Attachment 9 - Drawings Part 1.pdf

ARCHITECT

SPEES DESIGN BUILD

625 1ST AVE, STE 301

SEATTLE, WA 98104

PHONE: (206) 590-2118

DESIGN TEAM

FIRE PROTECTION

VELTRE ENGINEERING

STRUCTURAL

SGH ENGINEERING

ELECTRICAL

PLUMBING

MECHANICAL SPS

STERISDAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

PHONE: (619)-770-8552

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

PHONE: (619)-770-8552

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

PHONE: (619)-770-8552

2899 DICKENS STREET #C-01

SAN DIEGO, CA 92106

PHONE: (858)490-9043 x11

1150 S. OLIVE STREET, SUITE 1600

LOS ANGELES, CA 90015

PHONE: (213)271-2000

5960 HEISLEY ROAD

MENTOR OH 44060

PHONE: (205) 533-4461

PROJECT INFORMATION

STATE:

COUNTY:

JURISDICTION:

OWNER:

SITE ZONING:

CONST TYPE:

OCCUPANCY:

CODE ANALYSIS

PROJECT DESCRIPTION

THE PROPOSED DESIGN SHALL RENOVATE

THE EXISTING STERILE PROCESSING SERVICE

SUITE LOCATED IN THE GROUND FLOOR OF

BUILDING 1. THIS INCLUDES ALL

ARCHITECTURAL, STRUCTURAL, MECHANICAL

AND ELECTRICAL RENOVATIONS REQ'D TO

ACCOMMODATE RELOCATED AND NEW VA-

PURCHASED EQUIPMENT, AND ALL SUPPORT

EQUIPMENT.

APPLICABLE BUILDING & LEVEL

BUILDING 1, LEVEL G

APPLICABLE CLINIC

SPS SUITE

ICRA CLASS REQUIREMENTS

SEE ICRA SHEET(S) & SPEC SECTION

01 35 26 - SAFETY REQUIREMENTS

APPROX SQUARE FEET IN SCOPE

9,500 SF

ALABAMA

JEFFERSON

BIRMINGHAM

GOV, VETERANS AFFAIRS

SEE FIRE LIFE SAFETY SHEET(S)

SEE FIRE LIFE SAFETY SHEET(S)

GENERAL NOTES

1. DO NOT SCALE DRAWINGS.

2. IF CONTRACTOR ENCOUNTERS WHAT APPEARS TO BE A HAZARDOUS OR QUESTIONABLE MATERIAL, THEY SHALL DISCONTINUE WORK IMMEDIATELY AND CONTACT THE COR AND/OR OWNER'S

REPRESENTATIVE. THE CONTRACTOR IS LIABLE FOR ABATEMENT/CLEANUP/CONTROL OF ANY

POTENTIALLY HAZARDOUS MATERIAL DISTURBED WITHOUT PRIOR NOTIFICATION AND APPROVAL OF

THE COR.

U N

IV

E

R S

IT

Y

B L

V D

T

H A

V E

S

19TH ST S

18TH ST

BUILDING 1

AREA OF WORK

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

A / E:

95% CONSTRUCTION DOCUMENTS

95% CONSTRUCTION DOCUMENT RESUBMISSION

65% DESIGN DEVELOPMENT

35% SCHEMATIC DESIGN

Initial Concept Layouts

11/06/2024

10/14/2024

9/13/2024

8/14/2024

8/01/2024

100% CONSTRUCTION DOCUMENTS 12/18/2024

FINAL CONSTRUCTION DOCUMENTS 01/28/2024

G-001

COVER SHEET

SPEES DESIGN BUILD

23830 PACIFIC HWY S

KENT, WA 98032

(206) 590-2118

ONE

MK AB

FINAL CONSTRUCTION

DOCUMENTS

01/28/2025

521-23-121

700 S 19TH ST, BIRMINGHAM, AL 35233

BIRMINGHAM SPS PHASE II

DAVENERGY

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

619-770-8552

BIRMINGHAM SPS PHASE II

BIRMINGHAM VA MEDICAL CENTER, BIRMINGHAM, AL

PROJECT #: 521-23-121

NOT TO SCALE

SITE PLAN

PROJECT

NORTH

TRUE NORTH

(DASHED)

DRAWING INDEX

PAGE # SHEET # SHEET NAME

GENERAL

01 OF 94 G-001 COVER SHEET

STRUCTURAL

02 OF 94 S-001 GENERAL NOTES

03 OF 94 S-002 SPECIAL INSPECTIONS

04 OF 94 S-101 GROUND FLOOR STRUCTURAL PLAN

05 OF 94 S-301 STRUCTURAL DETAILS

ARCHITECTURAL

06 OF 94 A-001 ARCH SYMBOLS, ABBREVIATIONS & GENERAL NOTES

07 OF 94 AS101 ICRA

08 OF 94 AS201 FIRE LIFE SAFETY

09 OF 94 AD101 GROUND FLOOR - DEMO SPS SUITE

10 OF 94 AD102 1ST FLOOR - ROOF DEMO OVER SPS SUITE

11 OF 94 AE101 GROUND FLOOR - SPS SUITE

12 OF 94 AE102 1ST FLOOR - ROOF OVER SPS SUITE

13 OF 94 AC101 CEILING PLAN

14 OF 94 AE401 ENLARGED PLANS

15 OF 94 AE402 ENLARGED PLANS

16 OF 94 AE403 ENLARGED PLANS

17 OF 94 AE421 INTERIOR ELEVATIONS AND TYPICAL MOUNTING HEIGHTS

18 OF 94 AE422 INTERIOR ELEVATIONS

19 OF 94 AE423 INTERIOR ELEVATIONS

20 OF 94 AE424 INTERIOR ELEVATIONS

21 OF 94 AE425 INTERIOR ELEVATIONS

22 OF 94 AE426 INTERIOR ELEVATIONS

23 OF 94 AE427 INTERIOR ELEVATIONS

24 OF 94 AE428 INTERIOR ELEVATIONS

25 OF 94 A-501 DETAILS

26 OF 94 A-502 DETAILS

27 OF 94 A-601 DOOR SCHEDULE, & DETAILS

28 OF 94 A-602 ROOM SCHEDULE, ASSEMBLY SCHEDULE, & WALL TYPES

29 OF 94 A-603 EQUIPMENT SCHEDULES

30 OF 94 AW001 SIGNAGE LOCATION PLAN & MESSAGE SCHEDULE

31 OF 94 AW002 SIGNAGE IN-01.15, IN-01.22, IN-01.31, IN-03.01, IN-04.01,

IN-08.02

32 OF 94 AW003 SIGNAGE IN-09.05 & TYP MOUNTING HEIGHTS

FIRE PROTECTION

33 OF 94 F-001 FIRE PROTECTION GENERAL NOTES

34 OF 94 FD-101 GROUND FLOOR - FIRE ALARM DEMO PLAN

35 OF 94 FD-102 GROUND FLOOR - FIRE SPRINKLER DEMO PLAN

36 OF 94 FA-101 GROUND FLOOR - NEW FIRE ALARM PLAN

37 OF 94 FP-101 SUB-BASEMENT - EXISTING SPRINKLER PLAN

38 OF 94 FP-102 BASEMENT - EXISTING SPRINKLER PLAN

39 OF 94 FP-103 GROUND FLOOR - NEW FIRE SPRINKLER PLAN

40 OF 94 FP-104 GROUND FLOOR - NEW FIRE SPRINKLER RCP

PLUMBING

41 OF 94 P-001 PLUMBING COVER SHEET

42 OF 94 PD-101 BASEMENT PLUMBING DEMOLITION PLAN

43 OF 94 PD-102 GROUND FLOOR PLUMBING DEMOLITION PLAN

44 OF 94 PP-101 BASEMENT PLUMBING PLAN

45 OF 94 PP-102 GROUND FLOOR PLUMBING PLAN

46 OF 94 PP-401 GROUND FLOOR DCW ENLARGED PLUMBING - AREA 1

47 OF 94 PP-402 GROUND FLOOR DCW ENLARGED PLUMBING - AREA 2

48 OF 94 PP-403 GROUND FLOOR DHW ENLARGED PLUMBING - AREA 1

49 OF 94 PP-404 GROUND FLOOR DHW ENLARGED PLUMBING - AREA 2

50 OF 94 PP-405 GROUND FLOOR RO WATER ENLARGED PLUMBING - AREA 1

51 OF 94 PP-406 GROUND FLOOR RO WATER ENLARGED PLUMBING - AREA 2

DRAWING INDEX

PAGE # SHEET # SHEET NAME

52 OF 94 PP-407 GROUND LAB GASES ENLARGED PLUMBING - AREA 1

53 OF 94 PP-408 GROUND LAB GASES ENLARGED PLUMBING - AREA 2

54 OF 94 PP-409 GROUND FLOOR SS AND VENT ENLARGED PLUMBING -

AREA 1

55 OF 94 PP-410 GROUND FLOOR SS AND VENT ENLARGED PLUMBING -

AREA 2

56 OF 94 PW-101 PLUMBING RISER DIAGRAMS

57 OF 94 P-501 PLUMBING SCHEDULES

58 OF 94 P-502 PLUMBING DETAILS

MECHANICAL

59 OF 94 M-001 MECHANICAL COVER SHEET

60 OF 94 MD-101 BASEMENT MECHANICAL DEMOLITION PLAN

61 OF 94 MD-102 GROUND FLOOR MECHANICAL DEMOLITION PLAN

62 OF 94 M-100 BASEMENT MECHANICAL HYDRONIC WATER PIPING PLAN

63 OF 94 M-101 GROUND FLOOR MECHANICAL SUPPLY DUCTWORK PLAN

64 OF 94 M-102 GROUND FLOOR MECHANICAL EXHAUST DUCTWORK PLAN

65 OF 94 M-103 GROUND FLOOR MECHANICAL FACILITY STEAM PIPING

PLAN

66 OF 94 M-104 GROUND FLOOR MECHANICAL CLEAN STEAM PIPING PLAN

67 OF 94 M-105 GROUND FLOOR MECHANICAL HOT WATER SUPPLY &

RETURN PIPING PLAN

68 OF 94 M-106 GROUND FLOOR MECHANICAL DIFF. AIR PRESSURE PLAN

69 OF 94 M-401 GROUND FLOOR ENLARGED MECHANICAL ROOM

70 OF 94 M-501 SCHEDULES

71 OF 94 M-502 SCHEDULES

72 OF 94 M-503 DETAILS

73 OF 94 M-504 DETAILS

74 OF 94 M-505 ROOM PRESSURE DIAGRAMS

75 OF 94 M-506 ROOM PRESSURE DIAGRAMS

76 OF 94 M-507 ROOM PRESSURE DIAGRAMS

77 OF 94 M-508 ROOM PRESSURE DIAGRAMS

78 OF 94 M-601 VAV AHU CONTROLS DIAGRAMS

79 OF 94 M-602 CV AHU CONTROLS DIAGRAMS

80 OF 94 M-603 CONTROL POINTS SCHEDULES

81 OF 94 M-604 WET AND DRY EXHAUST SYSTEMS CONTROL DIAGRAMS

82 OF 94 M-605 HX CONTROLS DIAGRAM

83 OF 94 M-606 WET, DRY, HX CONTROL POINTS

ELECTRICAL

84 OF 94 E-001 ELECTRICAL COVER SHEET

85 OF 94 ED-101 GROUND FLOOR POWER PLAN DEMO

86 OF 94 EL-101 GROUND FLOOR LIGHTING PLAN NEW

87 OF 94 EP-101 GROUND FLOOR POWER PLAN NEW

88 OF 94 ET-101 GROUND FLOOR SPECIAL SYSTEMS NEW

89 OF 94 E-501 ELECTRICAL DETAILS

90 OF 94 E-601 SINGLE LINE DIAGRAM DEMO

91 OF 94 E-602 SINGLE LINE DIAGRAM NEW

92 OF 94 E-701 NEW PANEL SCHEDULES

93 OF 94 E-702 NEW PANEL SCHEDULES

94 OF 94 E-703 ELECTRICAL SCHEDULES

Revisions: Date:

A B B R E V I A T I O N S

& And @ At A.B. Anchor Bolt ACI American Concrete Institute ADD'L Additional AESS Architectural Exposed Structural Steel AISC American Institute of Steel

Construction ALT. Alternate APPROX. Approximate ARCH. Architect ASD Allowable Strength Design ASTM American Society for Testing and Materials AWPA American Wood Preservers Assoc.

AWS American Welding Society

BLK'G Blocking BM. Beam B.N. Boundary Nail BOCA Building Officials and Code

Administrators International, Inc.

BOT. Bottom BRG. Bearing B.S. Both Sides BTWN. Between

C Camber CBC California Building Code C.C. Center to Center CCR California Code of Regulations C.J. Control Joint C.I.P. Cast-in-place C.L., CL Center Line CLG. Ceiling CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONT. Continuous CJP Complete Joint Penetration CSK. Countersink CTBR. Counterbore CTR. Center

DBA Deformed Bar Anchor DBL. Double DC Demand Critical (Weld) DET., DTL. Detail DF Douglas Fir

DIA., ∅ Diameter DIAG. Diagonal DL Dead Load DN. Down DO. Ditto DSA Division of the State Architect

DWG(S). Drawing(s)

(E) Existing EA. Each E.F. Each Face E.J. Expansion Joint ELEV.,EL. Elevation EMB.,EMBED. Embedment E.N. Edge Nail EQ. Equal EQUIP. Equipment E.S. Each Side E.W. Each Way

FDN. Foundation F.F. Finish Floor F.G. Finish Grade FIN. Finish FLR. Floor F.O.C. Face of Concrete F.O.M. Face of Masonry F.O.S. Face of Stud FRMG. Framing FRP Fiber Reinforced Polymer F.S. Far Side FT. Foot, Feet FTG. Footing

GA. Gauge GALV. Galvanized G.L. Grid Line GLB Glued Laminated Beam GR. Grade

HDG Hot-dip Galvanized HGR. Hanger HK. Hook HORIZ. Horizontal HSB High Strength Bolt HSS Hollow Structural Section HT. Height

IBC International Building Code ICC International Code Council IN. Inch, Inches INT. Interior INV. Inverted

JST. Joist

K Kips KSI Kips per Square Inch

LABC Los Angeles Building Code LBS. Pounds LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LONG. Longitudinal LTWT. Lightweight LVL Laminated Veneer Lumber

MAX. Maximum M.B. Machine Bolt MECH. Mechanical MFR. Manufacturer M.I. Malleable Iron MIL. 0.001 Inch MIN. Minimum MISC. Miscellaneous

(N) New NO., # Number N.S. Near Side N.T.S. Not to Scale NWT. Normal Weight

O.C. On Center O.D. Outside Diameter O.H. Opposite Hand OPNG. Opening OPP. Opposite OSHPD Office of Statewide Health

Planning and Development

PAF Powder-Actuated Fasteners PART. Partial PCF Pounds per Cubic Foot PL Plate PLY. Plywood PP Partial Penetration PSF Pounds per Square Foot PSI Pounds per Square Inch P.T. Pressure Treated PW Puddle Weld PWJ Plywood Web Joists

RAD. Radius R.D. Roof Drain REINF. Reinforcing REQ. Required RF. Roof R.O. Rough Opening RND. Round R.R. Remove & Replace

S.A.D. See Architectural Drawings SCHED. Schedule SFBC San Francisco Building Code SFRS Seismic Force Resisting System SHT. Sheet SHTG. Sheathing SIM. Similar SLRS Seismic Load Resisting System S.M.D. See Mechanical Drawings S.O.G. Slab on Grade S.P. Southern Pine S.S. Stainless Steel STAGG'D.,STG. Staggered STD. Standard STIFF. Stiffener STL. Steel STRUCT. Structural SYMM.,SYM. Symmetrical

T&B Top and Bottom T&G Tongue & Groove T.N. Toe Nail T.O.C. Top of Concrete T.O.S. Top of Steel T.O.W. Top of Wall TS Tube Steel (Hollow Structural

Section) TYP. Typical

U.O.N. Unless Otherwise Noted

VERT. Vertical V.I.F., ± Verify in Field

W/ With W/O Without WCLIB West Coast Lumber Inspection Bureau W.P. Work Point WHS Welded Headed Stud WTS Welded Threaded Stud WWR Welded Wire Reinforcing WWPA Western Wood Products

Association

N

G E N E R A L S Y M B O L S A N D L E G E N D

REVISION

GRIDLINE

BUILDING SECTION OR ELEVATION

WORK POINT, DATUM OR CONTROL POINT,

FIN. FLR. ELEVATION, S.A.D.

DETAIL REFERENCE

PROJECT NORTH, S.A.D. FOR TRUE NORTH

S602

S301

M

G E N E R A L

1. General notes and typical details apply to all structural features, unless otherwise indicated.

2. If certain features are not fully shown or called out on the drawings or in the specifications, their construction shall be of the same character as for similar conditions.

3. The project specifications form a part of the contract documents.

4. Specifications, codes, and standards noted in the contract documents shall be of the edition referenced in Chapter 35 of the International Building Code, or, in the case of specifications not listed therein, the latest edition, unless otherwise noted.

5. Dimensions shall not be scaled off of the drawings.

6. All work shall conform to minimum standards of the 2024 International Building Code, of the VA H-18-8 Seismic Design Requirements, of any codes listed in the drawings or specifications, and of any regulating agencies which have authority over any portion of the work.

7. Prior to submitting shop drawings and product data, the Contractor shall verify that the submittals meet the requirements of the drawings and specifications. The Contractor shall specifically note any exceptions to these requirements with the submittal.

8. The Contractor shall maintain a continuous fire watch, with extinguishing equipment immediately available during welding, cutting or burning near combustible materials.

9. Openings, pockets, etc. shall not be placed in structural members unless specifically detailed on the structural drawings. Notify the Structural Engineer when work requires openings, pockets, etc. in structural members not shown on the structural drawings.

10. The Contractor shall be responsible for coordinating the work of all trades and shall check all dimensions and holes and openings required in structural members. All discrepancies shall be called to the attention of the Architect/Engineer and shall be resolved before proceeding with the work.

11. Construction materials shall be spread out if placed on framed floors or roofs. Load shall not exceed the design live load per square foot. Provide adequate shoring where overload is anticipated.

D E S I G N D A T A

1. Code: 2024 International Building Code and VA H-18-8 Seismic Design Requirements.

2. Risk Category per VA H-18-8: IV

3. Design Live Loads:

Area Design Live Load (psf) Remarks

Ground Floor: 100, 125, 150 Per original drawings Mobile Storage: 300 Per VA PG 18-10 Structural Design

Manual, uniformly distributed load

E X I S T I N G C O N S T R U C T I O N

1. Work shown is new unless noted as existing: (E).

2. Existing construction shown on these drawings was obtained from site investigation and can be used for bidding purposes. The contractor shall verify all existing job conditions, review all drawings, and verify dimensions and elevation noted as "±" prior to the submission of shop drawings. The Contractor shall notify the Architect/Engineer of all discrepancies and exceptions before proceeding with the work.

3. The removal, cutting, drilling, etc. of existing work shall be performed with care in order not to jeopardize the structural integrity of the building. If structural members or mechanical, electrical or architectural features not indicated for removal interfere with the new work, notify the Architect/Engineer immediately and obtain approval before removal of members.

4. The Contractor shall safely shore existing construction wherever existing supports are removed for the new work.

5. The Contractor shall perform the work with minimal inconvenience to the Owner and without interruption of day-to-day work operations. The Contractor shall ensure safe travel of persons around areas of construction and shall coordinate all operations with the Owner or the Owner's agent.

6. The Contractor shall promptly repair any damage caused during operations, using materials and workmanship similar to that which was damaged.

7. All removed items, materials and debris, unless otherwise noted, shall be removed promptly from the site and disposed of in a legal manner.

N E W C O N S T R U C T I O N

1. Non-structural features not fully shown or noted on the structural drawings may include but are not limited to:

A. Architectural features

• size and location of all door and window openings

• size and location of all non-bearing partitions

• size and location of all concrete curbs, floor drains, slopes and depressed areas

• changes in level, chamfers, grooves, inserts, etc.

• size and location of all floor and roof openings

• stair framing and details

B. Mechanical, plumbing and electrical features

• pipe runs, sleeves, hangers, trenches, wall, roof and floor openings, etc.

• electrical conduit runs, boxes, outlets in walls and slabs

• anchorage and bracing for electrical, mechanical or plumbing equipment

• anchor bolts for motor mounts

• size and location of machine and equipment bases

2. The contract documents represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measures necessary to protect life and property during construction. Such measures shall include, but are not limited to, bracing and shoring for loads due to construction equipment and materials. Observation visits to the site by the structural engineer shall not include inspection of the above items.

3. The lateral system of the structure is designed with lateral restraint at each level. Structural walls or frames are not laterally self supporting until the entire design lateral-restraint system is in place.

C O N C R E T E & R E I N F O R C I N G S T E E L

1. All concrete shall be ready-mix in accordance with ASTM C94.

2. Cement: ASTM C150 Type II.

3. Aggregate: ASTM C33.

4. Non-shrink Grout: ASTM C1107, premixed, non-staining, non-shrink grout.

5. Grout or concrete containing more than 0.1 percent of soluble chloride shall not be used.

6. Mixes are to be reviewed by owner's testing lab and submitted to the Architect/Engineer for approval. Do not cast concrete without approval by Architect/Engineer.

Max. Max.

Agg. W/C Air

Concrete Strength Size Ratio Content Slab infill 4000 psi 3/4" 0.45 less than 3%

See specifications for additional requirements. All concrete shall be hard rock aggregate, regular-weight concrete, 145 pcf, unless otherwise noted.

7. Inserts: All items to be cast in concrete, such as reinforcing dowels, bolts, anchors, pipes, sleeves, etc., shall be securely positioned in the forms before placing the concrete.

8. Pipes and electrical conduits shall not be embedded in structural concrete, except where specifically approved by the structural engineer.

9. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may interfere. Coring in concrete is not permitted except as shown.

Notify the Architect/Engineer in advance of conditions that are not shown on the drawings.

10. Construction joints: Provide as detailed on drawings. Expose clean coarse aggregate solidly embedded in mortar matrix by sandblasting, bushammer, or other approved method.

Location of construction joints shall be approved by the Architect/Engineer.

11. Dry pack or place non-shrink grout under base plates, sill plates, etc., as required for full bearing.

12. Reinforcing steel: ASTM A615 Grade 60.

ASTM A706 where welded or otherwise indicated.

13. Welded wire fabric: ASTM A1064 (flat sheets only).

14. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per typical details, unless otherwise noted.

15. Headed terminators shall be HRC 100-Series T-heads (ICC ER-5292), HRC 555 T-heads (IAPMO ER-0177) or Lenton Terminators (IAPMO ER-0188).

16. Mechanical couplers shall be Lenton Taper Threaded Rebar Splices (ICC ER-3967) or Bar- Lock "L" Series Couplers (ICC ER-2495).

17. Welded couplers shall be Lenton CJ3 weldable half couplers (IAPMO ER-0129).

18. Minimum clear concrete cover for reinforcement, unless otherwise noted:

A. Mild Reinforced Concrete:

Cast against earth: 3 inches Cast in forms and exposed to earth or weather:

#6 bar and larger: 2 inches #5 bar and smaller: 11/2 inches

Not exposed to earth or weather:

Slabs, walls, and joists: 1 inch Beams, girders, and columns (to ties): 11/2 inches

Clearances are to closest reinforcement.

S T R U C T U R A L S T E E L & M I S C . M E T A L S

1. Fabrication and erection of structural steel shall be in accordance with the "Code of Standard Practice for Steel Buildings and Bridges" AISC 303-10.

2. Materials:

A. W shapes: ASTM A992 (Fy=50 ksi) B. Channels & angles: ASTM A36 (Fy=36 ksi) C. All other shapes & plates: ASTM A572 grade 50 u.o.n.

D. Structural tubes (rectangular HSS): ASTM A1085 grade A (Fy=50 ksi) or

ASTM A500 grade C (Fy=50 ksi) E. Structural tubes (round HSS): ASTM A1085 grade A (Fy=50 ksi) or

ASTM A500 grade C (Fy=46 ksi) F. Structural pipes: ASTM A53 grade B (Fy=35 ksi)

3. Bolts, unless otherwise noted on drawings:

A. High-strength bolts: ASTM A325-N B. Machine bolts: ASTM A307 C. Anchor rods: ASTM F1554 grade 55 with supplementary requirement S1.

4. Joint type for bolted connections shall be snug-tightened (ST), unless otherwise noted as pretensioned (PT) or slip-critical (SC).

5. Faying surface for slip-critical (SC) bolts shall be Class A, unless otherwise noted, with bolt slip considered at the factored load level.

6. Bolt holes in steel shall be 1/16 inch larger diameter than nominal size of bolt used, unless otherwise noted.

7. For bolted connections, provide 1 1/2 inch edge and end distance, unless otherwise noted.

8. All welds shall be prequalified or qualified by test in conformance with the "Structural Welding Code - Steel" (AWS D1.1-10) of the American Welding Society. Submit Welding Procedure Specifications for approval prior to performing work. Submit Procedure Qualification Reports with Welding Procedure Specifications for welds qualified by test.

9. Minimum tensile strength of weld metal shall be 70 ksi typical, unless otherwise noted.

Welding electrodes shall be as recommended by their manufacturer for the position and other conditions of actual use.

10. Weld symbols shown on the drawings do not necessarily differentiate between shop weld and field welds. When field welds are necessary due to construction procedure or sequence, welds shall be provided and be inspected per specifications. All welds shown as field welds shall be done in field as indicated.

11. All structural steel surfaces are to be painted or galvanized, unless noted otherwise. Steel that is not exposed to weather and is to be encased in concrete shall be left uncoated. Steel that is to receive spray-applied fireproofing shall be left uncoated. Faying surfaces of high-strength bolted connections and areas within 3 inches of field welded joints shall be left uncoated until welding and bolting operations are complete. See specifications for coating requirements.

12. All structural steel, miscellaneous metal and connectors exposed to weather shall be hot-dip galvanized in accordance with ASTM A123 after fabrication. Apply zinc-rich paint complying with SSPC-Paint 20 to repair damaged or cut surfaces, field welds, and field-drilled holes in galvanized steel. Application shall comply with ASTM A780, including Annex A2.

13. All holes in steel members to facilitate galvanizing, including all vent holes and drain holes, shall be shown on shop drawings. Holes shall not be cut prior to approval of shop drawings.

14. All faying surfaces for friction-bolted connections of galvanized members shall be roughened by means of hand wire brushing after galvanizing and before erection.

15. No penetrations in structural steel members are allowed except as indicated on the structural drawings.

16. For fireproofing requirements, see architectural drawings and specifications

17. Furnish shop and erection drawings of all structural steel for the Architect/Engineer's review before fabrication.

ADHESIVE ANCHORS

EXPANSION ANCHORS

SCREW ANCHORS

UNDERCUT ANCHORS

ANCHOR SIZE

TYPICAL

EMBEDMENT

(U.O.N.)

PROOF LOAD

NORMAL WEIGHT

CONCRETE

PROOF LOAD

LIGHT WEIGHT

CONCRETE

PROOF

LOAD

GROUT-FILLED

CMU BLOCK

#3 OR 3/8"∅ 3 1/2" 2100 lb. 1600 lb. 1600 lb.

#4 OR 1/2"∅ 4 1/2" 3700 lb.

#5 OR 5/8"∅ 5 5/8" 5800 lb.

#6 OR 3/4"∅ 6 3/4" 6900 lb.

#7 OR 7/8"∅ 7 7/8" 11500 lb.

#8 OR 1"∅ 9 3/8" 12400 lb.

#9 OR 1/8"∅ 10 3/4" 19000 lb.

1900 lb.

2800 lb.

1900 lb.

2800 lb.

ANCHOR SIZE

TYPICAL

EMBEDMENT

(U.O.N.)

PROOF TORQUE

NORMAL WEIGHT

CONCRETE

PROOF

TORQUE

LIGHT WEIGHT

CONCRETE

PROOF

TORQUE

GROUT-FILLED

CMU BLOCK

2 7/8" 25 ft.-lb.

3 7/8"

5 1/8"

5 3/4"

ANCHOR SIZE

TYPICAL

EMBEDMENT

(U.O.N.)

2 3/4"

3 1/2"

4 1/2"

5 1/2"

ANCHOR SIZE

TYPICAL

EMBEDMENT

(U.O.N.)

PROOF TESTING NOT REQUIRED

5 3/4"

8"

10 1/4"

PROOF TORQUE

NORMAL WEIGHT

CONCRETE

PROOF

TORQUE

LIGHT WEIGHT

CONCRETE

PROOF

TORQUE

GROUT-FILLED

CMU BLOCK

40 ft.-lb.

60 ft.-lb.

110 ft.-lb.

15 ft.-lb.

25 ft.-lb.

35 ft.-lb.

65 ft.-lb.

15 ft.-lb.

25 ft.-lb.

35 ft.-lb.

65 ft.-lb.

10 ft.-lb.

20 ft.-lb.

30 ft.-lb.

40 ft.-lb.

10 ft.-lb.

20 ft.-lb.

30 ft.-lb.

40 ft.-lb.

10 ft.-lb.

20 ft.-lb.

30 ft.-lb.

40 ft.-lb.

3/8"∅

1/2"∅

5/8"∅

3/4"∅

3/8"∅

1/2"∅

5/8"∅

3/4"∅

1/2"∅

5/8"∅

3/4"∅

P O S T - I N S T A L L E D A N C H O R S

1. Post-Installed anchors include all adhesive anchors (reinforcing bar dowels and threaded rods) expansion anchors, screw anchors and undercut anchors set in holes drilled in existing concrete or masonry.

2. Installation of post-installed anchors shall conform to all requirements of the applicable code evaluation or IAPMO reports and manufacturers' recommendations.

3. Mark the location of all existing reinforcing in the substrate material within 12" of the proposed locations of all post-installed anchors. Notify the Architect/Engineer of any conflicts discovered between the proposed anchor locations and the existing reinforcing prior to fabrication of any steel and prior to any hole drilling, so as to avoid disturbing, cutting, or otherwise harming the existing reinforcing.

4. Holes for adhesive anchors in concrete shall be drilled. Cored holes are not permitted.

5. Do not install adhesive anchors in concrete if concrete strength is less than 2500 psi, age is less than 21 days, or temperature is less than 50 degrees Fahrenheit.

6. Adhesive Anchors in Concrete (reinforcing bar dowels or threaded rods):

A. HILTI "HIT-RE 500 V3". ICC ESR-3814.

B. HILTI "HIT-HY 200". ICC ESR-3187.

C. Simpson "SET-XP" Epoxy Adhesive. ICC ESR-2508.

D. Powers "Pure 110+" Epoxy Adhesive. ICC ESR-3298.

7. Adhesive Anchors in Masonry (reinforcing bar dowels or threaded rods):

A. HILTI "HIT-HY 70". ICC ESR-2682.

B. Simpson "SET-XP" Epoxy Adhesive. IAPMO ER-265.

C. Powers "AC100+ Gold" ICC ESR-3200.

8. Expansion Anchors in Concrete:

A. HILTI "Kwik-Bolt TZ". ICC ESR-1917.

B. Simpson "Strong Bolt 2". ICC ESR-3037.

C. Powers "Power-Stud+ SD2" ICC ESR-2502.

9. Expansion Anchors in Masonry (CMU):

A. HILTI "Kwik-Bolt 3". ICC ESR-1385.

B. Simpson "Strong Bolt 2". IAPMO ER-240.

C. Powers "Power-Stud+ SD1" ICC ESR-2966.

10. Screw Anchors:

A. HILTI "KWIK HUS-EZ". ICC ESR-3027 (concrete); ICC ESR-3056 (masonry).

B. Simpson "Titen HD". ICC ESR-2713 (concrete); ICC ESR-1056 (masonry).

C. Powers "Wedgebolt+" ICC ESR-2526 (concrete); ICC ESR-1678 (masonry).

11. Undercut Anchors:

A. HILTI "HDA". ICC ESR-1546.

B. Simpson "Torq-Cut" ICC ESR-2705.

C. Powers "Atomic+ Undercut" ICC ESR-3067.

12. Anchors that fail the proof test shall be replaced by the contractor at no additional cost to the Owner.

13. Re-testing of replaced anchors that fail tests shall be paid for by the Contractor.

14. Typical embedment depths and proof loads for testing are indicated in the tables below. For embedment depths other than those indicated in the tables below, contact the Architect/Engineer for the applicable proof loads.

S T E E L D E C K I N G

1. The steel decking shall be of the type and gauge as called for on the drawings and in the specifications. Deck units shall be continuous over three or more spans where possible.

2. Minimum bearing of decking on supports shall be 2 inches. Sheets shall be attached to all supporting steel members by welding as indicated on the drawings and in accordance with the manufacturer's recommendations. Upon completion of erection, touch up, de-slag, clean up and prime (with zinc-rich primer) all welds at exposed deck areas. The side lap of each panel shall be fastened as shown on the drawings.

3. Welding of sheet steel shall be in accordance with AWS D1.3-08, "Structural Welding code - Sheet Steel."

4. See drawings for details of deck openings. See architectural, mechanical, electrical drawings, etc. for size and location of required openings. Not all openings are shown on the structural drawings.

5. Hangers supported by metal deck with structural concrete fill shall be installed using ICC-approved systems. Such hangers shall be used to support ductwork (16"x54" max.), pipe (4" max.), or ceilings. Hangers must be at least two flutes apart on the same deck span.

Large ductwork and piping shall be supported by structural beams.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

DESIGNER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

SIMPSON GUMPERTZ & HEGER

757 S ALAMEDA ST, SUITE 440

LOS ANGELES, CA 90021

213-271-2000

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

619-770-8552

ONE

521-23-121

S-001

GENERAL NOTES

SGH SGH

FINAL CONSTRUCTION

DOCUMENTS

01/25/2025

700 SOUTH 19TH STREET, BIRMINGHAM, AL 35233-1927

BIRMINGHAM SPS PHASE II

Revisions: Date:

95% CONSTRUCTION DEVELOPMENT 10/14/2024

95% CD RESUBMISSION 11/06/2024

100% CD SUBMISSION 12/18/2024

FINAL CONSTRUCTION DOCUMENTS 01/28/2025

S T A T E M E N T O F S P E C I A L I N S P E C T I O N S

Tests and inspections indicated on the drawings are required for this project. The tests and inspections indicated here are the responsibilities of the Owner's Special Inspector, as required by Chapter 17 of the Building Code.

The Special Inspector shall observe the work assigned for conformance with the approved design drawings and specifications.

1. Special inspections and associated testing shall be performed by an approved qualified testing and inspecting agency meeting the requirements of ASTM E329 (materials), ASTM D3740 (soils), ASTM C1077 (concrete), and ASTM E543 (non-destructive testing). The testing and inspecting agency shall furnish to the architect/engineer a copy of their scope of accreditation. Special inspectors shall be certified by the building official. Welding inspectors shall be qualified per Section 6.1.4 of AWS D1.1.

2. The Special Inspector shall furnish inspection reports to the building official, the Architect/Engineer and other designated persons. All discrepancies shall be brought to the immediate attention of the Contractor for correction, then, if uncorrected, to the proper design authority and to the Building Official.

3. The Special Inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and applicable standards of quality and workmanship of the Building Code.

4. The Contractor shall hold a pre-construction meeting involving the Architect, Structural Engineer and the Special Inspector in order to discuss the specific requirements of this project.

5. Terminology:

a. Continuous: Special inspection by the special inspector who is present when and where the work to be inspected is being performed.

b. Periodic: Special inspection by the special inspector who is intermittently present where the work to be inspected has been performed or is being performed.

c. Observe: Observe these items on a random basis. Operations need not be delayed pending these inspections.

d. Perform: Perform these tasks for each element.

6. Indicated testing meets minimum requirements for structural testing to be provided by the approved qualified testing and inspecting agency. Additional tests for construction considerations are not indicated. The need for such additional tests shall be determined by the Contractor and provided at the Contractor's expense.

7. See project specifications for additional requirements.

8. Reference Standard Editions:

S T A T E M E N T O F S T R U C T U R A L O B S E R V A T I O N

Structural Observation is required by Chapter 17 of the International Building Code. Types of work listed below shall be observed during periodic site visits by the Structural Engineer.

Contractor is responsible for notifying Structural Engineer 3 business days before work is ready for observation. Structural Observation does not constitute Special Inspection.

1. Concrete & Reinforcing Steel: Reinforcing steel, anchor rods, and other embedments shall be observed prior to placement of cast-in-place concrete and/or shotcrete elements.

2. Concrete Unit Masonry: Reinforcing steel, anchor rods, and other embedments shall be observed prior to masonry unit placement and grouting of cells.

3. Structural Steel: Steel elements and welded/bolted connections shall be observed.

4. Light Cold-Formed Metal Framing: Floor/roof diaphragm fastening and hardware installation; cold-formed metal shear wall framing prior to the installation of sheathing;

Shear wall screw fastening, welding, and hardware installation.

5. Structural Wood: Floor/roof diaphragm nailing and hardware installation, shear wall nailing and hardware installation, holdown installation, and bolted connection installation.

International Building Code 2024

ACI 318 2019

ACI 440.2R 2017

ACI 506.2 2013

ANSI/AISC 341 2022

ANSI/SDI QA/QC 2022

ASTM C31 2024b

2024c

2023b

ACI 440.3R

ANSI/AISC 360 2022

ASTM C39

ASTM C42

ASTM C94

ASTM C143

ASTM C780

ASTM C1019

ASTM C1064

ASTM C1077

ASTM C1314

ASTM D1557

2023ASTM D3740

2021ASTM D7522

2019ASTM E164

2018AWS D1.4

2020RCSC Specification

ASTM E329

ASTM E488

ASTM E543

ASTM E709

AWS D1.1

2020SJI 100

2015SJI 200

2022TMS 602

ACI 506R 2016

ACI 506.4R 2019

Item No.

System, Material or Element Building Code

Reference Material Standard

Reference Continuous Periodic Remarks

Frequency

Concrete Formwork

Inspect erected formwork, shoring, and bracing to verify the shape, location and dimensions, and to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure.

Table 1705.3

ACI 318:

26.11.1.2(b) X

Item No.

System, Material or Element Building Code

Reference Material Standard

Reference Continuous Periodic Remarks

Frequency

Concrete Reinforcement and Embedded Items

Cast-in-Place Anchors and other embedments: Verify the anchor diameter, length, type, grade, and depth of embedment into the concrete. Verify tie-wires and similar items have been properly installed to secure the embedded items in place during the placement of concrete.

Table 1705.3 ACI 318: 17.8.2

Placement of Reinforcing Bars: Verify the reinforcing grade, size, number, location, and bend detailing are as shown on the drawings and are in acceptable condition. Verify tie-wires and similar items have been properly installed to secure the reinforcement in place during the placement of concrete.

Table 1705.3

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3, ACI 506.4R, ACI

506.6T

X

Clearances: Verify proper clearances exist between reinforcement or embedded items and forms or soil. X

Mechanical Couplers: Verify that the specific manufacturer and model of couplers have been approved for the application by the Architect/Engineer.

Verify that the couplers are installed according to the manufacturer's recommendations.

X

Headed Reinforcing Bars: Verify that the specific manufacturer and type of headed reinforcing bars (with applicable product labeling) have been approved for the application by the Architect/Engineer. Verify that the headed terminators are installed according to the manufacturer's recommendations.

X

Welding of Reinforcing Steel: Verify that the appropriate approved welding procedure specification (WPS) is available at the site and that the welder has properly considered the process to be performed and the joint configuration.

Verify that the welder follows the essential variables of the WPS, that the materials and process comply with the applicable provisions of AWS D1.1 and AWS D1.4, and the project specifications, and that each welder has satisfactorily passed appropriate AWS qualification tests for the procedure to be performed, and if pertinent, has undergone recertification.

Table 1705.3

AWS D1.4,

ACI 318

Section 26.6.4

Welds larger than 5/16"

Welds 5/16" And Smaller

X

Item No.

System, Material or Element Building Code

Reference Material Standard

Reference Continuous Periodic Remarks

Frequency

Cast in Place Concrete

Verify that the concrete is placed, consolidated, and finished as indicated on the drawings. Table 1705.3 ACI 318: 26.5 X

Verify that the concrete delivered to the job has been prepared with the approved mix design appropriate for the application and is transported and placed within the time and under the conditions permitted by ASTM C94 and the project specifications.

Table 1705.3, 1904.1, 1904.2

ASTM C94, ACI

318: Ch. 19, 26.4.3, 26.4.4 X

4 Sampling of Fresh Concrete Table 1705.3

ACI 318: 26.5,

26.12, ASTM

C172 X

Verify that strength test specimens are taken and cured as indicated in the project specifications.

a Slump and air content: One test at point of placement for each set of compression test specimens; additional tests when concrete consistency seems to have changed.

ASTM C143

b Concrete Temperature: One test hourly when air temperature is 40 degrees Fahrenheit and below or 80 degrees Fahrenheit and above, and one test for each set of compressive-strength specimens.

ASTM C1064

c

Compression Test Specimens: One set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required.

ASTM C31

d Compressive-Strength Tests: One specimen shall be tested at 7 days, two specimens tested at 28 days, and one specimen retained for later testing if required.

ASTM C39

Frequency of tests: A minimum of one set of cylinders shall be tested for any individual structure or each day's placement of a class of concrete exceeding 25 cubic yards. An additional set of cylinders shall be tested for each 100 cubic yards of each class of concrete. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used.

5 Verify maintenance of specified curing temperature and techniques. Table 1705.3

ACI 318:

26.5.3, 26.5.5 X

Item No.

System, Material or Element Building Code

Reference Material Standard

Reference Continuous Periodic Remarks

Frequency

Post-Installed Anchors

Approved Products: Verify that the specific manufacturer and model of anchors have been approved for the application by the Architect/Engineer. X

Verification of drilled holes: Verify that holes are drilled at the angle required and of the diameter and depth required. Verify that holes are clean prior to installation of anchors.

Table 1705.3

X

Adhesive Anchors: Verify that the adhesive packaging indicates an expiration date and that the expiration date has not passed. Verify that adhesive is mixed properly and that the initial portion of adhesive coming out of the nozzle is wasted, as required by the manufacturer. Verify that the anchors are installed according to the manufacturer's recommendations.

X

See General Notes for approved products

Adhesive anchors include threaded rods and reinforcing bars set in holes filled with adhesive.

Mechanical Anchors: Verify that the anchors are installed according to the manufacturer's recommendations. X

Anchor Testing: Test ten percent of each application of anchors to the tensile or torque proof load as indicated in the General Notes. One application of anchors shall be defined as those anchors installed by a single crew in a single day.

X

Test locations are random at the discretion of the Special Inspector, unless otherwise directed by the Architect/Engineer. If any anchor fails the test, test all anchors in the same application not previously tested until 10 consecutive anchors pass a

Tension Tests: Tension test loads shall be maintained for a minimum of one minute. Anchor displacement at the end of the loading period shall be limited to one-fifth of the nominal anchor diameter. Displacement following release of load shall return to zero.

ASTM E488 X Applicable to adhesive anchors b Torque Tests: Required torque must be reached within a half turn of the nut from snug, except for 3/8" diameter anchors, for which the required torque must be reached within a quarter turn of the nut from snug.

X Applicable to mechanical anchors

ACI 318

Section 17.8.2

ACI 318

Section 17.8.2

Item No.

System, Material or Element Building Code

Reference Material Standard

Reference Remarks

Frequency

Perform Observe

Steel Deck

1 Inspection Tasks Prior to Deck Placement a Verify compliance of materials (deck and all deck accessories) with construction documents, including profiles, material properties, and base metal thickness 1705.2.2

ANSI SDI QA/QC,

Appendix 1, Table 1.1

X b Document acceptance or rejection of deck and deck accessories X

2 Document acceptance or rejection of deck and deck accessories a Verify compliance of deck and all deck accessories installation with construction documents X b Verify deck materials are represented by the mill certifications that comply with the construction documents X c Document acceptance or rejection of deck and deck accessories X

3 Inspection Tasks Prior to Welding a Verify that welding procedure specifications (WPS) are available X b Verify that manufacturer certifications for welding consumables are available X c Verify material identification (type/grade) X d Check welding equipment X

4 Inspection Tasks During Welding a Verify welders are qualified X b Verify proper control and handling of welding consumables X c Verify environmental conditions (wind speed, moisture, temperature) X d Verify WPS is followed X

5 Inspection Tasks After Welding a Verify size and location of welds, including support, sidelap, and perimeter welds X b Verify welds meet acceptance criteria X c Verify repair activities X d Document acceptance or rejection of welds X

6 Inspection Tasks Prior to Mechanical Fastening a Verify manufacturer installation instructions are available for mechanical fasteners X b Verify proper tools are available for fastener installation X c Verify proper storage for mechanical fasteners X

7 Inspection Tasks During Mechanical Fastening a Verify fasteners are positioned as required X b Verify that fasteners are installed in accordance with manufacturer's instructions X

8 Inspection Tasks After Mechanical Fastening a Check spacing, type, and installation of support fasteners X b Check spacing, type, and installation of sidelap fasteners X c Check spacing, type, and installation of perimeter fasteners X d Verify repair activities X e Document acceptance or rejection of mechanical fasteners X

ANSI SDI QA/QC,

Appendix 1, Table 1.2

ANSI SDI QA/QC,

Appendix 1, Table 1.3

ANSI SDI QA/QC,

Appendix 1, Table 1.5

ANSI SDI QA/QC,

Appendix 1, Table 1.6

ANSI SDI QA/QC,

Appendix 1, Table 1.7

ANSI SDI QA/QC,

Appendix 1, Table 1.8

ANSI SDI QA/QC,

Appendix 1, Table 1.4

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

DESIGNER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

SIMPSON GUMPERTZ & HEGER

757 S ALAMEDA ST, SUITE 440

LOS ANGELES, CA 90021

213-271-2000

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

619-770-8552

ONE

521-23-121

S-002

SPECIAL INSPECTIONS

SGH SGH

FINAL CONSTRUCTION

DOCUMENTS

01/25/2025

700 SOUTH 19TH STREET, BIRMINGHAM, AL 35233-1927

BIRMINGHAM SPS PHASE II

Revisions: Date:

95% CONSTRUCTION DEVELOPMENT 10/14/2024

95% CD RESUBMISSION 11/06/2024

A L

IG

N

A L

IG

N

A L

IG

N

A L

IG

N

ALIGN

A L

IG

N

A L

IG

N

A L

IG

N

A L

IG

N

ALIGN

K

J L L.2 M N O P R

8'-6"± 15'-4 1/2"± 8'-0"± 18'-4 1/2"± 20'-0"± 20'-0"± 20'-0"± 17'-7 1/2"±

/2

/2

/2

/2

/2

/2

HSS3X3X3/16 POSTS BELOW

MOBILE STORAGE AREA, TYP.

EQ EQ EQ 5'-9"

S-301

10TYP.

MOBILE STORAGE,

SEE NOTE 6

S-301

S-301

CONCRETE INFILL OF EXISTING

FLOOR OPENING, SEE NOTE 3

CONCRETE INFILL OF EXISTING

FLOOR OPENING, SEE NOTE 3

OPENING THROUGH

EXISTING CONCRETE

SLAB, SEE NOTE 4

CONCRETE INFILL OF EXISTING

SLAB DEPRESSION, SEE NOTE 5

(E) CONC. JOIST, TYP.

(E

C O

N C

B

M

(E

C O

N C

B

M

(E

C O

N C

B

M

(E) CONC. JOIST, TYP.

(E

C O

N C

B

M

(E

C O

N C

B

M

(E

C O

N C

B

M

(E) CONC. COL., TYP.

AREA SHOWN (GROUND LEVEL)

T

H A

V E

S

KEY PLAN:

PROJECT

NORTH

TRUE NORTH

(DASHED)

1. REFER TO GENERAL NOTES, TYPICAL DETAILS, AND SPECIFICATIONS FOR

ADDITIONAL INFORMATION.

2. CONTRACTOR SHALL FIELD VERIFY ALL ± DIMENSIONS, ELEVATIONS, AND

EXISTING CONDITIONS.

3. ON PLAN INDICATES CONCRETE INFILL OF EXISTING FLOOR OPENING. REFER

TO DETAILS ON . INFILL SIZES AND LOCATIONS SHOWN ARE

APPROXIMATE. CONTRACTOR TO FIELD VERIFY FINAL INFILL SIZES AND

LOCATIONS.

4. ON PLAN INDICATES OPENING THROUGH EXISTING CONCRETE SLAB. REFER

TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENING. DO

NOT CUT, DAMAGE, OR MAR EXISTING JOISTS, BEAMS, OR COLUMNS. REFER

TO DETAILS ON .

5. ON PLAN INDICATES CONCRETE INFILL OF EXISTING SLAB DEPRESSION.

REFER TO DETAILS ON . INFILL SIZES AND LOCATIONS SHOWN ARE

APPROXIMATE. CONTRACTOR TO FIELD VERIFY FINAL INFILL SIZES AND

LOCATIONS.

6. ON PLAN INDICATES MOBILE STORAGE AREA. MOBILE STORAGE LOCATIONS

SHOWN ARE APPROXIMATE. REFER TO ARCHITECTURAL DRAWINGS FOR

FINAL LOCATIONS. MOBILE STORAGE AREA IS STRENGTHENED TO SUPPORT

300 PSF UNIFORMLY DISTRIBUTED LIVE LOAD IN ACCORANCE WITH VA PG

18-10 - STRUCTURAL DESIGN MANUAL. CONCENTRATED LOADS HAVE NOT

BEEN CONSIDERED. IF SELECTED MOBILE STORAGE SYSTEM REQUIRES

CONSIDERATION OF CONCENTRATED LOADS, NOTIFY THE STRUCTURAL

ENGINEER.

PLAN NOTES:

S-301

S-301

S-301

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

DESIGNER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

SIMPSON GUMPERTZ & HEGER

757 S ALAMEDA ST, SUITE 440

LOS ANGELES, CA 90021

213-271-2000

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

619-770-8552

ONE

521-23-121

S-101

GROUND FLOOR STRUCTURAL

PLAN

SGH SGH

FINAL CONSTRUCTION

DOCUMENTS

01/28/2025

700 SOUTH 19TH STREET, BIRMINGHAM, AL 35233-1927

BIRMINGHAM SPS PHASE II

1/8" = 1'-0"

GROUND FLOOR STRUCTURAL PARTIAL PLAN

Revisions: Date:

95% CONSTRUCTION DEVELOPMENT 10/14/2024

95% CD RESUBMISSION 11/06/2024

SAWCUT OPENING

DRILL 4"Ø HOLE AT

CORNERS, THEN CHIP

OUT CONCRETE AT

CORNER IF REQUIRED

(E) CONCRETE

TYPICAL CORNER

1. DRILL 4"Ø HOLE TANGENT TO LINES OF FINISHED OPENING AT EACH CORNER.

2. SAWCUT TO LINES REQUIRED. DO NOT OVER-RUN AT CORNERS.

3. CHIP REMAINING CORNER CONCRETE WITH GREAT CARE AND SMALL TOOLS.

4. AT OPENINGS NOT EXPOSED TO PUBLIC VIEW, THE ENDS OF ALL EXISTING CUT

REINFORCING SHALL BE COATED WITH A HEAVY COAT OF ASPHALTIC PAINT.

5. AT OPENINGS EXPOSED TO PUBLIC VIEW, THE ENDS OF ALL EXISTING CUT

REINFORCING SHALL BE BURNED OFF 1" BACK FROM FACE OF CONCRETE. PATCH

HOLES AS FOR FORM TIES.

S E

E A

R C

H

3'-0" MAX.

SEE ARCH

SAWCUT OPENING,

SEE

M

IN

T

Y P

"C

L R

/1 S-301

(E) CONCRETE JOIST

(E) CONCRETE JOIST

NOTES:

1. SAWCUTTING OF EXISTING CONCRETE JOISTS AND BEAMS IS NOT PERMITTED.

M A

X V

IF

(E

H A

T C

H O

P N

G

3'-0" MAX., VIF

(E) HATCH OPNG

CONCRETE SLAB

INFILL. S4 INDICATES

2 1/2" NWC ON 1 1/2"

20 GA GALVANIZED

COMPOSITE STEEL

DECK. REINFORCE

WITH 6x6-W2.1XW2.1

WWR.

(E) CONCRETE JOIST

(E) CONCRETE JOIST

S

SEQUENCE NOTES:

1. FASTEN HIGH FLUTES OF DECK TO UNDERSIDE OF EXISTING SLAB AT OPENING EDGES.

2. FIELD WELD STEEL SHIMS TO ANGLE VERTICAL LEG AT ANCHOR LOCATIONS.

3. INSTALL ANGLES TIGHT TO UNDERSIDE OF DECK. STAGGER EXPANSION ANCHORS WITH

ANCHORS IN ADJACENT OPENING.

4. CAST CONCRETE FILL.

L5x3x3/8 LLV

L5x3x3/8 LLV

B

A

SECTION A

SECTION B

PLAN DETAIL

(E) CONCRETE SLAB

AND JOIST

NOTE 4

NOTE 1

NOTE 3

NOTE 2

1/4"Ø X 3" CONC. SCREWS

@ 12" O.C., 1 1/2" EMBED.

2" MIN.

1/4"Ø X 1 7/8" CONC. SCREWS

@ 6" O.C., SEE NOTE 1

FASTEN ANGLE TO (E) CONC.

JOIST WITH 5/8"Ø EXPANSION

ANCHORS @ 24" O.C., 5" EMBED.

PROVIDE (2) ANCHORS MIN. PER

SIDE.

M A

X V

IF

(E

H A

T C

H O

P N

G

3'-0" MAX., VIF

(E) HATCH OPNG

CONCRETE SLAB

INFILL. S5.5 INDICATES

4" NWC ON 1 1/2" 20

GA GALVANIZED

COMPOSITE STEEL

DECK. REINFORCE

WITH 6x6-W2.1XW2.1

WWR.

.5

L5x3x3/8 LLV

L5x3x3/8 LLV

A

SECTION A

PLAN DETAIL

FASTEN ANGLE TO (E) CONC.

JOIST WITH 5/8"Ø EXPANSION

ANCHORS @ 24" O.C., 5" EMBED.

PROVIDE (2) ANCHORS MIN. PER

SIDE.

(E) CONCRETE SLAB CONCRETE SLAB INFILL

M

IN

/4

M

IN

L x x

/8

V

L x x /8

V

A

SIM

(E) CONCRETE JOIST

(E) CONCRETE JOISTM

IN

C

L R

D x D

M

IN

2xD MIN.

8"Ø MAX. CORE

NOTES:

1. CONTRACTOR TO SCAN CONCRETE SLAB TO LOCATE EXISTING REINFORCEMENT.

DO NOT CUT, DAMAGE, OR MAR EXISTING REINFORCEMENT.

2. NOTIFY ENGINEER FOR CORES GREATER THAN 8"Ø.

3. DO NOT CORE THROUGH EXISTING CONCRETE JOISTS AND BEAMS.

4. FOR ADJACENT CORES OF DIFFERENT SIZES, SPACING SHALL BE GOVERNED BY

LARGER DIAMETER CORE.

SEE MEP

M A

X

S E

E M

E P

#3 DOWEL @ 24" O.C. AND

AT EACH CORNER, DRILL

AND EPOXY TO (E) CONC.

WITH 1 1/2" EMBED.

#4 @ 15" O.C. E.W.

C L R

(E) CONC. SLAB AND JOIST

(E) CONC. SLAB AND JOIST

CAP PL1/2X8X0'-8" W/ (4) 1/4"Ø

CONC. SCREW ANCHORS, 1 1/2"

EMBED. INTO (E) CONC. JOIST.

SEE NOTE 1.

BASE PL1/2X10X0'-10" W/ (4) 1/2"Ø

CONC. SCREW ANCHORS, 2 1/2"

EMBED. INTO (E) SLAB-ON-GRADE.

SEE NOTE 1.

1" MIN. NON-SHRINK GROUT

HSS POST, SEE PLAN

(E) SLAB-ON-GRADE, SEE NOTE 23/16

TYP. T&B

1 1/2"MIN.

1 1/2"TYP.

NOTES:

1. CONTRACTOR TO SCAN CONCRETE TO LOCATE EXISTING REINFORCEMENT. DO

NOT CUT, DAMAGE, OR MAR EXISTING REINFORCEMENT.

2. CONTRACTOR TO DRILL HOLE ADJACENT TO EACH POST LOCATION TO CONFIRM

SLAB THICKNESS AND CONFIRM THERE ARE NO VOIDS BELOW THE SLAB PRIOR

TO INSTALLING POSTS. NOTIFY THE STRUCTURAL ENGINEER IF SLAB THICKNESS

IS LESS THAN 3 INCHES OR IF UNDERSLAB VOIDS ARE PRESENT.

GROUND FLOOR

V.I.F.

CRAWL SPACE

VARIES, V.I.F.

(E) CONC. SLAB AND JOIST

4" LIGHTWEIGHT CONC. SLAB

INFILL ON RIGID INSULATION.

REINFORCE SLAB W/ #4@15"

O.C. E.W. AT CENTERLINE OF

SLAB INFILL

DOWEL BAR MATCHING

INFILL SLAB REINFORCING

X 1'-9" LONG, DRILL AND

EPOXY TO (E) CONC. WITH

3" EMBED.

(E) SLAB DEPRESSION

(E) CONC. SLAB AND JOIST

(E) LWC FILL

(E) SLAB DEPRESSION

4" LIGHTWEIGHT CONC. SLAB

INFILL ON RIGID INSULATION.

REINFORCE SLAB W/ #4@15"

O.C. E.W. AT CENTERLINE OF

SLAB INFILL

DOWEL BAR MATCHING

INFILL SLAB REINFORCING

X 1'-9" LONG, DRILL AND

EPOXY TO (E) CONC. WITH

3" EMBED.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

DESIGNER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

SIMPSON GUMPERTZ & HEGER

757 S ALAMEDA ST, SUITE 440

LOS ANGELES, CA 90021

213-271-2000

DAVENERGY SOLUTIONS

2207 GARNET AVE, SUITE I

SAN DIEGO, CA 92109

619-770-8552

ONE

521-23-121

S-301

STRUCTURAL DETAILS

SGH SGH

FINAL CONSTRUCTION

DOCUMENTS

01/25/2025

700 SOUTH 19TH STREET, BIRMINGHAM, AL 35233-1927

BIRMINGHAM SPS PHASE II

NTS

SAWCUTTING OF EXISTING CONCRETE

NTS

HATCH OPENING IN EXISTING SLAB

NTS

EXISTING HATCH OPENING INFILL

NTS

EXISTING HATCH OPENING INFILL

NTS

CORE IN EXISTING SLAB

NTS

CONCRETE PAD ON EXISTING SLAB

NTS

JOIST STRENGTHENING AT…