2

SC2

C.7

C2C2C2C2

C2 C2

C2 C2

C2C2

C2

C2 C2 C2

C2

C2

C2

C2

C2

C2

S-411

S-411

T E

TE08

T E

8' - 0"

S-411

Sim

5'

5'

ENTRY SLAB AREA DIMENSIONS ARE

APPROXIMATE, TO BE COORDINATED

WITH CIVIL DRAWINGS. TYP. 16

S-411

Sim

6' - 0"7'

3'

INDICATES AN EXTERIOR NON-LOAD BEARING, PRE-ENGINEERED

6" LIGHT GAUGE WALL, BY DELEGATED ENGINEER. LIGHT GAUGE

WALLS SHALL BE DESIGNED FOR WIND AND SEISMIC LOADING

ONLY. WALL STUD SPACING SHALL BE 16" O.C. MAX.

WALL LEGEND

INDICATES AN 8" CONCRETE FROST WALL. WALLS ARE ISOLATED

FROM INTERIOR SLAB ON GRADE ALONG PERIMETER OF

BUILDING. WALLS ARE TIED INTO TO EXTERIOR SLAB ON GRADE

AT ENTRY LOCATIONS. WALLS SHALL EXTEND DOWN TO -4'-8"

U.N.O. REINFORCE CONCRETE WALLS WITH #5 VERTICAL E.F.

BARS @ 16" O.C. MAX, AND #4 HORIZONTAL E.F. BARS @ 16" O.C.

MAX (DOUBLE MAT). SEE SECTIONS.

INDICATES AN 8" CONCRETE WALL. REINFORCE CONCRETE

WALLS WITH #4 VERTICAL E.F. BARS 12" O.C. MAX, AND

HORIZONTAL E.F. BARS @ 16" O.C. MAX. SEE SECTIONS.

INDICATES A 16" CONCRETE FROST WALL. WALL IS STEPPED AT

TOP AND ISOLATED FROM INTERIOR SLAB ON GRADE. SHALL

EXTEND DOWN TO -4'-8" U.N.O. REINFORCE CONCRETE WALLS

WITH #6 VERTICAL E.F. BARS @ 16" O.C. MAX, AND #5 HORIZONTAL

BARS @ 12" O.C. MAX, E.F. (DOUBLE MAT). SEE SECTION.

NOTES

INDICATES TENSION ONLY X-BRACED FRAME LOCATIONS.

SEE SCHEDULE ON APPLICABLE PLAN SHEETS.

FIRST FLOOR PLAN NOTES:

1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS.

SEE ARCHITECTURAL AND MEP FOR ADDITIONAL INFORMATION.

2. SEE ARCHITECTURAL DRAWINGS FOR ALL SLOPES, DROPS AND DRAIN

LOCATIONS IN FLOOR SLAB. MAINTAIN 4" MINIMUM SLAB DEPTH. THICKEN SLAB

TO 8" WITHIN 4" OF ALL SLAB STEPS; MAINTAIN 4" MINIMUM SLAB DEPTH

ELSEWHERE.

3. ELEVATIONS SHOWN ARE RELATIVE TO THE INTERIOR GROUND FLOOR SLAB

SURFACE SET AT 119'-0" N.G.V.D.

4. SEE S-200 FOR FOOTING SCHEDULE. CENTERLINES OF WALLS AND COLUMNS

SHALL COINCIDE WITH CENTERLINES OF FOOTINGS AT ALL INTERIOR

LOCATIONS.

5. TOF INDICATES TOP OF FOOTING ELEVATION. TOP OF FOOTING ELEVATION SET

AT (-)1'-0" FOR INTERIOR FOOTINGS, UNLESS NOTED OTHERWISE. CONTRACTOR

IS RESPONSIBLE FOR COORDINATING ALL REQUIRED PLUMBING PENETRATIONS

THROUGH STEM-WALLS AND ELEVATIONS. NO PENETRATIONS ARE PERMITTED

THROUGH FOOTINGS. FOOTINGS MAY STEP AS SHOWN IN THE TYPICAL DETAIL

ON S-300. NOTIFY ENGINEER OF STEP LOCATIONS BEFORE PROCEEDING WITH

WORK.

6. GROUND FLOOR SHALL BE 4" CONCRETE SLAB-ON-GRADE, U.N.O. REINFORCE W/

6X6 W1.4XW1.4 W.W.F. AT MID-DEPTH.

7. SEE PLAN FOR LOCATION OF 4" HOUSEKEEPING CONCRETE SLABS . SEE

MECHANICAL PLANS FOR EXACT DIMENSIONS. REINFORCED W/ 6X6 W1.4XW1.4

W.W.F. AT MID-DEPTH.

8. PROVIDE CONTROL JOINTS IN ALL SLABS ON GRADE. CONTROL JOINTS SHALL BE

TOOLED OR SAWCUT AS SOON AS POSSIBLE WITHOUT RAVELING. THE PATTERN

SHALL BE APPROXIMATELY SQUARE AND LIMITED TO AN AREA OF 144 SF.

PATTERN IS SHOWN ON S-105.

9. ALL BRACED FRAMES SHALL CONSIST OF HSS3X3X1/4 X-BRACES WITH SPLICE

PLATE IN CENTER AND MUST FIT IN A 6" CFMF STUD WALL. BRACED FRAMES

SHALL BE PROVIDED IN THE STEEL SHOP DRAWINGS AND DETAILED BY A

DELEGATED AISC FABRICATOR, WITH SIGNED AND SEALED DRAWINGS. SEE

PLAN AND SCHEDULE FOR DESIGN FORCES AND DETAILS.

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16'

0" 3/4" 1 1/2" 3"

INCH INCREMENTS SHOWN ARE AT FULL SCALE ON THE SHEET,

IF AT ANY OTHER LENGTH, SCALE DRAWING PROPORTIONALLY

3/16"=1'-0"

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

TR

U

E N O

R

TH

PROJECT NORTH

4/ 5/

:5

PM

C :\U se rs

\c st ev en so n\

D oc um en ts \2

V A

C

BO

C C ap e

C od

S tru ct R

_c ra ig sn el le ng in ee rin g.

co m .rv t

S-103

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV BGN02/10/23

100% CONSTRUCTION

DOCUMENTS

FIRST FLOOR PLAN - WEST

FULLY SPRINKLERED

3/16" = 1'-0"

FIRST FLOOR PLAN - WEST

TENSION ONLY X-BRACED FRAME SCHEDULE

MARK ANGLE SIZES BRACE FORCE TENSION (K)

A L3"x2 1/2"x1/4" 11K

B L3"x2 1/2"x1/4" 21K

C L3"x2 1/2"x5/16" 25K

D L3"x2 1/2"x3/8" 34K

BC

A

SC1

SC1

SC1

SC1

SC3

SC1

SC1

SC1

S-

S-400

S-400

BRACED FRAME

SC1

BRACED FRAME

B R

A C

E D

F R

A M

E

SC3

T.O. SLAB

0'-0" (REF.)

T.O. SLAB

0'-0" (REF.)

SC3

BRACED FRAME B

C

A

SC1

SC1

B R

A C

E D

F R

A M

E B

B.8 B.7

1.3

A.4

1.5

1.9

2.5

2.4

2.7

3.3

3.6

3.1

3.7

F7.0A

F8.5A

F7.5A

F5.0A

SC1

SC1

S-411

B.2

TS24

C2 C2

C2

C2

C2

C2

C2

C2

C2C2C2C2

INDICATES 4"

HOUSEKEEPING

CONCRETE SLAB. TYP.

SEE PLAN NOTES AND

MECHANICAL PLANS.

INDICATES 4"

HOUSEKEEPING

CONCRETE SLAB. TYP.

SEE PLAN NOTES AND

MECHANICAL PLANS.

C

ENTRY SLAB AREA DIMENSIONS ARE

APPROXIMATE, TO BE COORDINATED

WITH CIVIL DRAWINGS. TYP.

S-411

10' - 0"

S-411

Sim

S-411

Sim

5'

6' - 0"

5'

S-411

Sim

7' - 0"

6'

S-411

INDICATES FOOTING STEP. SEE PLAN FOR ELEVATION. SEE TYPICAL DETAILS ON S300.

INDICATES COLUMN MARK. COLUMNS ARE ABOVE, BELOW, OR THROUGH AS SHOWN.

PLAN LEGEND

ABOVE

BELOW

THRU

NOTES

INDICATES TENSION ONLY X-BRACED FRAME LOCATIONS.

SEE SCHEDULE ON APPLICABLE PLAN SHEETS.

INDICATES AN EXTERIOR NON-LOAD BEARING, PRE-ENGINEERED

6" LIGHT GAUGE WALL, BY DELEGATED ENGINEER. LIGHT GAUGE

WALLS SHALL BE DESIGNED FOR WIND AND SEISMIC LOADING

ONLY. WALL STUD SPACING SHALL BE 16" O.C. MAX.

WALL LEGEND

INDICATES AN 8" CONCRETE FROST WALL. WALLS ARE ISOLATED

FROM INTERIOR SLAB ON GRADE ALONG PERIMETER OF

BUILDING. WALLS ARE TIED INTO TO EXTERIOR SLAB ON GRADE

AT ENTRY LOCATIONS. WALLS SHALL EXTEND DOWN TO -4'-8"

U.N.O. REINFORCE CONCRETE WALLS WITH #5 VERTICAL E.F.

BARS @ 16" O.C. MAX, AND #4 HORIZONTAL E.F. BARS @ 16" O.C.

MAX (DOUBLE MAT). SEE SECTIONS.

INDICATES AN 8" CONCRETE WALL. REINFORCE CONCRETE

WALLS WITH #4 VERTICAL E.F. BARS 12" O.C. MAX, AND

HORIZONTAL E.F. BARS @ 16" O.C. MAX. SEE SECTIONS.

INDICATES A 16" CONCRETE FROST WALL. WALL IS STEPPED AT

TOP AND ISOLATED FROM INTERIOR SLAB ON GRADE. SHALL

EXTEND DOWN TO -4'-8" U.N.O. REINFORCE CONCRETE WALLS

WITH #6 VERTICAL E.F. BARS @ 16" O.C. MAX, AND #5 HORIZONTAL

BARS @ 12" O.C. MAX, E.F. (DOUBLE MAT). SEE SECTION.

FIRST FLOOR PLAN NOTES:

1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS.

SEE ARCHITECTURAL AND MEP FOR ADDITIONAL INFORMATION.

2. SEE ARCHITECTURAL DRAWINGS FOR ALL SLOPES, DROPS AND DRAIN

LOCATIONS IN FLOOR SLAB. MAINTAIN 4" MINIMUM SLAB DEPTH. THICKEN SLAB

TO 8" WITHIN 4" OF ALL SLAB STEPS; MAINTAIN 4" MINIMUM SLAB DEPTH

ELSEWHERE.

3. ELEVATIONS SHOWN ARE RELATIVE TO THE INTERIOR GROUND FLOOR SLAB

SURFACE SET AT 119'-0" N.G.V.D.

4. SEE S-200 FOR FOOTING SCHEDULE. CENTERLINES OF WALLS AND COLUMNS

SHALL COINCIDE WITH CENTERLINES OF FOOTINGS AT ALL INTERIOR

LOCATIONS.

5. TOF INDICATES TOP OF FOOTING ELEVATION. TOP OF FOOTING ELEVATION SET

AT (-)1'-0" FOR INTERIOR FOOTINGS, UNLESS NOTED OTHERWISE. CONTRACTOR

IS RESPONSIBLE FOR COORDINATING ALL REQUIRED PLUMBING PENETRATIONS

THROUGH STEM-WALLS AND ELEVATIONS. NO PENETRATIONS ARE PERMITTED

THROUGH FOOTINGS. FOOTINGS MAY STEP AS SHOWN IN THE TYPICAL DETAIL

ON S-300. NOTIFY ENGINEER OF STEP LOCATIONS BEFORE PROCEEDING WITH

WORK.

6. GROUND FLOOR SHALL BE 4" CONCRETE SLAB-ON-GRADE, U.N.O. REINFORCE W/

6X6 W1.4XW1.4 W.W.F. AT MID-DEPTH.

7. SEE PLAN FOR LOCATION OF 4" HOUSEKEEPING CONCRETE SLABS . SEE

MECHANICAL PLANS FOR EXACT DIMENSIONS. REINFORCED W/ 6X6 W1.4XW1.4

W.W.F. AT MID-DEPTH.

8. PROVIDE CONTROL JOINTS IN ALL SLABS ON GRADE. CONTROL JOINTS SHALL BE

TOOLED OR SAWCUT AS SOON AS POSSIBLE WITHOUT RAVELING. THE PATTERN

SHALL BE APPROXIMATELY SQUARE AND LIMITED TO AN AREA OF 144 SF.

PATTERN IS SHOWN ON S-105.

9. ALL BRACED FRAMES SHALL CONSIST OF HSS3X3X1/4 X-BRACES WITH SPLICE

PLATE IN CENTER AND MUST FIT IN A 6" CFMF STUD WALL. BRACED FRAMES

SHALL BE PROVIDED IN THE STEEL SHOP DRAWINGS AND DETAILED BY A

DELEGATED AISC FABRICATOR, WITH SIGNED AND SEALED DRAWINGS. SEE

PLAN AND SCHEDULE FOR DESIGN FORCES AND DETAILS.

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16'

0" 3/4" 1 1/2" 3"

INCH INCREMENTS SHOWN ARE AT FULL SCALE ON THE SHEET,

IF AT ANY OTHER LENGTH, SCALE DRAWING PROPORTIONALLY

3/16"=1'-0"

VA FORM 08 - 6231

A

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

321 4 5 6 7 8 9 10

CONSULTANT ARCHITECT/ENGINEER OF RECORD STAMP

Office of

Construction and Facilities Management

U.S. Department of Veterans Affairs

Project TitleDrawing Title

Approved:

Phase

Location

Issue Date

Project Number

Building Number

Drawing Number

Checked Drawn www.abovegroupinc.com

COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

WBRC

A R C H I T E C T S • E N G I N E E R S

WWW.WBRCAE.COM

BANGOR, MAINE 207-947-4511

PORTLAND, MAINE 207-828-4511

SARASOTA, FLORIDA 941-556-0757

TR

U

E N O

R

TH

PROJECT NORTH

4/ 5/

:5

PM

C :\U se rs

\c st ev en so n\

D oc um en ts \2

V A

C

BO

C C ap e

C od

S tru ct R

_c ra ig sn el le ng in ee rin g.

co m .rv t

S-104

650-318

BUILDING 1

REPLACEMENT OUTPATIENT

CLINIC DESIGN AT COAST GUARD

CAPE COD

JOINT BASE CAPE COD, BARNSTABLE MA

CV BGN02/10/23

100% CONSTRUCTION

DOCUMENTS

FIRST FLOOR PLAN-EAST

FULLY SPRINKLERED

3/16" = 1'-0"

FIRST FLOOR PLAN - EAST

TENSION ONLY X-BRACED FRAME SCHEDULE

MARK ANGLE SIZES BRACE FORCE TENSION (K)

A L3"x2 1/2"x1/4" 11K

B L3"x2 1/2"x1/4" 21K

C L3"x2 1/2"x5/16" 25K

D L3"x2 1/2"x3/8" 34K

2 #4 x 6'-0" CENTERED IN

SLAB ON GRADE DEPTH.

I.J.

INTERIOR CORNER.

SAWCUT (ONE MINIMUM,

TWO BETTER).

WALL, SEE PLAN.

I.J.

SLAB AREA

STAGGERED OR

DISCONTINUOUS

SAWCUT.

SAWCUT.

DISCONTINUOUS

SAWCUT.

(2) #4 x 6'-0" BAR SUPPLEMENTARY

REINFORCEMENT CENTERED ON

DISCONTINUOUS SAWCUT. PROVIDE

3/4" CONCRETE COVERAGE.

INTERIOR CORNERS

STAGGERED / DISCONTINUOUS JOINT DETAIL

STAGGERED / DISCONTINUOUS JOINT SECTION

SCALE: NTS

SCALE: NTS

SCALE: NTS

CONTINUOUS

SAWCUT.

CONTINUOUS

SAWCUT.

(2) #4 x 6'-0" BAR SUPPLEMENTARY

REINFORCEMENT CENTERED ON

DISCONTINUOUS SAWCUT. PROVIDE

3/4" CONCRETE COVERAGE. LOCATE

AND PROVIDE PER PLAN AND PLAN

NOTES.

A

A

(2) #4 x 4'-0" DIAG. BARS @ RE-

ENTRANT CORNERS (TYP.)

NOTES:

1. DEPTH OF CONCRETE ISOLATION SECTION TO EXTEND TO TOP OF CONCRETE PIER, PILE CAP OR FOOTIING.

2. PROVIDE A BOND BREAK USING A PRE-MOLDED JOINT FILLER BETWEEN THE CONCRETE ISOLATION SECTION, SLAB-ON-GRADE AND CONCRETE WALL.

3. ENLARGE CONCRETE ISOLATION SECTION AT BRACED BAY COLUMNS SUCH THAT PORTION OF BRACING

THAT PENETRATES THE SLAB IS COMPLETELY ISOLATED WITHIN ISOLATION SECTION.

TYP.

2"

C

LR

CJ: CONTROL JOINT

PER PLAN, TYPICAL.

CONCRETE ISOLATION

SECTION, TYPICAL.

(SEE NOTE1)

BASE PLATE BEARING ON

CONCRETE SUPPORT BELOW

SLAB, TYPICAL U.N.O. SUPPORT

NOT SHOWN FOR CLARITY.

SLAB-ON-GRADE

AT-GRADE

FOUNDATION

WALL.

CJ

C J

C J

C J

BOND BREAK,

TYP. (SEE NOTE 2)

MA P.E. # 55589

Cordell S. Van Nostrand

ENGINEER OF RECORD

0' 4' 8' 16'

0" 3/4" 1 1/2" 3"

INCH INCREMENTS SHOWN ARE AT…