Attachment 6 - Drawings Structural.pdf

GENERAL

1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE

PROVISIONS OF THE CONTRACT DOCUMENTS.

2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE

OF TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE.

4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT

SHALL GOVERN.

5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN

ON THE STRUCTURAL DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.

7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. DESIGN

PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY.

8. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.

10. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.

11. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR.

12. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.

13. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP

DRAWINGS IS NOT PERMITTED.

14. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL.

CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS.

15. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE.

16. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF CURTAIN WALL/WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

CODE/DESIGN CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING:

• INTERNATIONAL BUILDING CODE, 2021 EDITION

2. GRAVITY LOADS

A. UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

• GENERAL AREAS: 100 PSF

B. UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

• ROOF: 20 PSF

• GROUND SNOW LOAD: 10 PSF

• SNOW EXPOSURE COEFFICIENT = 1.0

• SNOW LOAD IMPORTANCE FACTOR = 1.1

• THERMAL FACTOR = 1.0

PONDING AND DRIFT EFFECTS HAVE BEEN INCLUDED IN THE DESIGN.

C. DEAD LOADS (IN ADDITION TO STRUCTURE SELF-WEIGHT):

ROOF:

• ROOFING: 5 PSF

• INSULATION: 5 PSF

• MISCELLANEOUS: 5 PSF

• CEILING/MEP: 5 PSF

3. WIND LOADS:

• RISK CATEGORY: III

• ULTIMATE DESIGN WIND SPEED, VULT = 147 MPH

• ALLOWABLE DESIGN WIND SPEED, VASD = 115 MPH

• EXPOSURE C

• INTERNAL PRESSURE COEFFICIENT = +/-0.18

SEE COMPONENT AND CLADDING DESIGN WIND PRESSURE DIAGRAM

4. EARTHQUAKE LOADS:

• SEISMIC IMPORTANCE FACTOR: I = 1.0

• RISK CATEGORY: III

• SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.081

• 1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.043

• SITE CLASS D

• SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.071

• 1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.065

• SEISMIC DESIGN CATEGORY: A

5. UNLESS NOTED OTHERWISE CALCULATED INDIVIDUAL MEMBER DEFLECTIONS (IN INCHES) DO NOT EXCEED THE FOLLOWING:

DEAD LOAD

ROOF MEMBERS: L/360

LIVE LOAD

ROOF MEMBERS: L/360

DEAD + LIVE LOAD

ROOF MEMBERS: L/240

• WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN SUPPORTS. (FOR CANTILEVERS, L IS TWICE THE LENGTH OF THE CANTILEVER.)

NOTE THAT THE TOTAL MAXIMUM CALCULATED FLOOR SYSTEM DEFECTION WILL BE THE SUM OF THE DEFLECTIONS OF THE

SUPPORTED ELEMENTS IN A BAY.

6. SPECIAL INSPECTIONS:

A. THE STRUCTURAL TESTING/INSPECTION AGENCY, SEE SPECIFICATION SECTION 01 45 35, WILL PERFORM SPECIAL INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE. MATERIALS AND WORK TO BE INSPECTED INCLUDE SOILS, CONCRETE, AND STEEL CONSTRUCTION. SEE SPECIFICATION SECTIONS 01 45 35 FOR A COMPLETE LIST OF WORK REQUIRING SPECIAL INSPECTIONS.

B. SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED FOR STRUCTURAL COMPONENTS AND ASSEMBLIES WHICH ARE NOT FABRICATED AT THE CONSTRUCTION JOB SITE INCLUDING BUT NOT LIMITED TO ROOF JOISTS OF STEEL

MATERIALS, AND STRUCTURAL STEEL FRAMING.

C. SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED FOR ITEMS WHICH ARE PRODUCED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.

APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND BY PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE DESIGN PROFESSIONAL OR HIS DESIGNEE WHICH STATES THAT THE FABRICATION WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

D. THE CONTRACTOR WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE DURING CONSTRUCTION OF THE PROJECT. DOCUMENTATION THAT SUMMARIZES THE QUALIFICATION AND CREDENTIALS OF EACH SPECIAL INSPECTOR AND DEMONSTRATES COMPETENCE FOR INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION SHALL BE SUBMITTED TO THE DESIGN PROFESSIONAL OR HIS DESIGNEE FOR

REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.

E. APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS TO THE DESIGN PROFESSIONAL OR HIS DESIGNEE WHICH INDICATE THAT THE WORK INSPECTED WAS DONE IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. A FINAL REPORT WHICH DOCUMENTS THE RESULTS OF THE SPECIAL INSPECTIONS PERFORMED INCLUDING CORRECTION OF ANY DISCREPANCIES IDENTIFIED DURING INSPECTION SHALL BE SUBMITTED PERIODICALLY AT A FREQUENCY APPROVED BY THE DESIGN

PROFESSIONAL PRIOR TO CONSTRUCTION.

7. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.

FOUNDATION

1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PREPARED BY TERRACON, REPORT NUMBER 92225371 DATED 16 DECEMBER 2022. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS

ENCOUNTERED IN THE FIELD DIFFERENT TO THOSE ASSUMED FOR DESIGN.

2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.

3. UNDERREAMED DRILLED PIERS SHALL BEAR ON SOIL CAPABLE OF SUPPORTING

3,600 PSF.

4. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR SCRAPER. REPLACE SOFT AREAS WITH

COMPACTED STRUCTURAL FILL AS REQUIRED BY THE SPECIFICATIONS.

5. STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.

STRUCTURAL FILL UNDER SLABS AND WITHIN 10'-0" OF THE BUILDING FOOTPRINT SHALL BE PLACED IN 8" LOOSE LIFTS MAXIMUM AND COMPACTED TO AT LEAST 95% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE TOP 12" SUB-BASE UNDER SLABS ON GRADE SHALL BE COMPACTED TO AT LEAST 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY. ALL BACKFILL, COMPACTION AND PROOF ROLLING OPERATIONS SHALL BE OBSERVED BY AN INDEPENDENT TESTING LABORATORY.

6. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.

7. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 12" BELOW FINISHED GRADE.

8. A MINIMUM 15 MIL VAPOR BARRIER SHALL BE PROVIDED UNDER ALL FOUNDATION SLABS.

REINFORCEMENT

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND HAVE MINIMUM SIDE AND END LAPS OF 8".

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS IS NOT ACCEPTABLE.

4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE DESIGN

PROFESSIONAL.

5. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:

• CONCRETE REINFORCEMENT: CLASS B TENSION LAP

6. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

A. CONCRETE REINFORCEMENT COVER

EXPOSED TO EARTH OR WEATHER:

• UNFORMED CAST AGAINST EARTH: 3” CLEAR

• FORMED #6 AND LARGER: 2” CLEAR

• FORMED #5 AND SMALLER: 1-1/2” CLEAR

NOT EXPOSED TO EARTH OR WEATHER:

• SLABS: 3/4" CLEAR

7. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM C881, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE.

ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

8. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.

9. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS.

CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:

A. NORMAL WEIGHT STRUCTURAL CONCRETE:

• FOOTINGS: 3000 PSI

• DRILLED PIERS: 4000 PSI

• SLABS, GRADE BEAMS: 4000 PSI

3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING CROSSING UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND DUCTS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR

LOCATION OF SLEEVES, ACCESSORIES, ETC.

4. UNLESS SPECIFICALLY DETAILED AND SHOWN ON THE STRUCTURAL DOCUMENTS PENETRATIONS OR OPENINGS IN SLABS SHALL:

· NOT EXCEED 10 INCHES IN ANY DIMENSION

· NOT BE LOCATED WITHIN 6 INCHES FROM ANY EDGE OF SLAB

· NOT BE LOCATED WITHIN A GRADE BEAM CROSS SECTION

· NOT BE CLOSER THAN 10 TIMES THE SLAB THICKNESS FROM A CONCENTRATED LOAD GREATER THAN 2000 LBS OR COLUMN

· WHEN PLACED IN GROUPS SHALL BE PLACED WITH NO LESS THAN ONE PENETRATION OR OPENING DIAMETER CLEAR BETWEEN THEM.

5. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS REQUIRED TO BE ENCASED IN

CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB DEPRESSIONS.

6. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO HORIZONTAL CONSTRUCTION JOINTS ARE

PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS.

7. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING

0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE DESIGN PROFESSIONAL.

CONCRETE MASONRY

1. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE F'M = 1500 PSI.

2. MORTAR SHALL COMPLY WITH THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY AND SHALL BE OF THE FOLLOWING TYPE:

§ WALLS BELOW GRADE TYPE M

§ BEARING WALLS TYPE M OR S

3. CONCRETE MASONRY UNITS SHALL BE GROUTED WITH 2500 PSI COARSE GROUT AS SHOWN IN THE STRUCTURAL DOCUMENTS. GROUT

FOR REINFORCED AND NONREINFORCED MASONRY SHALL CONFORM TO ASTM C476.

PROVIDE HORIZONTAL JOINT REINFORCEMENT WITH NO. 9 GAGE LONGITUDINAL WIRES AT 16" C/C VERTICALLY, UNLESS NOTED OTHERWISE.

PROVIDE SPECIAL ACCESSORIES FOR CORNERS, INTERSECTIONS, ETC.

4. PROVIDE OPEN BOTTOM BEAM BLOCK UNITS WITH 3" DEEP MINIMUM WEB OPENINGS AT HORIZONTAL REINFORCEMENT LOCATIONS. A MINIMUM CLEAR SPACE OF ONE BAR DIAMETER SHALL BE PROVIDED BETWEEN THE REINFORCING BARS AND THE FACE OF MASONRY UNITS.

5. PROVIDE CONTROL JOINTS IN ALL CONCRETE MASONRY WALLS AT LOCATIONS APPROVED BY THE DESIGN PROFESSIONAL AT A MAXIMUM

SPACING OF 3 TIMES THE WALL HEIGHT OR 40'-0", WHICHEVER IS LESS.

6. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY WALLS ABUT CONCRETE SURFACES.

7. SUBMIT WRITTEN CONSTRUCTION PROCEDURES PRIOR TO THE START OF MASONRY CONSTRUCTION.

8. MINIMUM VERTICAL WALL REINFORCEMENT SHALL BE #5@24" C/C, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE.

• STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B

• STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B

• STRUCTURAL CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, UNLESS NOTED

OTHERWISE.

2. BOLTS AND ANCHORS:

A. BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE) WITH MINIMUM 3/4" DIAMETER

(UNO) F3125 BOLTS. SUBMIT PROPOSED BOLT TIGHTENING PROCEDURE FOR REVIEW.

B. ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED RODS OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE THREADED ROD, GRADE A36, UNLESS NOTED OTHERWISE.

C. EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC (ICC-ES) WITH A PUBLISHED EVALUATION REPORT. ANCHORS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 193 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. ALL ANCHORS SHALL BE APPROVED FOR RESISTING WIND AND SEISMIC LOADS.

INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE

ANCHOR DIAMETER, UNLESS NOTED OTHERWISE.

D. ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE CONFORMING TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE.

3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".

4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS.

CONNECTIONS SHALL BE DESIGNED FOR THE ULTIMATE LOAD REACTION VALUES SHOWN ON THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DESIGN REACTION SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART 3 OF THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15TH) EDITION. THE DESIGN REACTION IS EQUAL TO HALF THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE DESIGN PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE CONTRACTOR. SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SUCH CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. FOR CONNECTION DETAILS DEPICTING ARRANGEMENT CONCEPT OF THE CONNECTION WITHOUT COMPLETE DETAILS, THE CONNECTION DESIGN ENGINEER SHALL FOLLOW THAT ARRANGEMENT CONCEPT IN THE DESIGN.

5. USE PRE-QUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING

SOCIETY. "NON-PRE-QUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR TO FABRICATION.

6. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.

STEEL JOISTS

1. STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE DESIGNED, FABRICATED, AND ERECTED ACCORDING TO THE

SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI).

2. STEEL ROOF JOISTS AND BRIDGING SHALL BE DESIGNED FOR A NET ULTIMATE UNIFORM UPLIFT LOAD OF 60 PSF.

3. BRIDGING SHALL BE DESIGNED TO FULLY BRACE TOP CHORD OF JOISTS UNDER SERVICE LOADS FOR ROOF JOISTS NOT BRACED BY

STEEL ROOF DECK.

4. DESIGN OF STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT SHOP DRAWINGS SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION OF THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. SUCH REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR THE DESIGN OF THE STEEL JOISTS, BRIDGING AND THEIR CONNECTIONS.

5. CONTRACTOR SHALL COORDINATE THE CONSTRUCTION AND ERECTION OF WALLS, BEAM FRAMING, METAL DECKING, ETC. TO ENSURE COMPATIBILITY OF ROOF AND WALL SYSTEMS CONSIDERING PITCH AND CAMBER OF STEEL JOISTS.

METAL DECK

1. DECK DESIGN IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS.

2. PROVIDE ROOF DECK WITH THE FOLLOWING MINIMUM PROPERTIES:

• 1 1/2 INCH DEPTH

• 20 GAGE THICKNESS

• 0.306 IN3/FT SECTION MODULUS

• 0.277 IN4/FT MOMENT OF INERTIA

• 50,000 PSI YIELD STRESS

3. DECK IS SPECIFIED BASED ON A THREE SPAN CONDITION. FURNISH HEAVIER GAGE DECK IF REQUIRED FOR ONE OR TWO SPAN

CONDITIONS.

4. FASTEN ROOF DECK TO RESIST A NET ULTIMATE UPLIFT OF 60 PSF OR AS INDICATED ON THE DRAWINGS.

5. FASTEN DECK TO RESIST AN ULTIMATE DIAPHRAGM SHEAR FORCE OF 1,200 POUNDS PER LINEAR FOOT.

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Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

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VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

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MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

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G B

G B

G B

G B

GB1

G B

G B

G B

G B

GB1 GB1 GB1 GB1 GB1

G B

G B

GB1

H

SS

6X 3X

1/

H

SS

6X 3X

1/

H

SS

6X 3X

1/

H

SS

6X 3X

1/

H

SS

6X 3X

1/

H

SS

6X 3X

1/

S-301

S-301

S-301

S-301

NOTE 7

S-301

1.7

9'-8 1/4"

6'-8 1/2" 14'-11" 9'-0 1/2"

S-301

S-301

S-301

S-301

S-301

S-301

S-301

G B

G

B

G B

G B

G

B

G B

G B

G

B

G B

G B

G

B

G B

BRACED FRAME

BRACED FRAME

/2

7'-1 3/4"

11'-8"

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

S-501

9 S im

S-501

9 S im

S-301

27'-8"

/4

SEE CIVIL FOR

CHILLER PAD

MASONRY SCREEN WALL.

REINFORCE W/#5 BARS AT 24"

O.C. FULLY GROUT WALL.

/2

8'-4"

6'-10"

H

SS6X3X1/4

H

SS6X3X1/4

H

SS6X3X1/4

BP

1PC

W 8X24

H

SS6X3X1/4

BP

W

8X24PC

BP

W

8X24PC

2 BP

1PC

W 8X24

BP

1PC

W 10X49

H

SS6X3X1/4

H

SS6X3X1/4

H

SS6X3X1/4

H

SS6X3X1/4

H

SS6X3X1/4

/2

31'-4 1/4" 3'-6 1/2"

34'-10 3/4"

H

SS6X3X1/4

H

SS

6X 3X

1/

H

SS

6X 3X

1/

/4

7'-8"

C

C

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. PCx INDICATES PILE CAP. SEE 5/S-301. T/PILE CAP

EL = -1'-0" UNO, BASED ON T/SLAB REFERENCE

ELEVATION = 0'-0".

4. BPx INDICATES COLUMN BASE PLATE. SEE 5/S-501.

5. T/SLAB EL = 0'-0". PROVIDE 8" SLAB ON GRADE

REINFORCED WITH #6@8" EACH WAY.

6. PROVIDE ISOLATION JOINT AT COLUMN. SEE 8/S-301.

7. PROVIDE REINFORCEMENT AT RE-ENTRANT

CORNERS, SEE 4/S-301.

8. INDICATES BRACED FRAME, SEE S-502.

9. CONTRACTOR SHALL BE RESPONSIBLE FOR

COORDINATION OF ALL UTILITY AND PLUMBING LINES.

SEE 15/S301.

10. INDICATES STEP IN SLAB, SEE DETAIL

9/S-301

11. CONTRACTOR TO EXCAVATE A MINIMUM OF 66" OF

NATIVE SOILS BELOW THE BUILDING SLAB

ELEVATION, AND UP TO 10'-0" OUTSIDE OF THE

BUILDING. CONTRACTOR TO BACKFILL WITH

COMPACTED STRUCTURAL FILL. SEE S-001 FOR

MORE INFORMATION.

BID DEDUCT ALTERNATES

7 ALTERNATE NO.7: (includes all previous alternate(s)) Delete Main Entry Vestibule in it’s entirety on the exterior of the Building. Provide new Vestibule inside building as part of the Waiting area. See Architectural Drawings. See sheets S-100 and S-102.

S-301

14'-8"

1'-4" 1'-4"

SEE CIVIL FOR

DUMPSTER PAD

MASONRY SCREEN WALL.

REINFORCE W/#5 BARS AT 24"

O.C. FULLY GROUT WALL.

CC

CC

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-100

FOUNDATION PLAN

2 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

1/8" = 1'-0"S-100

1 FOUNDATION PLAN

1/8" = 1'-0"S-100

2 FOUNDATION PLAN - DUMPSTER ENCLOSURE

N O

R T

H

0 4 8 16

N O

R T

H

0 4 8 16

1 2 3 4 5 6

A

B

C

D

30'-8" 30'-8" 30'-8" 30'-8" 30'-8"

W18X35

W18X35

W18X35 W18X35 W18X35

W18X35 W18X35 W18X35 W18X35 W18X35

W X

W X

W18X35W18X35W18X35W18X35W18X35

W X

W X

W X

W16X26 W18X35 W18X35 W18X35

K

K

K

K

W X

K

K

K

K

W X

K

K

K

K

K

K

K

K

W X

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

W X

K

K

K

K

W X

K

K

K

K

W X

K

K

K

K

W X

/4

153'-4"

5.75.2

E

OPEN TO

BELOW

10K1

10K1W X

W X

W12X19

S-103

1 AT HIGH

ROOF

S-502

BRACED FRAME

B R

A C

E D

F R

A M

E

B R

A C

E D

F R

A M

E

S-502

S-502

A.5

S-502

W8X10

W16X26

S-501

S-501

S-501

S-501

S-501

S-501

TYP AT

AWNINGS

DECK BEARING

EL = 15'-8"

1.7

W16X26

S-502

9'-8 1/4" 6'-8 1/2" 14'-11" 9'-0 1/2"

LOCATION PER ARCH

PARTITION HEADER

W X

S-501

HSS4X4X5/16 STUB DOWN

HSS4X4X5/16 STUB DOWN

10K1

11k 11k 11k 11k 11k 11k 11k 11k

18k 18k 18k 18k 18k 18k 18k 18k 18k 18k

18k 18k 18k 18k 18k 18k 18k 18k

11k 11k 11k 11k 11k 11k

K

HSS8X6X1/4

(T.O.S. = 11'-8")

H S

S X

X

/8

(T .O

.S

ROOF ACCES SEE

/11 S-501

H S

S X

X

/4

(T .O

.S

H S

S X

X

/4

(T .O

.S

H S

S X

X

/4

(T .O

.S

H S

S X

X

/4

(T .O

.S

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

S-501

TYP

HSS6X4X1/4

(T.O.S. = 11'-6")

OFFSET TYP.

1'-1"

HSS6X4X1/4

(T.O.S. = 11'-6")

S-501

9 S im

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6")

HSS6X4X1/4

(T.O.S. = 11'-6") k k

12k 12k k k k k

10k 10k 10k 10k k k k k k k k k k k k k k k k k

HSS4X4X1/4

(T.O.S. = 7'-11")

HSS4X4X1/4

(T.O.S. = 7'-11")

HSS4X4X1/4

(T.O.S. = 7'-11")

S-501

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. DECK BEARING ELEVATION @ 15'-10 1/2" RELATIVE TO

FIRST FLOOR REFERENCE ELEVATION = 0'-0" UNO.

4. INDICATES DIRECTIONAL SPAN OF 1 1/2" 20 GA

GALV. ROOF DECK, SEE 4/S-501.

5. INDICATES BRACED FRAME, SEE S502.

6. INDICATES MOMENT CONNECTION. SEE

3/S-502. ULTIMATE MOMENT REACTIONS PER COLUMN

TYPE:

W8: 70 KIP-FT

W10: 120 KIP-FT

7. INDICATES CONT. HORZ. BRIDGING AT TOP

AND BOTTOM CHORD OF JOISTS WITH ADDITIONAL X-

TYPE BRIDGING IN THE FIRST PANEL AND EVERY

SIXTH PANEL. BRIDGING SHALL BE WELDED TO

JOISTS, FRAMING, AND AT CROSSOVER POINTS. USE

L1 1/4"x 1 1/4"x7/64".

8. XXk INDICATES ULTIMATE SHEAR REACTION IN KIPS.

ALTERNATE NO.13: (includes all previous alternate(s)) Delete Raised Entry Lobby & reduce clerestory & North Wall glazing at Entry Lobby and reduce the A/C. See Architectural Drawings. See S-102 and S-103.

BID DEDUCT ALTERNATES

2 ALTERNATE NO.2: (includes all previous alternate(s)) Delete the movable partition and supporting structure between Group Rooms. See Architectural Drawings. See sheets S-102 and S-501.

7 ALTERNATE NO.7: (includes all previous alternate(s)) Delete Main Entry Vestibule in it’s entirety on the exterior of the Building. Provide new Vestibule inside building as part of the Waiting area. See Architectural Drawings. See sheets S-100 and S-102.

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-102

ROOF FRAMING PLAN

3 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

1/8" = 1'-0"S-102

1 ROOF FRAMING PLAN

N O

R T

H

5 6

C

D

K

K

K

K

W X

W18X35

W X

S-501

S-501

30'-8"

W18X35

12k 12k

12k 12k k k k k

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. DECK BEARING ELEVATION @ 21'-8" RELATIVE TO

FIRST FLOOR REFERENCE ELEVATION = 0'-0" UNO.

4. INDICATES DIRECTIONAL SPAN OF 1 1/2" 20 GA

GALV. ROOF DECK, SEE 4/S-501.

5. INDICATES BRACED FRAME, SEE S502.

6. INDICATES MOMENT CONNECTION. SEE

3/S-502.

7. INDICATES CONT. HORZ. BRIDGING AT TOP

AND BOTTOM CHORD OF JOISTS WITH ADDITIONAL X-

TYPE BRIDGING IN THE FIRST PANEL AND EVERY

SIXTH PANEL. BRIDGING SHALL BE WELDED TO

JOISTS, FRAMING, AND AT CROSSOVER POINTS. USE

L1 1/4"x 1 1/4"x7/64".

8. XXk INDICATES ULTIMATE SHEAR REACTION IN KIPS.

ALTERNATE NO.13: (includes all previous alternate(s)) Delete Raised Entry Lobby & reduce clerestory & North Wall glazing at Entry Lobby and reduce the A/C. See Architectural Drawings. See S-102 and S-103.

BID DEDUCT ALTERNATES

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-103

HIGH ROOF FRAMING PLAN

4 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

1/4" = 1'-0"S-103

1 HIGH ROOF FRAMING PLAN

N O

R T

H

S-301

S-301

S-301

G B

G B

GB1

G B

BP1

BP1

W 10X49

W 10X49

H

SS6X3X1/4

H

SS6X3X1/4

PC

PC

5 6

D

5.75.2

E

11'-8"

1'-5 1/4" 1'-9 3/4"

S-501

S-501

S-103

OPEN TO

BELOW

AT HIGH

ROOF

18k

11k

12k 12k

10k 10k k k

W18X35

W X

H S

S X

X

/8

(T .O

.S

HSS8X6X1/4

(T.O.S. = 11'-8")

5 6

D

5.75.2

E

P C

BID DEDUCT ALTERNATES

7 ALTERNATE NO.7: (includes all previous alternate(s)) Delete Main Entry Vestibule in it’s entirety on the exterior of the Building. Provide new Vestibule inside building as part of the Waiting area. See Architectural Drawings. See sheets S-100 and S-102.

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. PCx INDICATES PILE CAP. SEE 5/S-301. T/PILE CAP

EL = -1'-0" UNO, BASED ON T/SLAB REFERENCE

ELEVATION = 0'-0".

4. BPx INDICATES COLUMN BASE PLATE. SEE 5/S-501.

5. T/SLAB EL = 0'-0". PROVIDE 8" SLAB ON GRADE

REINFORCED WITH #6@8" EACH WAY.

6. PROVIDE ISOLATION JOINT AT COLUMN. SEE 8/S-301.

7. PROVIDE REINFORCEMENT AT RE-ENTRANT

CORNERS, SEE 4/S-301.

8. INDICATES BRACED FRAME, SEE S-502.

9. CONTRACTOR SHALL BE RESPONSIBLE FOR

COORDINATION OF ALL UTILITY AND PLUMBING LINES.

SEE 15/S301.

10. INDICATES STEP IN SLAB, SEE DETAIL

9/S-301

11. CONTRACTOR TO EXCAVATE A MINIMUM OF 66" OF

NATIVE SOILS BELOW THE BUILDING SLAB

ELEVATION, AND UP TO 10'-0" OUTSIDE OF THE

BUILDING. CONTRACTOR TO BACKFILL WITH

COMPACTED STRUCTURAL FILL. SEE S-001 FOR

MORE INFORMATION.

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND

DIMENSIONS.

3. DECK BEARING ELEVATION @ 15'-10 1/2" RELATIVE TO

FIRST FLOOR REFERENCE ELEVATION = 0'-0" UNO.

4. INDICATES DIRECTIONAL SPAN OF 1 1/2" 20 GA

GALV. ROOF DECK, SEE 4/S-501.

5. INDICATES BRACED FRAME, SEE S502.

6. INDICATES MOMENT CONNECTION. SEE

3/S-502. ULTIMATE MOMENT REACTIONS PER COLUMN

TYPE:

W8: 70 KIP-FT

W10: 120 KIP-FT

7. INDICATES CONT. HORZ. BRIDGING AT TOP

AND BOTTOM CHORD OF JOISTS WITH ADDITIONAL X-

TYPE BRIDGING IN THE FIRST PANEL AND EVERY

SIXTH PANEL. BRIDGING SHALL BE WELDED TO

JOISTS, FRAMING, AND AT CROSSOVER POINTS. USE

L1 1/4"x 1 1/4"x7/64".

8. XXk INDICATES ULTIMATE SHEAR REACTION IN KIPS.

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-104

DEDUCT ALTERNATES - FOUNDATION &

ROOF FRAMING PLANS

5 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

1/8" = 1'-0"S-104

1 DEDUCT ALTERNATE #7 - FOUNDATION PLAN

1/8" = 1'-0"S-104

2 DEDUCT ALTERNATE #7 - ROOF FRAMING PLAN

FOUNDATION NOTES

ROOF FRAMING NOTES

N

O R

T H

0 4 8 16N O

R T

H

3'-0"

1'-6" 1'-6"

PC1

"D" = 2'-0"

(4) #7 EA WAY TOP & BOT W/ STD 180° HOOK EA END

(1) 12" Ø PILE x 10'-0"

2'-3" 2'-3"

PC2

"D" = 2'-0"

(18) #7 EA WAY TOP & BOTT W/ STD 180° HOOK EA END

(3) 12" Ø PILES x 10'-0"

T/PILE CAP EL

COLUMN, SEE PLAN

T/SLAB EL

PILE CAP,

SEE PLAN

GRADE BEAM,

SEE 14/S-301

SEE FOR BASE

PLATE AND ANCHOR BOLT

DETAIL / SCHEDULE

/5 S-501

3" 2"

BUILDING CORNER OR

CONSTRUCTION JOINT

2#5 x 4'-0" LONG TOP

M

IN

2'-0"

#4 @ 18"

4#9 T&B

B/GRADE BM

B/PILE CAP

SEE PLAN

FINISHED GRADE,

SEE CIVIL

SLAB, SEE PLAN

GRADE BEAM

SEE 3/S-301

T/ SLAB

2'-0"

SLAB, SEE PLAN

GRADE BEAM

SEE 3/S-301

T/ SLAB

2'-0"

T/PILE CAP EL

SEE FOR BASE

PLATE AND ANCHOR BOLT

DETAIL / SCHEDULE

COLUMN, SEE PLAN

T/SLAB EL

PILE CAP,

SEE PLAN

GRADE BEAM,

SEE 14/S-301

/5 S-501

T/PILE CAP EL

TYP

Ld LAP

PILE CAP GRADE BEAM

SEE PLAN

GRADE BEAM

SEE PLAN

DOWELS TO MATCH SIZE

AND SPACING OF ADJACENT

GRADE BEAM

TYP

Ld LAP

COLUMN, SEE PLAN

BLOCKOUT FOR COL.

AS REQUIRED.

GRADE BEAM REBAR

TO BE CONTINUOUS ,

STEP AS REQUIRED

T/SLAB EL

#4 CONT

SHALLOW RECESS

R E

C E

S S

D E

P T

H

(N O

T T

O E

X C

E

D

P T

H O

F S

L A

B

T/SLAB EL

SLAB REBAR SEE PLAN

FINISHED GRADE,

SEE CIVIL

T/GRADE

SLAB, SEE PLAN

GRADE BEAM

SEE 3/S-301

T/ SLAB

2'-0"

7 1/2"2 #5 BARS CONT.

IN BRICK LEDGE

F T

G

W A

L L

M

IN

F T

G T

H

IC

K N

E S

S 1'-6" 1'-6"

2'-8" 2'-8"

CL OF PIPE

PIPE NEAR TOP OF FOOTING

2'-0" 2'-0"

M

IN3

ADDL REINF TO

MATCH FTG REINF

FTG REINF

#6 @ 12" OC

T/FTG EL

F T

G

W A

L L

M

IN

F T

G T

H

IC

K N

E S

S 1'-6" 1'-6"

CL OF PIPE

PIPE AT BOTTOM OF FOOTING

2'-0" 2'-0"

M

IN3

ADDL REINF TO

MATCH FTG REINF

FTG REINF

T/FTG EL

F T

G

W A

L L

CL OF PIPE

PIPE UNDER FOOTING

FTG REINF

T/FTG EL

M

IN6

NOTE:

VERIFY PIPE PENETRATION LOCATION

WITH PLUMBING CONTRACTOR

#6 @ 12" OC

2'-8" 2'-8"

8" CMU WALL

T/FTG EL = -1'-4"

DOWEL TO MATCH

VERT WALL REINF

ALTERNATE HOOKS

4'-0"

VENEER, SEE ARCH#5 BARS @ 24" C/C. FULLY

GROUT SCREEN WALL TYP

T/SLAB EL

SEE CIVIL

#5 BARS @12" O.C

T+B

T/WALL SEE ARCH

#6 BARS @ 10" C/C

MAX SPACING T+B

1'-8" 1'-8"8"

T/FTG EL

COLUMN, SEE PLAN

NOTE:

SLAB ON GRADE, GRADE BEAM AND PILES NOT SHOWN FOR CLARITY.

A A

SECTON A-A

2#5 STIRRUP

EACH WAY

AT EACH ANCHOR

BOLT, TYP

PILE CAP

REINFORCEMENT

ANCHOR

BOLT, TYP

T/FTG EL

COLUMN, SEE PLAN

PILE,

SEE

E M

B E

D

C L R

C L R

M

IN

180° HOOK ON

BOTTOM BARS

TOP BARS,

WHERE DETAILED

HOOK ALL LONGITUDINAL

REINFORCEMENT FROM

AUGURED PILE INTO CAP

NOTE:

SLAB ON GRADE AND GRADE BEAM NOT SHOWN FOR CLARITY.

4#4 VERT

#3 TIES @

18"

/5 S-301

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-301

FOUNDATION DETAILS

6 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

1/2" = 1'-0"S-301

5 TYPICAL AUGER PILE CAPS

3/4" = 1'-0"S-301

2 TYPICAL INTERIOR STEEL COLUMN FOOTING

3/4" = 1'-0"S-301

4 TYPICAL REINFORCEMENT AT SLAB RE-ENTRANT CORNER

3/4" = 1'-0"S-301

3 GRADE BEAM SECTION

3/4" = 1'-0"S-301

11 EXTERIOR GRADE BEAM

3/4" = 1'-0"S-301

7 INTERIOR GRADE BEAM

3/4" = 1'-0"S-301

6 TYPICAL EXTERIOR STEEL COLUMN FOOTING

3/4" = 1'-0"S-301

14 TYPICAL GRADE BEAM TO PILE CAP CONNECTION

3/4" = 1'-0"S-301

9 TYPICAL GRADE SUPPORTED SLAB AT RECESS

3/4" = 1'-0"S-301

12 EXTERIOR GRADE BEAM W/ LEDGE

3/4" = 1'-0"S-301

15 TYPICAL THICKENED FOOTING AT UNDERGROUND PIPING

3/4" = 1'-0"S-301

13 TYPICAL EXTERIOR 8" CMU SCREEN WALL AND FOOTING DETAIL

3/4" = 1'-0"S-301

8 TYPICAL ANCHOR BOLT REINFORCEMENT

3/4" = 1'-0"S-301

17 TYPICAL PILE CAP SECTION

AT CORNERS AT JAMBS

AT BEAM/JOIST BEARING

#4 VERT, TYP

1#5 EA SIDE

CUT HORIZ JOINT

REINF AT

CONTROL JOINTWIDE FLANGE

NEOPRENE CONTROL

JOINT MATERIAL

SEALANT FLUS W/

MORTAR JOINT

AT CONTROL JOINT

AT INTERSECTION

W/ INTERIOR WALL

3#5 VERT, TYP

1#5 EA SIDE FOR

OPENINGS 4'-0"

WIDE OR LESS

2#5 EA SIDE FOR

OPENINGS 4'-0" TO 8'-0"

3#5 EA SIDE FOR

OPENINGS GREATER

THAN 8'-0" WIDE

2#5

24"x24" L-REBAR MATCH

TO HORIZ REINF @

BOND BEAM

D

B

E

C A

N O

T E

A S

R E

Q U

IR

E

D N

O T

E

N O

T E

N O

T E

N

O T

E

FILL ALL CELLS SOLID W/

GROUT THAT REQUIRE

VERT REINF AND ALL

CELLS BELOW GRADE

JOINT REINF AT 16"

DOWELS TO MATCH

VERT

NOTES:

1. USE 4-0 LIFTS FOR BAR SIZES #3 THROUGH #6, USE 6-0 LIFTS

FOR BAR SIZES #7 AND ABOVE

2. FOR FOOTING AND ADDITIONAL REINFORCING, REFER TO PLANS

AND SECTIONS.

*MASONRY LAP SCHEDULE

#5 = 30"

A N

D S

E C

T

IO

N S

T

Y P

S E

E P

L A

N S

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-401

MASONRY DETAILS

7 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

3/4" = 1'-0"S-401

1 TYPICAL REINFORCING AT 8" LOAD BEARING CMU

3/4" = 1'-0"S-401

2 TYPICAL REINFORCING CMU WALL

NOTE: FOR SPANS ARE GREATER THAN 5'-0" USE L6x3 1/2x5/16 (LLV)

3/16

TYP

3/16

3/16

TYP

L3x3x1/4

L3 1/2x3 1/2x1/4 x 0'-5" LG TYP

COORDNATE OPENING SIZE

WITH ARCH AND MECH

C O

O R

D N

A T

E O

P E

N

IN

G S

IZ

E

W

IT

H A

R C

H A

N D

M E

C H

L3 1/2x3 1/2x1/4 x 0'-5" LG, TYP

L3x3x1/4

A A

SECTION A-A

DECK BRG EL

JOIST, SEE PLAN

CL PANEL POINT

CL PANEL POINT

CL CONCENTRATED LOAD

ON ROOF NOTE

CL CONCENTRATED LOAD

ON ROOF NOTE

NOTE: CONCENTRATED LOAD GREATER THAN 100 LBS BUT NOT TO EXCEED 300 LBS.

MAX OF 2LOADS TOTAL PER JOIST

1/8 1 TYP2L1-1/2x1-1/2x3/16 TYP

DECK BRG EL

1/8 JOIST, SEE PLAN

STABILIZER PLATE, THICKNESS

TO BE DETERMINED BY JOIST

SUPPLIER

COLUMN, SEE PLAN

6"

MIN

3/16

1/2" CAP

PLATE

DECK BRG EL

1/8

MIN

1/2" JOIST, SEE PLAN

BEAM, SEE PLAN

DECK BRG EL

3/16

3/16

1/8

1/8

1'-0" MAX

AT EDGE OF DECK WITHOUT JOIST

3/8" OUTRIGGER PL @ 24" WHERE CL OF

BEAM TO FACE OF BENT PL > 8"

ROOF DECK, SEE PLAN

FOR SPAN DIRECTION

S E

E A

R C

H

AT EDGE OF DECK WITH JOIST

DECK BRG EL

1'-0" MAX

S E

E A

R C

H

1'-0" MAX

/2

3/8" OUTRIGGER PL @ 24" WHERE CL OF

BEAM TO FACE OF BENT PL > 8", AS

ALTERNATE AT JOIST, CONTRACTOR

MAY PROVIDE JOIST EXTENSION

3/16

3/16

1/8

1/8

ROOF DECK, SEE PLAN

FOR SPAN DIRECTION

5/16" BENT

PLATE CONT

5/16" BENT

PLATE CONT

CL JOIST

DECK BRG EL

3/16

3/16

TYP

STD SHEAR CONNECTION

L5x5x3/8 , TYP L4x3x1/4 @ W8x10

NOTE: CLOSE COLUMN WITH 1/2" CAP PLATE, TYP

1/4

MIN

1/4

MIN

TYP BEAM WEB, TYP FLANGE

NOT SHOWN

SINGLE PLATE

CONNECTION (3/8" MIN)

SIZE TO SUIT SHEAR

AND MOMENT

COLUMN, SEE PLAN

CL INTERMEDIATE SUPPORT

CL END SUPPORT

(7) 5/8" DIA PUDDLE

WELDS AT SUPPORTS

5/8" DIA PUDDLE WELDS

@ 6" AT SIDE LAPS

5/8" DIA PUDDLE

WELDS W/ 14 GA

WELD WASHERS @

6" AT PERIMETER OF

BUILDING

36" WIDE SHEET

METAL DECK

C

B

A

M

IN

G R

O U

T

F E

TACK

S E

E N

O T

E

W

T/CONC EL

D

D

D2 D2

BASE PLATE AND ANCHOR BOLT SCHEDULE

MARK BASE PLATE ANCHOR BOLTS WELD

- W

BP1 3/16"

NO

F

9"

E

3/4"

D2

6 1/2"

D1

6 1/2"

C

16"

B

16"

A

3/4"

BP2 1/4"612"1"6"6"16"16"1"

STD PLATE WASHER AT EACH

ANCHOR BOLT, TYP, SEE NOTE 2

ANCHOR ROD WITH 2 STD

FLAT WASHERCCS AND 2

HEAVY HEX NUTS, TYP

COLUMN, SEE PLAN

NOTE:

1. THREADED ANCHOR BOLT PROJECTION LENGTH SHALL BE GROUT THICKNESS

+ BASE PLATE THICKNESS + ANCHOR BOLT DIA + 1" MIN.

2. PROVIDE PLATE WASHER AT BRACED FRAME ONLY.

3. AT BRACED FRAMES, BASE PLATE DIMENSIONS SHOWN SHALL BE MINIMUMS

AND SHALL BE SIZED TO FIT FOR CONNECTOINS OF BRACES.

4. PROVIDE ANCHOR REINFORCEMENT AT BP2. SEE DETAIL . /8 S-301

BEAM,

SEE PLAN

H S

S C

O L

S

E P

L A

N

T/ SLAB

NOTES:

1. DETAIL SHALL BE TYPICAL AT ALL

OPENINGS IN EXTERIOR LIGHT

GAGE METAL STUD WALLS.

2. COORDINATE DIMENSIONS AND

LOCATIONS WITH ARCHTICETURAL

DRAWINGS.

1/4

1/4

3/4"x 6" x 2'-0" BASE PLATE

W/ (4) 3/4" ADHESIVE ANCHORS

WITH 9" MIN EMBEDMENT

14x4x5/16 BENT PL 6" LONG EACH

SIDE W/(2) 3/4" DIA THRU-BOLTS

PROVIDE VERTICAL SLOTTED

HOLES IN BENT PL LEG

HSS HEADER. SEE PLAN

DECK BEARING

ELEVATION

15'-8"

11'-3"

L3X2X1/4" KICKER @

5'-0" MAX STAGGERED

L4X3X1/4" X 4" LLV

HSS STUB BEYOND

SEE PLAN

W-BEAM BEYOND

SEE PLAN

ROOF JOIST SEE PLAN

ROOF DECK SEE PLAN

3/16

3/16

5"X5/16" THK. PL @ EACH BRACE

3/16

3/16

PARTITION BY OTHERS

PARTITION SUPPORT BEAM SEE PLAN.

CONNECT TO STUB PER . /12 S-501

S-501

BEAM, SEE PLAN

METAL DECKING,

SEE PLAN

DECK BRG EL

SEE ARCH

C6x10.5 AT TIE ROD

SEE ARCH HSS HEADER

9FT OR MORE: HSS8X6X1/4, UNO

9FT OR LESS: HSS6X4X1/4

L4x4x1/4 KICKER

AT 5'-0" MAX

3/16

3/16

3/16

3/16

3/16

3/16

SEE ARCH

TIE ROD

BAR JOIST SEE PLAN

L3X2X1/4" AT EACH KICKER

1'-10" MAX

1/4

1/4

HEADER, SEE PLAN

3/8" PL

3/8" PL BETWEEN

COL. FLANGE

COLUMN,

SEE PLAN

AT COLUMN WEB

3/16

3/16

1/4

1/4

EA COL

FLANGE

1/2"

2"

/2

/2

T Y

P

T/ BEAM EL

SEE PLAN

BEAM, SEE PLAN

HSS STUB,

SEE PLAN

3/8"x9"x4" PL

W/ (4) 3/4"⌀

BOLTS

1/4

5/16" THK STIFF PL

BOTH SIDES

3/16

TYP

BEAM, SEE PLAN

DECK BRG EL

3/8 STIFF PL (NS & FS)

COL, SEE PLAN

3/4" CAP PL W/ (4) 3/4" Ø

A325 BOLTS

1/4

3/16

TYP

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-501

STEEL FRAMING DETAILS

8 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

3/4" = 1'-0"S-501

11 TYPICAL FRAMING AT ROOF OPENING

3/4" = 1'-0"S-501

3 TYPICAL JOIST REINFORCEMENT (CONCENTRATED LOAD)

3/4" = 1'-0"S-501

10 TYPICAL JOIST TO END COLUMN CONNECTION

3/4" = 1'-0"S-501

6 TYPICAL JOIST TO BEAM INTERIOR CONNECTION

3/4" = 1'-0"S-501

8 TYPICAL EXTERIOR ROOF DECK EDGE

3/4" = 1'-0"S-501

7 TYPICAL BEAM TO JOIST CONNECTION

3/4" = 1'-0"S-501

2 TYPICAL COLUMN CONNECTIONS (UNSLOTTED)

3/4" = 1'-0"S-501

4 TYPICAL ROOF DECK ATTACHMENT (36" WIDE SHEET)

3/4" = 1'-0"S-501

5 TYPICAL BASE PLATE AND ANCHOR BOLTS

3/8" = 1'-0"S-501

9 TYPICAL OPENING ELEVATION WITH JAMBS

3/4" = 1'-0"S-501

15 PARTITION SUPPORT BEAM DETAIL

3/4" = 1'-0"S-501

14 TYPICAL AWNING SUPPORT

3/4" = 1'-0"S-501

13 TYPICAL HEADER ATTACHMENT AT MAIN COLUMN

3/4" = 1'-0"S-501

12 BEAM SUPPORT AT PARTITION WALL

3/4" = 1'-0"S-501

16 TYPICAL BEAM OVER COLUMN CONNECTION

DM

IN

CL BEAM

WP

SEAL WELD

BRACE

3/16" COVER PL,

BOTH SIDE

3/8" MIN

GUSSET PL

3/8" STIFFENER PLATE

(NS AND FS)

NOTE: GUSSET PLATE, SHEAR CONNECTION, AND WELDS TO BE SIZED BY SUPPLIER

D

DM

IN

NOTE: GUSSET PLATE, SHEAR CONNECTION, AND WELDS TO BE SIZED BY SUPPLIER

CL BEAM

WP

SEAL WELD

3/16" COVER PL,

BOTH SIDE

3/8" MIN

GUSSET PL

BRACE

NOTE: GUSSET PLATE AND WELDS TO BE SIZED BY SUPPLIER

WP

D M

IN

SEAL WELD

D

BRACE

BASE PLATE,

SEE

3/16" COVER PL,

BOTH SIDE

3/8" MIN

GUSSET PL

/5 S-501

PC HSS COL TO

MATCH COL BELOW,

TYP ALL SIDES

CAP PLATE, TO

MATCH BM

FLANGE

THRU PLATE

BEAM WEB, TYP

(FLANGE NOT

SHOWN)

SHEAR

PLATE

1" RADIUS, TYP

COMPLETE

PENETRATION

COMPLETE

PENETRATION

T/STL EL

BOTTOM PLATE TO

MATCH BM FLANGE

STANDARD SHEAR CONN

1/4

TYP

1/4

TYP

BACK-UP BAR

BA.5

S-502

S-502

COLUMN,

SEE PLAN

DECK BRG EL

FINISH FLOOR

H S S 6X

6X 1/

P = k

W18X35V=10k V=10k

BC

H S S 6X

6X 1/

2 H S S 6X6X1/2

W18X35

S-502

S-502

COLUMN,

SEE PLAN

DECK BRG EL

FINISH FLOOR

P k P = ±60k

V=10k V=10k

H S S 6X

6X 1/

H S S 6X6X1/2

W18X35

1.7

S-502

S-502

COLUMN,

SEE PLAN

DECK BRG EL

FINISH FLOOR

P = k P = ±45k

V=10k V=10k

H S

S 6X

6X 1/

W16X26

1.7

H S

S 6X

6X 1/2

S-502

S-502

COLUMN,

SEE PLAN

DECK BRG EL

FINISH FLOOR

P k

P

±60k

V=10k V=10k

Foresite Group, LLC 3740 Davinci Ct.

Suite 100 Peachtree Corners, GA 30092 o | 770.368.1399 f | 770.368.1944 w | www.foresite group.netEngineers Architects

Revisions: Date

Drawing Title

Approved

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS: ARCHITECT/ENGINEER OF RECORD

Date Checked Drawn

FULLY SPRINKLERED

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

ACG Project Number

/2

/2

:0 :1

P

M C

U s e rs

\h h a rr is \O n e D ri v e

F G

V e n tu re s L L C

\D o c u m e n ts

\S -0

-B

C L C

V A

-B L D

G

S

H E

L L .1

.2 h h a rr is A

D G

N D

.r v t

S-502

STEEL FRAMING DETAILS

9 9JMW

REPLACE BUILDING 121

MICHAEL E. DEBAKEY VAMC

2002 HOLCOMBE BOULEVARD

HOUSTON, TEXAS 77030 JANUARY 24, 2025

100% CONSTRUCTION DOCUMENTS

580-324

JMW

22-021

3/4" = 1'-0"S-502

6 TYPICAL VERTICAL BRACE AT BEAM (DOUBLE, T&B)

3/4" = 1'-0"S-502

2 TYPICAL VERTICAL BRACE AT END COLUMN AT ROOF

3/4" = 1'-0"S-502

5 TYPICAL VERTICAL BRACE AT FOUNDATION

3/4" = 1'-0"S-502

3 TYPICAL TUBE COLUMN CONNECTIONS (MOMENT CONNECTION)

1/4" = 1'-0"S-502

17 BRACED FRAME GRID 1 AT 1.5 - B

1/4" = 1'-0"S-502

13 BRACED FRAME GRID 6 AT B - C

1/4" = 1'-0"S-502

15 BRACED FRAME GRID A AT 1 - 2

1/4" = 1'-0"S-502

19 BRACED FRAME GRID D AT 1 - 2