PN 438-22-600 Drawing MODIFIED Part 1 - 29 pages.pdf

PDF 11 MB Posted Jul 1, 2025

Attached to: Z1DA--PN: 438-22-600, Improve Campus Building Exteriors (SF)
Solicitation number: 36C26325B0019
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 23

About this file

Written by GovTribe AI · Jul 1, 2025

These are architectural and structural construction documents for the U.S. Department of Veterans Affairs Sioux Falls VA Health Care System Campus, specifically for improving campus building exteriors. The project involves renovation work for multiple buildings (Buildings 1, 5, 7, 8, 9, 11, 16, 17, 38, and 52) located in Sioux Falls, South Dakota. The documents include detailed roof plans, demolition plans, reflected ceiling plans, and structural drawings, with comprehensive technical specifications covering structural design criteria, concrete and steel specifications, wind and snow load calculations, and specific construction requirements. The drawings are dated September 15, 2023, and prepared by multiple consulting firms including Stone Group Architects, Dunham Associates, Ehrhart Griffin & Associates, and Ericksen Roed Associates, with the Office of Construction and Facilities Management overseeing the project.

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Other files

File	Type	Posted
36C26325B0019 0003.pdf	PDF	Oct 20, 2025
PN 438-22-600 Responses to Questions - 6 pages.pdf	PDF	Aug 15, 2025
36C26325B0019 0002.pdf	PDF	Aug 15, 2025
PN 438-22-600 Pre-Bid Site Visit Sign In Sheet - 1 page.pdf	PDF	Jul 29, 2025
Safety or Environmental Violations and Experience Modification Rating Information - 2 pages.docx	DOCX document	Jul 29, 2025
36C26325B0019 0001.pdf	PDF	Jul 29, 2025
PN 438-22-600 SOW - 3 pages.pdf	PDF	Jul 1, 2025
VAAR 852.219-75 VA Notice of Limitations on Subcontracting - 2 pages.pdf	PDF	Jul 1, 2025
PN 438-22-600 Wage Determination - 6 pages.pdf	PDF	Jul 1, 2025
PN 438-22-600 Drawing MODIFIED Part 3 - 29 pages.pdf	PDF	Jul 1, 2025
PN 438-22-600 Drawing MODIFIED Part 2 - 29 pages.pdf	PDF	Jul 1, 2025
PN 438-22-600 Specifications MODIFIED - 596 pages.pdf	PDF	Jul 1, 2025
36C26325B0019_1.docx	DOCX document	Jul 1, 2025

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• ADHERED 60 MIL ROOFING MEMBRANE

• ADHERED 5/8" HEAVY DUTY COATED WATER RESISTANT GYPSUM BOARD WITH PRIMED GLASS MAT FACER -R-0.7

• ADHERED LAYER OF TAPERED RIGID ISO ROOF INSULATION (SLOPE 1/4 : 12)

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• ADHERED 2 1/2" TOP LAYER RIGID ISO ROOF INSULATION -R-14.4

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• SELF ADHERING REINFORCED SBS VAPOR RETARDER

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GENERAL STRUCTURAL NOTES

These notes supplement the Specifications. Refer to the Specifications for additional requirements.

1. DESIGN CRITERIA:

1.1. BUILDING CODES USED FOR DESIGN:

1.1.1. IBC 2018.

1.2. STRUCTURAL TESTS AND SPECIAL INSPECTIONS:

1.2.1. Special inspections shall be performed by an

independent testing agency according to IBC Chapter 17.

Section 1705.2 and Table 1705.2.3 - Steel Construction Table 1705.3 - Concrete Construction Table 1705.3 - Post-installed Anchors

1.2.2. Qualifications of special inspectors and

frequency of tests and inspections shall be as defined in CASE 962C - Guideline for International Building Code- Mandated Special Inspections and Tests and Quality Assurance.

1.2.3. The Engineer will provide periodic observation

to assure conformance with design intent of the construction documents. These observations are not meant to fulfill the requirements of special inspections.

1.2.4. Special inspections of the following items are

not within the scope of the structural drawings. Contact the Architect or design professionals with these responsibilities for information about these items.

Sprayed Fire-resistant Materials Mastic and Intumescent Fire-resistant Coatings

EIFS

Smoke Control

1.4. DESIGN LOADS:

1.4.1. Risk Category:

From IBC Table 1604.5

Risk Category . . . . . . . . . . . IV

1.4.2. DESIGN LIVE LOADS:

Public Areas . . . . . . . . . . . 100 PSF Corridors and Stairs . . . . . . . 100 PSF

1.4.3. WIND LOAD:

Ultimate Design Wind Speed: . . . 125 MPH Exposure Classification: . . . . . B Internal Pressure Coeff: . . . . . +0.18

. . . . . -0.18 Wind pressures used for the design of exterior components and cladding shall be calculated by a professional engineer registered in the state where the project is located. Calculations shall be submitted for review.

1.4.4. SNOW LOAD:

Ground Snow Load: . . . . . . . . . 40 PSF Flat Roof Snow Load: . . . . . . . 34 PSF Snow Exposure Factor: . . . . . . . 1.0 Snow Load Importance Factor: . . . 1.2 Roof Thermal Factor: . . . . . . . 1.0 Roof Slope Factor: . . . . . . . . 1.0

1.4.5 DESIGN STEEL DECKING AND ACCESSORIES.

Wind Uplift Resistance and Corner Conditions:

Corner uplift pressure..............68 PSF Minimum Perimeter uplift pressure...........42 PSF Minimum Field of roof uplift pressure.......38 psf Minimum

1.5. DEFLECTION AND DRIFT

1.5.1. Horizontal framing members are designed for

deflections as tabulated. Deflections of horizontal to horizontal framing members are additive. Subcontractors shall make allowance for installation and operation of their systems to accommodate these deflections.

TYPICAL FRAMING MEMBERS

Roof Live Load . . . . . . . . . . . . . . span/360 Construction Load . . . . . . . . . . . . . span/180

2. DESIGN STRENGTHS:

2.1. CONCRETE:

2.1.1. All concrete shall be stone aggregate unless

noted. See Specifications for additional durability requirements.

2.1.2. Minimum concrete 28-day compressive strength

shall be as follows:

f'c Type Add'l Location (PSI) Remarks 4000 NWT, Air Note 1 All Concrete

Note 1: Limit Water to Cement Ratio to 0.45

2.2. CONCRETE REINFORCEMENT:

Deformed Bars: FY = 60 KSI ASTM A615 Weldable Deformed Bars: FY = 60 KSI ASTM A706 Welded Wire Fabric: FY = 70 KSI ASTM A185 Micro/Macro Synthetic Fibers: ASTMC1116

2.3. STRUCTURAL STEEL:

Wide Flange Sections: FY = 50 KSI ASTM A992 Rect. Hollow Structural Shapes: FY = 50 KSI ASTM A500 C Round Hollow Structural Shapes: FY = 46 KSI ASTM A500 C Solid Column Sections: FY = 36 KSI ASTM A36 Other Shapes or Plates FY = 36 KSI ASTM A36 Bolts: ASTM A325/A490 Headed Studs: Fu = 65 KSI ASTM A108 Anchor Rods: FY = 36 KSI ASTM F1554 Welding Electrodes: FY = 70 KSI E70XX Non-Shrink Grout: f'c = 8,000 PSI ASTM C1107

2.4. STEEL DECK:

Roof Deck: FY = 33 KSI ASTM A653 Composite Deck: FY = 50 KSI ASTM A653

2.5. COLD-FORMED STEEL: See ASTM A1003.

54 mil (16 Gage) and Heavier: FY = 50 KSI 43 mil (18 Gage) and Lighter: FY = 33 KSI

2.6. STRUCTURE EXPOSED TO WEATHER:

2.6.1. All structural steel and embed plates exposed

to weather or located in parking areas shall be hot-dip galvanized unless noted otherwise.

2.6.2. Field welds shall be touched up with 2 coats of

zinc rich paint.

4. CONCRETE:

4.1. REFERENCES:

ACI 315 ACI Detailing Manual ACI 318 Building Code Requirements for

Reinforced Concrete CRSI MSP Manual of Standard Practice AWS D1.4 Structural Welding Code - Reinforcing Steel CRSI Recommended Practice for Placing

Reinforcing Bars PCI Design Handbook: Precast and Prestressed Concrete

4.2. REINFORCING STEEL:

4.2.1. The reinforcing steel Contractor shall

fabricate all reinforcement and furnish all accessories, chairs, spacer bars and supports necessary to secure the reinforcement unless shown otherwise on the plans and/or details.

4.2.2. Concrete reinforcement shall be placed

according to ACI and CRSI "Recommended Practice for Placing Reinforcing Bars".

4.2.3. Minimum Clear Cover For Concrete Reinforcement:

Concrete Over Metal Deck . . . . . Centered in Slab

4.2.4. See typical detail for required bar development

lengths and lap splice lengths.

4.2.5. All welded wire fabric shall have one full

space plus 2" at splices and wire together.

4.2.7. No welding of reinforcement shall be permitted

unless specifically called for or reviewed by the Structural Engineer. Where welding is permitted, all welding of reinforcing bars shall conform to: "Structural Welding Code - Reinforcing Steel". A chemical analysis of the reinforcing bars to be welded shall be submitted for review.

4.3. ANCHORING TO CONCRETE

4.3.1. Headed studs shall be Nelson H4L or S3L with Fu

= 65 ksi, or approved equal, unless noted otherwise.

4.3.2. Deformed bar anchors shall be Nelson D2L with

FY = 70 ksi or approved equal, unless noted otherwise.

4.3.3. Post-installed anchors shall be installed by

qualified personnel in accordance with the Manufacturer's Printed Installation Instructions.

4.3.4. Expansion anchors shall not be loaded until

concrete has achieved a minimum age of 7 days. Adhesive anchors shall not be loaded until concrete achieved a minimum age of 21 days.

4.3.5. Expansion anchors shall be Hilti Kwik Bolt TZ

or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Diameter Embedment Diameter Embedment 3/8" 2" 5/8" 4" 1/2" 3 1/4" 3/4" 4 3/4"

4.3.6. Adhesive anchors shall be Hilti HIT-RE 500 V3

or HIT-HY 200 with HAS Standard rods or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Diameter Embedment Diameter Embedment 3/8" 3 3/8" 5/8" 5 5/8" 1/2" 4 1/2" 3/4" 6 3/4"

4.3.7. Epoxy for dowels drilled into concrete shall be

Hilti HIT-RE 500 V3, HIT-HY 200, or approved equal, unless noted otherwise. Embedment shall be as follows unless noted otherwise:

Bar Embedment Bar Embedment # 3 3 1/4" # 5 5 3/4" # 4 4 3/8" # 6 6"

4.3.8. Anchor capacity is dependent upon spacing

between adjacent anchors and proximity of anchors to edge of concrete. Install anchors in accordance with spacing and edge clearances indicated on the drawings.

4.3.9. Contractor shall verify the location of

reinforcing bars and/or prestressing tendons via GPR, X-

Ray, or other means before drilling anchor holes.

Reinforcing steel shall not be damaged.

5. STEEL:

5.1. REFERENCES:

Steel Construction Manual, 14th Edition

5.2. STRUCTURAL STEEL:

5.2.1. All beams shall be marked and erected with

natural camber upwards.

5.2.2. Do not prime structural steel members that will

receive spray-applied fireproofing. Do not prime surfaces of structural steel members that will be in contact with poured concrete or will receive welded studs.

5.2.3. The top and bottom of all steel columns that

are in bearing shall be finished to a common plane.

5.2.4. All headed studs are to be welded to the steel

section using an electric arc welding gun.

5.3. CONNECTIONS:

5.3.1. Connections shall be as shown on the drawings.

Where connections are not explicitly detailed, fabricator shall design the connections in accordance with AISC 360 using LRFD methods.

5.3.2. The fabricator shall submit engineering

calculations for all connections not explicitly detailed in the drawings to the Engineer for review. These submittals shall be signed and stamped by a professional engineer registered in the state where the project is located.

5.3.3. Connections shall be designed for the minimum

design shear shown in the Beam Connection Schedule unless end reactions, shown on drawings, exceed minimum design shear. Where end reactions are not shown on plan, use minimum design shears listed in the schedule.

5.3.4. All beam reactions, axial forces, and moments

act concurrently unless noted otherwise. Beam reactions act in gravity direction while axial and moment forces are to be considered reversible.

5.3.5. All bolts shall be either A325 or A490 high

strength bolts. Use no more than two bolt diameters, one grade per diameter, skip one size between diameters.

5.3.6. All high strength bolts shall be installed in

snug-tightened joints unless noted otherwise on the drawings. Fabricator may substitute ASTM F1852 N for A325 N bolts. Where slip critical joints are shown on the drawings, Class A faying surfaces shall be used. Slip shall be checked at the factored-load level.

5.3.7. Weld metal used shall be 70 KSI.

5.3.8. All welding shall be performed by AWS qualified

operators.

5.3.9. All welded joints shall be prequalified or

qualified by testing.

5.3.10. When welded connections are shown in the

drawings, it is not the intent to specify the specific process or preparation.

5.3.11. Do not prime surfaces of structural steel

members in areas that will be welded.

5.5. STEEL DECK:

5.5.1. REFERENCE: Steel Deck Institute; "Design Manual

for Composite Decks, Form Decks and Roof Decks," latest edition.

5.5.2. Roof and floor deck is designed to act as a

diaphragm to brace other building components. No portion shall be removed unless separate bracing is designed and provided.

5.5.3. Any openings or holes larger than 12" not shown

on the plans will not be permitted unless reviewed by the Architect/Engineer.

5.5.4. The deck supplier shall provide deck

accessories such as pour stops, cell closure plates, deck supports at columns and other miscellaneous deck items as required, even if not specifically shown on the Contract Documents.

5.5.5. Roof deck end joints shall have 6" minimum end

laps.

5.5.6. The Contractor shall be cognizant of allowable

construction live loads and plan concrete placing operations accordingly so as to not overstress or damage the composite or form deck. Contractor shall verify with deck manufacturer that the proposed concrete placing operation is compatible with the type, gauge, span, and length of the composite or form deck as furnished.

5.5.7. Deck supplier shall verify that shoring is not

required to support the wet weight of concrete for the deck type, gauge, span, and layout provided.

5.5.8. Concrete shall be placed on deck in accordance

with ACI 302. Slabs shall be screeded to maintain the minimum thickness shown on the drawings and proper top of slab elevation. Contractor shall include allowance for additional concrete quantities due to the deflected shape of non-cambered horizontal framing members.

5.5.9. Electrical conduit shall not be placed in

composite slabs.

5.5.10. Composite deck shall be galvanized or

phosphatized and painted.

6. MISCELLANEOUS:

6.1. DEFERRED STRUCTURAL SUBMITTALS

6.1.1. The design and documentation of some components

defined using performance-based specifications may be deferred until after a building permit is obtained.

6.1.2. Deferred submittals include, but are not

limited to, the items listed below.

6.1.3. For the following deferred submittals, the

Contractor shall submit shop drawings and calculations signed and stamped by a professional engineer registered in the state where components are installed. These shall be submitted for review prior to fabrication.

Stairs Guardrails and Handrails Structural Steel Connections Supports for Medical Equipment

6.3. ANCHOR RODS:

6.3.1. All anchor rods for mechanical and electrical

equipment shall be furnished and located by the respective Subcontractors and set by the General Contractor except where the other Subcontractors furnish their own concrete pads.

6.4. NON LOAD BEARING PARTITION WALLS:

6.4.1. Non load bearing partition walls are generally

not shown on the structural drawings. Care shall be taken by the Contractor to maintain a deflection space between the top of partition walls and floor or roof structure above.

6.4.2. See Typical Details and deflection requirements

of horizontal framing members in Section 1 of these Notes for minimum deflection space between top of non load bearing partition walls and overhead structure.

6.5. VERIFICATIONS:

6.5.1. The General Contractor shall verify all

openings sizes, pad sizes, and locations with the respective Subcontractors.

6.5.2. Structural steel supplier and erector are

responsible for providing deck reinforcement or framing as shown on typical structural details for mechanical roof openings. See mechanical drawings for quantities, sizes and locations. The cost of structural redesign fees shall be borne by the Mechanical Contractor for equipment and/or opening changes made after structural documents have been issued.

6.6. CORE DRILLING:

6.6.1. All core drilling shall be done by the

Mechanical and Electrical Subcontractors for their own work under the supervision of the General Contractor. No reinforcing steel shall be cut. Verify location of reinforcing steel before core drilling. Do not core through beams or columns. The maximum core hole through slabs shall be 12". If these requirements cannot be met, contact the Engineer.

6.7. NEW WORK IN CONJUNCTION WITH EXISTING CONSTRUCTION:

6.7.1. VERIFICATION: The Contractor shall verify, by

field check, all sizes, dimensions, elevations, locations, etc. of elements of the existing construction which are relative to the new construction.

6.7.2. DIMENSIONS: All dimensions involving new Work

tying into or governed by existing construction shall be field checked by the Contractor and furnished to the Subcontractors prior to fabrication of any Work. The verified dimensions shall appear and be noted as such on the first shop drawing submitted.

6.7.3. ASSUMPTIONS: The Engineer has made assumptions

concerning the soundness of the existing buildings and these assumptions are that this building was designed and constructed in conformity with good design and construction practices. The Contractor shall take extraordinary precautions concerning preservation of the building during demolition and new construction Work.

Further, the Contractor shall agree to assume all responsibility for the preservation of this property.

6.7.4. NOTIFICATION: The Contractor shall notify the

Architect/Engineer immediately of any discrepancies between construction documents and actual field conditions.

6.7.5. HOLES: All holes through existing construction

shall be core drilled or saw cut.

6.7.6. NEW OPENINGS IN EXISTING SLABS: New openings in

existing slabs shall be cut in such a manner as to minimize cutting existing slab reinforcement. The slab shall not be overcut unless approved by the Engineer.

6.8. GENERAL:

6.8.1. These drawings do not include necessary

components for construction safety.

6.8.2. The structural design is based only on the

building in its completed state. Contractors and their subs shall take whatever precautions are necessary to withstand all horizontal and vertical loadings that may be encountered during the construction prior to completion of the building.

6.8.3. During construction, the Contractor may

encounter existing conditions which are not now known or are at variance with project documentation (Discovery).

Such conditions may interfere with new construction or required protection and/or support of existing Work during construction, or may consist of damage or deterioration to structural materials or components which could jeopardize the structural integrity of the building(s).

6.8.4. The Contractor shall notify the Engineer of all

Discoveries that the Contractor believes may interfere with proper execution of the Work or jeopardize the structural integrity of the building(s) prior to proceeding with Work related to such Discoveries.

STEP FOOTING

NEW GRID

EXISTING GRID

MATCHLINE

WALL REINFORCEMENT

NORTH ARROW

SLAB RECESS

SLAB JOINT

ELEVATION

METAL DECK &

DECK SPAN

COMPOSITE SLAB

& DECK SPAN

SPAN DIRECTION

EXISTING

EXTENT ARROW

AXIAL CONNECTION

REVISION-

LINTEL

OPENING

S S

STAIR

NORTH

D-

CS-

BOTTOM FLANGE BRACING

EA EACH

EF EACH FACE

ELEC ELECTRICAL

ENGR ENGINEER

EL ELEVATION

ELEV ELEVATOR

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ERECT ERECTION

EW EACH WAY

EXIST, (E) EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN/FND FOUNDATION

FL/FLR FLOOR

FRMG FRAMING

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FOOT (FEET)

FTG FOOTING

GALV GALVANIZED

GA GAGE

GC GENERAL CONTRACTOR

GB GRADE BEAM

HD HEADED

HDR HEADER

HK HOOK

HT HEIGHT

HS HIGH STRENGTH

HSS HOLLOW STRUCTURAL TUBE

HORIZ HORIZONTAL

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH(S)

INFO INFORMATION

INT INTERIOR

JT OR JNT JOINT

JST JOIST

JBE JOIST BEARING ELEVATION

JSD JOIST SEAT DEPTH

K KIP (1,000 POUNDS)

K/FT KIPS PER FOOT

KLF KIPS PER LINEAL FOOT

K/SF KIPS PER SQUARE FOOT

L ANGLE

LB POUND

LG LENGTH, LONG

LL LIVE LOAD

LOC LOCATION

LONG LONGITUDINAL

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LWT LIGHT WEIGHT

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MEP / MECH MECHANICAL, ELECTRICAL,

PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

(N) NEW

NEC NECESSARY

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NWT NORMAL WEIGHT

OC ON CENTER

OPNG OPENING

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

/ PER

PC PRECAST

PERP PERPENDICULAR

PL PLATE

PROJ PROJECTION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONED

PVC POLYVINYL CHLORIDE

R RADIUS

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REV REVERSE/REVISION

RD ROOF DRAIN

RO ROUGH OPENING

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SIP STRUCTURAL INSULATED PANEL

SJI STEEL JOIST INSTITUTE

SOG SLAB ON GRADE

SPA SPACES

SPEC SPECIFICATIONS

SQ SQUARE

STD STANDARD

STL STEEL

STIFF STIFFENER

STIR STIRRUPS

STRUCT STRUCTURAL

TBE TOP OF BEAM ELEVATION

TDE TOP OF DECK ELEVATION

TEMP TEMPORARY

TEMP STL TEMPERATURE STEEL

TFE TOP OF FOOTING ELEVATION

THK THICK

T & B TOP AND BOTTOM

TO, T/ TOP OF

TOS TOP OF STEEL

TOSL TOP OF SLAB

TRANSV TRANSVERSE

TWE TOP OF WALL ELEVATION

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W, w WIDTH

W/ WITH

W/O WITH OUT

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

ADD ADDENDUM

ADDL ADDITIONAL

ALT ALTERNATE

ANCH ANCHOR (ANCHORAGE)

ARCH ARCHITECT, ARCHITECTURAL

@ AT

BSMT BASEMENT

BM BEAM

BRG BEARING

BTWN BETWEEN

BLK BLOCK

BB BOND BEAM

BOT,BO,B/ BOTTOM

BFE BOTTOM FOOTING ELEVATION

BLKG BLOCKING

BLDG BUILDING

CANT CANTILEVER

CIP CAST IN PLACE

CLG CEILING

CTR CENTER

CL CENTERLINE

CLR CLEAR

COL COLUMN

COMP COMPOSITE

CONC CONCRETE

CMU CONCRETE MASONRY UNIT

CONN CONNECTION(S)

CONST CONSTRUCTION

CONST JT CONSTRUCTION JOINT

CONT CONTINUOUS

db REINFORCING BAR DIAMETER

DBL DOUBLE

DEFL DEFLECTION

DEG DEGREES

DL DEAD LOAD

D, d DEPTH

DET DETAIL

DIAG DIAGONAL

DIA DIAMETER

DIM DIMENSION

DWL(S) DOWEL(S)

DN DOWN

DWG DRAWING

STRUCTURAL ABBREVIATIONS

BP# = BASE PLATE

BRP# = BEARING PLATE

B# OR B#-### = CONCRETE BEAM

CC# = CONCRETE COLUMN

CCB# = CONCRETE COUPLING BEAM

J# OR J#-### = CONCRETE JOIST

CP# = CONCRETE PIER

DP# = DRILLED PIER

DPC# = DRILLED PIER CAP

EP# = EMBED PLATE

GB# = GRADE BEAM

F# = ISOLATED FOOTING

L - M# OR = LINTEL

L - S#

MP# = MASONRY PIER

PF# = PILE FOUNDATIONS

PB# = POST-TENSION BEAM

PC# = PRECAST COLUMN

RWF# = RETAINING WALL FOOTING

SC# = STEEL COLUMN

SH# = STEEL HANGER

SP# = STEEL POST

SR# = SPECIAL CMU REINFORCEMENT

WF# = WALL FOOTING

TYPICAL MARKS

SHEAR WALL REINFORCEMENT--

BEAM WEB

PENETRATION MARK-

OVERALL PROJECT NOTES

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

321 4 5 6 7 8 9 10 on e ei gh th in ch o ne fo ot on e q ua rte r i nc h on e fo ot th re e ei gh th s i nc h on e fo ot on e ha lf in ch o ne fo ot th re e q ua rte rs in ch o ne fo ot 6" on e in ch o ne fo ot 6" on e an d on e ha lf in ch es o ne fo ot 6" th re e in ch es o ne fo ot

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

OVERALL

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

0.S001

STRUCTURAL COVER SHEET &

GENERAL STRUCTURAL NOTES

TDN CS/MJD09-15-2023

.09 .15

Revision # Description Date:

9/15/2023

VHASUXWhiteB Cross-Out

Digitally signed by Jason Gottwalt Date: 2023.09.14 09:10:45-05'00'

CN=Jay D Rohkohl, dnQualifier=A01410D0000017C950EE3A30000BD89, O=DUNHAM ASSOCIATES, C=US

2023.09.14 09:38:02-05'00'

VHASUXWhiteB Cross-Out

5o.NORTH

5h 5g

5i 5f

5d 5b

5c 5j

5o.SOUTH

BUILDING 5e

NO SCOPE

(E) ROOF OPNG

TO BE INFILLED

05.SE121

2TYP @

INFILL

(E) OPENING TO

REMAIN

BUILDING 5J

BUILDING 5K

NO SCOPE

BUILDING 5C

NO SCOPE

3 1

/2"

G.C. TO VERIFY EXIST

CONC DECK DEPTH WITH

EOR PRIOR TO CONSTRUCTION

2" NW CONCRETE OVER

1 1/2" 22 GA GALV METAL

COMPOSITE DECK

3 1/2" TOTAL THICKNESS

REINF W/ FIBER MESH REINF OR

6 X 6 X W2.9 X W2.9 WWF

BOTTOM ANGLE

L3 X 3 X 5/16

(EA SIDE 4-THUS)

TOP ANGLE

L4 X 3 X 5/16 (LLH)

(EA SIDE 4-THUS)

ATTACH UPPER ANGLE TO

EXISTING CONCRETE W/

3/8" DIA X 2 1/2" LONG

SIMPSON STRONG TIE

COUNTER SINK TITEN HD ANCHOR

(3 PER SIDE) THD37212CS

(N) DECK TO SPAN SHORT DIRECTION

EXIST OPNG (FIELD VERIFY)

1/4 3 - 12

ALL SIDES

NOTES:

1. NOTIFY EOR IF OPENING LARGER THAN 4'-0"

IN ANY ONE DIRECTION.

2. SEE ARCH FOR ROOFING REQUIREMENTS.

BUILDING 5 ROOF OPENING - OPTION A CONCRETE OVER METAL DECK INFILL IN EXISTING CONCRETE DECK

E R

Y) 3 1

/2"

G.C. TO VERIFY EXIST

CONC DECK DEPTH WITH

EOR PRIOR TO CONSTRUCTION

3/8" STL PLATE 4" LARGER

THAN OPENING EA SIDE

ATTACH PLATE TO

EXISTING CONCRETE W/

3/8" DIA X 2 1/2" LONG

SIMPSON STRONG TIE

COUNTER SINK TITEN HD ANCHOR

(3 PER SIDE) THD37212CS

NOTES:

1. NOTIFY EOR IF OPENING LARGER THAN 4'-0"

IN ANY ONE DIRECTION.

2. SEE ARCH FOR ROOFING REQUIREMENTS.

BUILDING 5 ROOF OPENING - OPTION B METAL PLATE INFILL OVER EXISTING CONCRETE DECK

EXIST OPNG (FIELD VERIFY)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

05.SE121

STRUCTURAL - ROOF PLAN - 5J

TDN CS/MJD09-15-2023

1/8" = 1'-0"05.SE121

1 ROOF PLAN - 5J

NORTH

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

1" = 1'-0"05.SE121

2 SECTION/ DETAIL

NORTH

1" = 200'-0"

KEY PLAN

9/15/2023

5o.NORTH

5h 5g

5i 5f

5d 5b

5c 5j

5o.SOUTH

TYP @ NEW ROOF

DRAINS - (2) LOCATIONS

THUS (COORDINATE W/

ARCH & MECH FOR

LOCATIONS)

05.SE122

BUILDING 5G & 5I

NO SCOPE

BUILDING 5G & 5I

NO SCOPE

5' - 0" TYP (FIELD VERIFY)

(E ) J

L3 X 3 X 1/4 WELDED

FRAMES ARE TYPICAL

AT ALL ROOF OPENINGS

(FIELD WELD FRAME TO

ALL SUPPORTING

STRUCTURE WITH 3/16"

FILLET ALL CONTACTS)

NOTE: VERIFY DRAIN LOCATIONS

W/ (E) FRAMING PRIOR TO FABRICATING

ANGLES. OK TO SHIP MEMBERS LONG AND

FIELD CUT TO FIT.

(SEE MEP)

FOR DRAIN LOCATION

(SEE MEP)

FOR FRAIN LOCATION

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

05.SE122

STRUCTURAL - ROOF PLAN - H

TDN CS/MJD09-15-2023

1/8" = 1'-0"05.SE122

1 ROOF PLAN - 5H

NORTH

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

3/4" = 1'-0"05.SE122

2 SECTION/ DETAIL

1" = 200'-0"

KEY PLAN

NORTH

5o.NORTH

5h 5g

5i 5f

5d 5b

5c 5j

5o.SOUTH

WELDED ANGLE FRAME

L3 X 3 X 1/4 (DECK BEARING)

CONNECT TO (E) STL W/ 1/4"

FILLET X 3" LONG MIN EA END

NEW ACCESS

ROOF HATCH

(SEE 6 / 05.SE123)

(E) W6 X 12 (FIELD VERIFY)

(E) L3 X 3 X 1/4 (FIELD VERIFY)

(E) L2 1/2 X 2 1/2 X 3/16

(FIELD VERIFY)

(E) L3 X 3 X 1/2 (FIELD VERIFY)

(E) L3 X 3 X 1/4 (FIELD VERIFY)

L3 1/2

X 3 1 /2 X

1/4

(FIELD

VERIFY)

(E ) L

2 1 /2

X 2 1

/2 X

3/1

- 6

OPNG

(E) CL JOIST

OR BEAM

(E) STL JOIST OR

STL BEAM

(SEE PLAN)

L3 X 3 X 1/4 FIELD WELD

TO HEADER ANGLES

(SPA 6'-0" MAX)

HEADER L3 X 3 X 1/4

(SPA 6'-0" MAX)

NOTES:

1. SEE STRUCTURAL PLANS FOR ROOF OPENING LOCATIONS KNOWN AT

TIME OF ISSUE.

2. SEE ARCH, MECH, AND ELECT DRAWINGS FOR QUANTITIES, SIZES,

AND LOCATIONS OF DECK OPENINGS.

3. METAL DECK OMITTED FOR CLARITY. SEE PLAN / SCHED FOR

WELDING PATTERNS. SEE O.S.H.A. FOR SAFETY REQUIREMENTS

L3 X 3 X 1/4 (TYP)

3"3"

3/16 2

TYP

NOTE:

NOT ALL OPENINGS ARE SHOWN

ON PLAN. VERIFY SIZE, NUMBER

& LOCATION OF ALL OPENINGS

W/ MECH, ELECT & GENERAL

CONTRACTOR. OPENINGS GREATER

THAN 6'-0" IN ANY DIRECTION

REQUIRE SPECIALLY DESIGNED

FRAMING. NOTIFY ENGINEER.

(SEE PLAN)

6'-0" MAX OPNG

6'- 0"

DECK SPAN

' X '

WHERE DIM 'X' IS 10"

OR LESS ANGLE CAN

BE OMITTED

1-RIB CUT (NO REINF REQD)

2-RIB CUT (REINF W/ PL 3/16")

CUT HOLE AS REQD

OPNG

NOTE: RIBS ARE SPACED

AT 6" CENTERS

3 OR MORE RIBS CUT OR

AT OPNG FOR ROOF DRAIN,

PROVIDE L FRAMES AS

SHOWN BELOW

WHEN CUTTING 2-RIBS

PROVIDE PL 3/16" X 24" X 2'-0"

W/ #10 TEK SCREWS @ 6"OC

(E) MTL DECK

3/16 2

TYP

AVOID SUPPORT BEAMS BELOW

CORE DRILL OPENING FOR NEW

DRAIN PIPE 7" DIA MAX

(VERIFY SIZE W/ MEP)

AVOID SUPPORT BEAMS

BELOW CORE DRILL

OPENING FOR NEW DRAIN

PIPE 7" DIA MAX

(VERIFY SIZE W/ MECH)

(E) CONC OVER

METAL DECK

(FIELD VERIFY)

AVOID SUPPORT BEAMS

BELOW CORE DRILL

OPENING FOR NEW DRAIN

PIPE 7" DIA MAX

(VERIFY SIZE W/ MECH)

(E) CONC OVER

METAL DECK

(FIELD VERIFY)

INFILL (E) FLOOR PENETRATION

AT PIPE W/ 4,000PSI NON SHRINK

GROUT (SEE 7 / 05.SE123)

8" X 8" +/-

(E) SLAB CONCRETE

OVER 1 1/2" COMP

METAL DECK - 5" TOTAL

THICKNESS (FIELD VERIFY)

1/4" TAPCON

ANCHORS W/ 2" MIN

EMBED TOP & BOT

PLATES (6 EA SIDE)

NEW 20 GA GALV

COMP DECK TO

MATCH PROFILE OF

(E) DECK (CENTER ON

EXIST OPENING TO BE

INFILLED)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

05.SE123

STRUCTURAL - ROOF PLAN - M, N

TDN CS/MJD09-15-2023

1/4" = 1'-0"05.SE123

2 ROOF PLAN - N

NORTH

NO SCALE05.SE123

6 ROOF FRAME FOR OPNG IN (E) MTL ROOF DECK

1/4" = 1'-0"05.SE123

5 ROOF PLAN - M

NORTH

1/4" = 1'-0"05.SE123

4 4TH LEVEL FLOOR PLAN - M

NORTH

1/4" = 1'-0"05.SE123

3 3RD LEVEL FLOOR PLAN - M

NORTH

1/4" = 1'-0"05.SE123

1 4TH LEVEL FLOOR PLAN - N

NORTH

1" = 1'-0"05.SE123

7 SECTION/ DETAIL

NORTH

1" = 200'-0"

KEY PLAN

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

5o.NORTH

5h 5g

5i 5f

5d 5b

5c 5j

5o.SOUTH

AVOID CONCRETE SUPPORT BEAMS

BELOW (CORE DRILL OPENING FOR

NEW DRAIN PIPE 7" DIA MAX)

(VERIFY SIZE W/ MECH)

GUARDRAIL / RAILING

(SEE ARCH)

GUARDRAIL / RAILING

(SEE ARCH)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

05.SE124

STRUCTURAL - ROOF PLAN - S

TDN CS/MJD09-15-2023

1/4" = 1'-0"05.SE124

1 ROOF PLAN - S

NORTH

1" = 200'-0"

KEY PLAN

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

Revision # Description Date:

5o.NORTH

5h 5g

5i 5f

5d 5b

5c 5j

5o.SOUTH

(N) PORTAL FRAME

(FIELD VERIFY LOCATION)

NOTE:

1.) FIELD VERIFY REQ'D OPENING

SIZE PRIOR TO MEMBER

FABRICATION.

2.) OK TO SHIP MEMBERS LONG &

FIELD CUT TO FIT

3.) ONCE INSTALLED, VERIFY W/ ARCH

IF FRAME TO BE INFILLED W/

EXPANDING FOAM INS.

05.SE126

(SEE ARCH)

HSS8 X 2 X 1/4

HSS12 X 2 X 1/4

HSS8 X 2 X 1/4

PROVIDE WELDED MITERED

CORNERS (1/4" FILLET MIN

ALL AROUND)

05.SE126

(E) WALL

(VIF)

05.SE126

OPENING

(SEE ARCH)

GROUT (E) CORES

SOLID (16" X 16")

5/8" DIA HILTI KWIK

BOLT TZ2 MASONRY

ANCHORS (OR EQUAL)

PROVIDE 4" EMBED)

3 EA SIDE

OPENING

(SEE ARCH)

1' - 2" (VIF)

HSS8 X 2 X 1/4

1/4 3 @ 12

(E) MASONRY WALL

(VIF)

1/2" DIA HOLE @ 18" OC

1/4" X 14 (VIF) X CONT

STL PL

1/4

9 3 /4"

4 1 /4"

3 1 /2"

1/4"

1/4" X 17 1/2 X 3' - 4 1/2"

BASE PLATE

3' - 4 1/2" VIF

1 1/4"

HSS8 X 2 X 1/4

- 5

1/ 2"

3" 3' - 10 1/2" VIF 3"

1 1/4"

NOTE: PROVIDE 1" NON-SHRINK

GROUT BELOW BASE PL TO TOP

(E) MASONRY (VIF)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Office of Construction and Facilities Management

21 4 5 6 7 8 9 10

Phase

CONSTRUCTION

DOCUMENTS

FOR OFFICIAL USE ONLY

SIOUX FALLS VA HEALTH CARE

SYSTEM CAMPUS IMPROVE

CAMPUS BUILDING EXTERIORS

SIOUX FALLS, SOUTH DAKOTA

VA #438-22-600

ERA #20221954

STAMPARCHITECT OF RECORD

Stone Group Architects, Inc.

600 East 7th Street Sioux Falls, SD 57103 Phone: 605-271-1144

CONSULTANTS

Dunham Asssociates, Inc.

50 South Sixth St Suite 1100 Minneapolis, MN 55402 Phone: 612-465-7550

MEP:STRUCTURAL:CIVIL:

Ehrhart Griffin & Associates 601 N Minnesota Ave Sioux Falls, SD 57104 Phone: 605-339-7215

05.SE126

STRUCTURAL - ROOF PLAN P.UPPER

TDN CS/MJD09-15-2023

1/8" = 1'-0"05.SE126

1 ROOF PLAN - P UPPER

1" = 1'-0"05.SE126

2 SECTION/ DETAIL

1 1/2" = 1'-0"05.SE126

4 SECTION/ DETAIL

1 1/2" = 1'-0"05.SE126

3 SECTION/ DETAIL

1 1/2" = 1'-0"05.SE126

5 SECTION/ DETAIL

NORTH

1" = 200'-0"

KEY PLAN

INFORMATION ON THIS PLAN REGARDING EXISTING STRUCTURE

WAS TAKEN FROM EXISTING CONSTRUCTION DOCUMENTS.

ACTUAL FIELD CONDITION MAY VARY FROM WHAT IS SHOWN.

ALL DIMENSIONS, ELEVATIONS AND CONDITIONS OF EXISTING

STRUCTURE TO BE FIELD VERIFIED PRIOR TO FABRICATION.

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File details come from the government source that posted it. Updated Jul 1, 2025.