S06 - Amend 0002 - RFP - Att 01-04 - DWG - 03242025 - SPS - Sioux Falls.pdf

O

XY

O

X

Y

O

X

Y

O

X

Y

O

X

Y

O

X

Y

O

X

Y

O

X

Y

O

X

Y

S i g n

B

L

D

G

B

L

D

G

POC

A

A

MATCHLINE

MATCHLINE

MATCHLINE

MATCHLINE

CONNECT TO EXISTING 3"

MAINLINE - CONFIRM

ACTUAL LOCATION AND

SIZE IN FIELD

S

W

C

MATCHLINE

MATCHLINE

MATCHLINE

MATCHLINE

CONNECT TO EXISTING

CONTROLLER - CONFIRM

ACTUAL LOCATION IN

FIELD

SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY

Rain Bird 1804-PRS w/ MPR Nozzles Turf Spray 4.0" Pop-Up Sprinkler with Co-Molded Wiper Seal. 1/2" NPT Female Threaded Inlet. Pressure Regulating.

Rain Bird R-VAN14 1804-SAM-PRS Turf Rotary, 45-270 degrees and 360 degrees. Hand Adjustable Multi-Stream Rotary w/1800 turf spray body on 4" pop-up, with check valve and 45 psi in-stem pressure regulator. 1/2" NPT Female Threaded Inlet.

Rain Bird R-VAN18 1804-SAM-PRS Turf Rotary, 45-270 degrees and 360 degrees. Hand Adjustable Multi-Stream Rotary w/1800 turf spray body on 4" pop-up, with check valve and 45 psi in-stem pressure regulator. 1/2" NPT Female Threaded Inlet.

Rain Bird R-VAN24 1804-SAM-PRS Turf Rotary, 45-270 degrees and 360 degrees. Hand Adjustable Multi-Stream Rotary w/1800 turf spray body on 4" pop-up, with check valve and 45 psi in-stem pressure regulator. 1/2" NPT Female Threaded Inlet.

SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY

Rain Bird XCZ-100-PRB-COM Wide Flow Drip Control Kit for Commercial Applications. 1" Ball Valve with 1" PESB Valve and 1" Pressure Regulating 40psi Quick-Check Basket Filter. 0.3 GPM-20 GPM

Area to Receive Dripline Rain Bird XFS-06-12 XFS Sub-Surface Pressure Compensating Dripline w/Copper Shield Technology. 0.6 GPH emitters at 12" O.C. Laterals spaced at 12" apart, with emitters offset for triangular pattern. UV Resistant. Specify XF insert fittings.

1,743 l.f.

SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY

Rain Bird PEB-PRS-D 1" Plastic Industrial Valves. With Pressure Regulator Module.

Rain Bird 44-RC 1" Brass Quick-Coupling Valve, with Corrosion-Resistant Stainless Steel Spring, Thermoplastic Rubber Cover, and 2-Piece Body.

RW Isolation Valve (Line Sized) 2

Bermad C30 Air/Vaccum Relief Valve (1") 2

Existing Controller 1

Point of Connection 3" 1

Irrigation Lateral Line: PVC Class 200 SDR 21 918.9 l.f.

Irrigation Mainline: PVC Schedule 80 333.5 l.f.

Pipe Sleeve: PVC Schedule 80 22.9 l.f.

Note: All quantities are for reference only. Contractor responsible for actual counts.

A

C

POC

LEGEND

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h z c o l e s p r o j e c t s s i o u x f a l l s s p s s i o u x f a l l s s p s i r r i g a t i o n d w g e d i t n s n a v e d

A

M p l o t

A

M

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

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 16584

CONSTRUCT NEW (SPS) ADDITION

STERILE PROCESSING SERVICES

438-460

SIOUX FALLS, SOUTH DAKOTA

100% CONSTRUCTION

DOCUMENT REVIEW

CONSTRUCTION DOCUMENTS

Date:

SIOUX FALLS VA

HEALTH CARE SYSTEM

June 30, 2022

IRRIGATION:STRUCTURAL:

IMEG

2882 106TH STREET,

DES MOINES, IA 50322

515-334-9906

TODD BARRETT

EC DESIGN

400 5TH STREET,

WEST DES MOINES, IA 50265

515-225-6365

ERIK CHRISTIANSEN

ELECTRICAL :

COMPANY

ADDRESS 1

ADDRESS 2

PHONE NUMBER

NAME

COST ESTIMATING:

CPMI

1001 GRAND AVENUE, SUITE 201

WEST DES MOINES, IA 50265

515-244-1166

BRYAN BERTRAND

IRRIGATION PLAN

IR101

CONSULTANTSCONSULTANTS

02/14/2025

SCALE:

THRUST BLOCK DETAIL

NONE SCALE:

SLEEVING DETAIL

NONE

SCALE:

QUICK-COUPLING VALVE

WITH STABILIZER

NONESCALE:

ISOLATION VALVE WITH BOX

NONE SCALE:

REMOTE CONTROL VALVE,

PRESSURE REGULATOR & FILTER

NONE SCALE:

FIXED-SPRAY SPRINKLER

NONESCALE:

TURF ROTOR

NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h z c o l e s p r o j e c t s s i o u x f a l l s s p s s i o u x f a l l s s p s i r r i g a t i o n d i t n v e d o t

A

M

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

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 16584

CONSTRUCT NEW (SPS) ADDITION

STERILE PROCESSING SERVICES

438-460

SIOUX FALLS, SOUTH DAKOTA

100% CONSTRUCTION

DOCUMENT REVIEW

CONSTRUCTION DOCUMENTS

Date:

SIOUX FALLS VA

HEALTH CARE SYSTEM

June 30, 2022

IRRIGATION:STRUCTURAL:

IMEG

2882 106TH STREET,

DES MOINES, IA 50322

515-334-9906

TODD BARRETT

EC DESIGN

400 5TH STREET,

WEST DES MOINES, IA 50265

515-225-6365

ERIK CHRISTIANSEN

ELECTRICAL :

COMPANY

ADDRESS 1

ADDRESS 2

PHONE NUMBER

NAME

COST ESTIMATING:

CPMI

1001 GRAND AVENUE, SUITE 201

WEST DES MOINES, IA 50265

515-244-1166

BRYAN BERTRAND

IRRIGATION DETAILS

IR501

5/8'' FITTINGS

NONE SCALE:

MANIFOLD-TO-ELBOW CONNECTION

NONE SCALE:

MANIFOLD-TO-TEE CONNECTION

NONE

SCALE:

AUTOMATIC FLUSH VALVE

NONE

SCALE:

1/4'' MICRO FITTINGS

NONE SCALE:

SUB-GRADE LAYOUT

NONE SCALE:

DRIPLINE TRENCH

NONESCALE:

REMOTE CONTROL VALVE,

PRESSURE REGULATOR & FILTER

NONE

SCALE:

1/2'' AIR/VACUUM RELIEF VALVE

NONESCALE:

1/2'' AIR/VACUUM RELIEF VALVE

NONE SCALE:

1/2'' AIR/VACUUM RELIEF VALVE

NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h z c o l e s p r o j e c t s s i o u x f a l l s s p s s i o u x f a l l s s p s i r r i g a t i o n d i t n v e d o t

A

M

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

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 16584

CONSTRUCT NEW (SPS) ADDITION

STERILE PROCESSING SERVICES

438-460

SIOUX FALLS, SOUTH DAKOTA

100% CONSTRUCTION

DOCUMENT REVIEW

CONSTRUCTION DOCUMENTS

Date:

SIOUX FALLS VA

HEALTH CARE SYSTEM

June 30, 2022

IRRIGATION:STRUCTURAL:

IMEG

2882 106TH STREET,

DES MOINES, IA 50322

515-334-9906

TODD BARRETT

EC DESIGN

400 5TH STREET,

WEST DES MOINES, IA 50265

515-225-6365

ERIK CHRISTIANSEN

ELECTRICAL :

COMPANY

ADDRESS 1

ADDRESS 2

PHONE NUMBER

NAME

COST ESTIMATING:

CPMI

1001 GRAND AVENUE, SUITE 201

WEST DES MOINES, IA 50265

515-244-1166

BRYAN BERTRAND

IRRIGATION DETAILS

IR502

MOUND LAYOUT

NONE SCALE:

END FEED LAYOUT

NONE SCALE:

CENTER FEED LAYOUT

NONE

SCALE:

IRREGULAR LAYOUT

NONE SCALE:

IRREGULAR LAYOUT

NONE SCALE:

SLOPE LAYOUT

NONE SCALE:

ISLAND LAYOUT

NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h z c o l e s p r o j e c t s s i o u x f a l l s s p s s i o u x f a l l s s p s i r r i g a t i o n d i t n v e d o t

A

M

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

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 16584

CONSTRUCT NEW (SPS) ADDITION

STERILE PROCESSING SERVICES

438-460

SIOUX FALLS, SOUTH DAKOTA

100% CONSTRUCTION

DOCUMENT REVIEW

CONSTRUCTION DOCUMENTS

Date:

SIOUX FALLS VA

HEALTH CARE SYSTEM

June 30, 2022

IRRIGATION:STRUCTURAL:

IMEG

2882 106TH STREET,

DES MOINES, IA 50322

515-334-9906

TODD BARRETT

EC DESIGN

400 5TH STREET,

WEST DES MOINES, IA 50265

515-225-6365

ERIK CHRISTIANSEN

ELECTRICAL :

COMPANY

ADDRESS 1

ADDRESS 2

PHONE NUMBER

NAME

COST ESTIMATING:

CPMI

1001 GRAND AVENUE, SUITE 201

WEST DES MOINES, IA 50265

515-244-1166

BRYAN BERTRAND

IRRIGATION DETAILS

IR503

AIR/VACUUM RELIEF LATERAL

NONE SCALE:

CHECK VALVE

NONE

SCALE:

1/4'' MICRO VALVE

NONE

SCALE:

END-FEED LAYOUT

NONE SCALE:

CENTER-FEED LAYOUT

NONE

SCALE:

TEMPORARY TREE EMITTER LAYOUT

FOR ESTABLISHMENT

NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

F i l e

P a t h z c o l e s p r o j e c t s s i o u x f a l l s s p s s i o u x f a l l s s p s i r r i g a t i o n d i t n v e d o t

A

M

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

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 16584

CONSTRUCT NEW (SPS) ADDITION

STERILE PROCESSING SERVICES

438-460

SIOUX FALLS, SOUTH DAKOTA

100% CONSTRUCTION

DOCUMENT REVIEW

CONSTRUCTION DOCUMENTS

Date:

SIOUX FALLS VA

HEALTH CARE SYSTEM

June 30, 2022

IRRIGATION:STRUCTURAL:

IMEG

2882 106TH STREET,

DES MOINES, IA 50322

515-334-9906

TODD BARRETT

EC DESIGN

400 5TH STREET,

WEST DES MOINES, IA 50265

515-225-6365

ERIK CHRISTIANSEN

ELECTRICAL :

COMPANY

ADDRESS 1

ADDRESS 2

PHONE NUMBER

NAME

COST ESTIMATING:

CPMI

1001 GRAND AVENUE, SUITE 201

WEST DES MOINES, IA 50265

515-244-1166

BRYAN BERTRAND

IRRIGATION DETAILS

IR504

GENERAL CONSTRUCTION NOTES:

1. Reference Standards: Unless noted otherwise, all standards shall be current edition, with latest addenda, if applicable.

2. Contractor shall verify all existing dimensions, member sizes, and field conditions prior to any demolition, fabrication, construction, or installation and notify Structural Engineer of Record if conditions, materials, sizes, and dimensions are different from those shown.

3. The contract structural drawings and specifications represent the finished structure. Unless otherwise indicated, they do not indicate the means or method of construction. The contractor is solely responsible for the protection of the structure during all phases of demolition, construction, and installation.

4. The finished structure has been designed for the loading indicated below. It is the responsibility of the contractor(s) and their specialty Engineer(s) to review and use means and methods to adequately address loading on the structure during construction including, but not limited to, wind, snow, seismic, underpinning, material storage, and equipment.

5. Cross reference all dimensions and details with architectural and mechanical drawings before commencing any fabrication and/or construction.

6. Details and conditions not specifically shown shall be constructed in accordance with details shown for similar conditions and materials.

7. Shop drawings prepared by suppliers, sub-contractors, etc. shall be reviewed, coordinated, and signed/stamped by the contractor prior to submitting to the Structural Engineer of Record. The Structural Engineer of Record's review of shop drawings, product data, design calculations, etc., does not relieve the contractor from complying with the contract documents.

8. Verify location of all box outs and openings. Opening sizes and locations shown for pipes, ducts, mechanical units, etc.

are for general information only and shall be verified with all trades before commencing the work.

9. Contractor is solely responsible for protection of the existing building during all phases of construction.

10. No structural repairs, corrections, or alterations of work affecting a structural member shall be made without the approval of the Structural Engineer of Record. Design and/or review may be an additional service.

11. Do not scale the drawings.

DESIGN CRITERIA LOADS AND STRESSES:

CODES:

1. International Building Code (2018)

2. Minimum Design Loads for Buildings and Other Structures (ASCE 7-16).

DESIGN LOADS:

WIND DESIGN CRITERIA

Ultimate Design Wind Speed (3-sec gust), Vult 120 MPH

SEISMIC DESIGN CRITERIA

Risk Category IV

Seismic Importance Factor, Ie 1.5

Mapped Spectral Response Acceleration Parameters, SS and S1

SS = 0.090 g S1 = 0.035 g

Site Class "D"

Design Spectral Response Acceleration Parameters, SDS & SD1

SDS = 0.096 g SD1 = 0.056 g

Seismic Design Category

Design Base Shear V = CS * W

Seismic Response Coefficients CS = 0.01

Response Modification Coefficients Steel ordinary conctrically brace frame R = 3.25 Steel ordinary moment grame R=3.0

Analysis Procedure Used Equivalent Lateral Force Procedure

Nominal Design Wind Speed (3-sec gust), Vasd 93 MPH

Risk Category IV

Wind Exposure “C”

Internal Pressure Coefficients GCpi = +/- 0.18

FLOOR LIVE LOADS:

150 PSF Mechanical/Electrical areas 100 PSF Stairs, and exits

CONCRETE: (f'c) at 28 Days

3000 PSI Footings 3500 PSI Slab on grade [max w/c = 0.45, fly ash not permitted, no entrained air] 4000 PSI Slab on steel deck, topping slabs [max w/c = 0.45, fly ash not permitted, no entrained air] 4500 PSI Piers, foundation walls, and exterior slabs [5%-7% air content] 4500 PSI Retaining walls, basement walls, pile caps, and grade beams 7000 PSI Non-shrink grout below baseplates

All exterior concrete work shall have 5% to 7% air entrainment.

STEEL: (Fy)

60,000 PSI ASTM A615 grade 60 reinforcing 60,000 PSI ASTM A706 weldable reinforcing 50,000 PSI ASTM A992 wide-flange shapes 36,000 PSI ASTM A36 plates, channels, and angles, etc.

50,000 PSI ASTM A500 grade C structural tubes (HSS) 46,000 PSI ASTM A500 grade C structural pipe (HSS) 92,000 PSI ASTM A325 high strength bolts 36,000 PSI ASTM F1554 threaded anchor rods 50,000 PSI ASTM A108 headed studs

FOUNDATION LOADS:

2,000 PSF soil bearing, based on soil report prepared by Geotek Engineering & Testing Services, Inc., dated April 17, 2019 , (report # 19-225 ). See Geotek report for required site preparation. Steel helical piles and micropiles shall be designed for unfactored load indicated on sheet SB102.

LATERAL EARTH PRESSURE:

35 PCF Active Lateral Earth Pressure (Equivalent Fluid Density)

ROOF SNOW LOAD DATA*

Ground Snow Load, Pg 40 PSF

Snow Exposure Factor, Ce 1.0

Snow Load Importance Factor, I 1.2

Thermal Factor, Ct Heated Ct = 1.0

Flat Roof Snow Load, Pf Heated Pf = 35 PSF + drifting

*See Plan for Unbalanced Snow Loads & Snow Drift Loads

"A"

Basic Seismic Force-Resisting System

Slope Factor, Cs Cs = 1.0

Steel ordinary concentrical brace frame and steel ordinary moment frame

TEMPORARY BRACING:

1. Provide temporary lateral support for all walls where grade varies on the two sides until slab has reached its design strength.

2. Provide required temporary bracing for structural steel until permanent bracing and walls are in place.

3. Provide temporary bracing for all walls, concrete, masonry, light gage metal, or wood until they are of adequate design strength and are properly anchored in final form.

4. Provide temporary shoring for all existing walls, floors, and roof members until new construction is in place and properly anchored or cured in final form.

5. All temporary shoring is to be designed by a specialty shoring contractor, by a Professional Engineer licensed in the state of the project, at the expense of the contractor.

6. Shore all foundation walls as required before backfilling and compacting.

7. Contractor shall provide adequate bracing and shoring during all phases of construction and erection of the structure.

GENERAL FOUNDATION NOTES:

1. All foundation excavations, backfill, and compaction shall be inspected and certified by a qualified soils testing firm prior to the construction of any footings. All reports are to be submitted to Structural Engineer of Record in a timely manner.

2. Cross reference all architectural, mechanical, electrical, and structural drawings to assure proper dimensions and placement of all anchor rods, inserts, etc.

3. All footing elevations are shown to top of footings, unless noted otherwise.

4. All footings are centered under walls or columns above, unless noted otherwise.

5. Continuous wall footings up through 1'-8" wide to be 10" thick. Footings over 1'-8" wide to be 12" thick, unless noted otherwise.

6. Provide wall footing reinforcement as follows:

Footings up through 2'-0" wide = (2)-#5 cont.

Footings 2'-1" through 3'-0" wide = (3)-#5 cont.

Footings 3'-1" through 3'-6" wide = (3)-#5 cont. & #5 @ 12" transv.

See details for reinforcing in all footings over 3'-6" wide.

7. Provide 90 degree bend in all footing dowels. Cast dowels in footings for columns, piers, and walls above. Dowels to be the same number and size as the vertical reinforcing, unless noted otherwise. See General Concrete Notes or General Masonry Notes for required lap length.

8. Rebar and anchor rods to be securely tied in place prior to placing concrete (i.e. no "wet-sticking" is allowed).

GENERAL CONCRETE NOTES:

1. Concrete construction shall comply with the provisions of the “Building Code Requirements for Structural Concrete,”

ACI 318-14.

2. The "ACI Detailing Manual" shall govern detailing and fabrication of all reinforcing steel, unless noted otherwise.

3. Reinforcing steel supplier to provide all accessories, chairs, spacing bars, and supports necessary to secure steel in accordance with "Manual of Standard Practice" by the Concrete Reinforcing Steel Institute. Clay brick is not allowed.

4. Provide minimum clear concrete cover for all reinforcement as follows:

Cast against and permanently exposed to earth = 3"

Exposed to earth or weather:

#5 bars and smaller = 1 1/2" #6 bars and larger = 2"

Not exposed to weather or in contact with ground:

Slabs, walls, & joists (#3 to #11 bars) = 3/4" Beams, girders and columns, primary reinforcement, ties, stirrups, or spirals = 1 1/2"

5. Provide corner bars at all corners and intersections of walls, grade beams, and edge beams. Corner bar to be the same size and spacing as all horizontal bars.

6. At openings in structural slabs or walls, provide a minimum of (2)-#6 bars each side of opening. Bars are to extend a minimum of 3’-0” beyond corners of openings, unless noted otherwise. Provide (1)-#5 x 4’-0” long diagonal bar at each corner of opening in each face of wall or slab.

7. Provide minimum concrete wall reinforcing as follows: (unless noted otherwise)

6" & 8" concrete walls:

#4 @ 16" o.c. vert & #4 @ 10" o.c. horiz (center in wall)

10" concrete walls:

#4 @ 16" o.c. vert & #4 @ 16" o.c. horiz (each face)

12" concrete walls:

#4 @ 16" o.c. vert & #4 @ 12" o.c. horiz (each face)

16" concrete walls:

#4 @ 16" o.c. vert & #4 @ 12" o.c. horiz (each face)

8. Provide vertical control joints in exposed concrete walls at a maximum of 30'-0" intervals. See typical details for Control Joint and Construction Joint Detail.

9. No aluminum of any type shall be allowed in the concrete work, unless coated to prevent reaction with concrete.

10. Maximum outside diameter of embedded conduit shall be no larger than 1/3 of the slab thickness. This restriction applies to the total height at conduit crossings. The conduit shall be placed such that it does not significantly impair the strength of construction.

11. Post-installed anchors in concrete shall be ICC approved for use in cracked concrete. Approved anchors shall be Hilti Kwik Bolt TZ Expansion Anchors (ESR-1917) or a Hilti HIT-HY 200 Adhesive Anchoring System (ESR-3187), unless noted otherwise. Install anchors in strict conformance with anchor manufacturer’s instructions. Anchor substitutions shall not be made without written permission from the Structural Engineer of Record.

12. No pipe or conduit of any type shall be placed in structural concrete members without written approval from the Structural Engineer of Record.

13. Composite slabs and beams are designed to support the dead load of the wet concrete plus normal construction loads without requiring temporary shoring. Some deflection of the deck and beams will occur when the wet concrete is placed.

The contractor shall include in the bid the cost of the additional concrete quantity caused by the deflection of the beams and deck.

14. Do not weld rebar, unless Weldable Rebar is provided and its use is approved by the Structural Engineer of Record.

15. Lap splice lengths in continuous reinforcing shall be tension lap splices and are shown below, unless noted otherwise on drawings or details:

CLASS B TENSION LAP SPLICE LENGTH

Bar Size Case 1 f'c = 3000 PSI:

Top Bars Other Bars

Case 2 Case 1 Case 2

#3

#4

#5

#6

#7

#8

#9

#10

#11

28"

37"

47"

56"

81"

93"

105"

118"

131"

42"

56"

70"

84"

122"

139"

157"

177"

196"

22"

29"

36"

43"

63"

72"

81"

91"

101"

32"

43"

54"

64"

94"

107"

121"

136"

151"

CLASS B TENSION LAP SPLICE LENGTH

Bar Size Case 1 f'c = 4000 PSI:

Top Bars Other Bars

Case 2 Case 1 Case 2

#3

#4

#5

#6

#7

#8

#9

#10

#11

24"

32"

40"

48"

70"

80"

91"

102"

113"

36"

48"

60"

72"

106"

121"

136"

153"

170"

19"

25"

31"

37"

54"

62"

70"

79"

87"

28"

37"

47"

56"

81"

93"

105"

118"

131"

CLASS B TENSION LAP SPLICE LENGTH

Bar Size Case 1 f'c = 5000 PSI:

Top Bars Other Bars

Case 2 Case 1 Case 2

#3

#4

#5

#6

#7

#8

#9

#10

#11

22"

29"

36"

43"

62"

72"

81"

91"

101"

33"

43"

53"

65"

95"

108"

122"

137"

152"

17"

22"

28"

33"

48"

55"

62"

70"

78"

25"

33"

41"

50"

73"

83"

94"

105"

117"

Notes:

1. Tables are for normal weight concrete with Grade 60 uncoated reinforcing bars. For lightweight aggregate, multiply the values in the table by 1.33.

2. Top bars are horizontal bars with more than 12" of concrete cast below the bars.

3. Compression lap splices (only where indicated on drawings) for Grade 60 uncoated reinforcing bars shall be 30 times the bar diameter.

4. Cases 1 and 2 are defined as follows:

Beams and columns:

Case 1: Concrete cover at least 1.0 times the bar diameter and center-to-center spacing of at least 2.0 times the bar diameter.

Case 2: Concrete cover less than 1.0 times or center-to-center spacing less than 2.0 times the bar diameter.

All other members:

Case 1: Concrete cover at least 1.0 times the bar diameter and center-to-center spacing at least 3.0 times the bar diameter.

Case 2: Concrete cover less than 1.0 times the bar diameter or center-to-center spacing less than 3.0 times the bar diameter.

minimum of 1'-0" (Partition width) +6" or m in minimum of 1'-0" (Partition width) +6" or

Partitions, see arch. plan for size & location

PARTITION FOOTING

(MESH CONTINUOUS)

CONSTRUCTION JOINT

(STOP MESH AT CONSTRUCTION JOINT)

m in

(2)-#4's cont. under masonry partitions only

1"x3" continuous keyway

CONCRETE SLAB AND JOINT NOTES AND DETAILS:

1. Control Joints (C.J.) - Locate saw cut control joints at column centerlines and at the following maximum spacing to create approximately square panels

a. Concrete slabs on grade:

i. 4"-5" thick slab = 12'-0" Coordinate control joint layout with floor finish requirements.

b. Control joint depth to be 1", using an early entry saw.

c. Cut control joints with an early entry saw as soon as possible without damage to the slab surface.

2. Provide 6x6-W1.4xW1.4 W.W.F. in all slabs on grade, unless noted otherwise. All mesh to be lapped a minimum of 12".

Provide prefabricated sheets in lieu of rolled mesh. Reinforce with (2)-#5 x 3’-0” long at all re-entrant (inside) corners.

3. Place slab reinforcing between 1/4 and 1/3 of slab thickness down from top of slab.

4. Coordinate all floor finishes, slopes, recesses, floor drains, gutters, etc. with all disciplines (arch., mech., etc.).

5. Provide a preformed isolation joint in concrete slab at columns. The isolation joint can be either a circular or diamond shaped pattern.

6. Do not provide control joints in structural slabs, slabs on metal deck, or precast topping, unless noted otherwise.

7. Provide thickened slabs at masonry partitions and construction joints as detailed below.

TYPICAL LINTEL TYPES AND NOTES:

1. Verify size and location of all mechanical, U.V., U.H., louver, and duct openings with mechanical contractor.

2. For all openings through masonry walls not shown, including mechanical and electrical openings, provide one of the following: (unless noted otherwise)

a. Steel angle lintels:

(1) L 3 1/2" x 3 1/2" x 1/4" for each 4" thickness of wall for spans up to 4'-0".

(1) L 5" x 3 1/2" x 5/16" (LLV) for each 4" thickness of wall for spans up to 5'-0".

(1) L 6" x 3 1/2" x 5/16" (LLV) for each 4" thickness of wall for spans up to 6'-0".

3. All steel lintel beams to bear a minimum of 8" on grouted or solid masonry, unless noted otherwise. All steel lintel angles to bear a minimum of 6" on solid or grouted masonry, unless noted otherwise.

4. All lintels in exterior walls to be hot-dipped galvanized, unless noted otherwise.

GENERAL STEEL NOTES:

1. Construction of structural steel shall comply with the provisions of "AISC 360-16 Specification for Structural Steel Buildings" and “AISC 341-16 Seismic Provisions for Structural Steel Buildings.”

2. All shop connections shall be welded or bolted, field connections shall be bolted, unless noted otherwise. Bolted connections shall be Bearing Type (snug-tightened) and shall be made with a minimum of 3/4"ø ASTM A325-N Bolts.

Direct-Tension Indicators are acceptable substitutions.

3. All welds as per latest specifications of the AWS - E70xx electrodes.

4. Before encasing steel columns in concrete or masonry, paint column bases and tops of anchor rods with asphaltic paint.

5. The structural fabricator shall furnish all plates and angles cast in bond beams, concrete walls, or columns to support steel joists, beams, and steel deck.

6. 'C' denotes beam is continuous over columns, 'S' denotes beam simple shear splice.

7. All steel beams shall be true to line and elevation, column base plates grouted, and anchor rods tight before any loads are placed.

8. All column base and cap plates to be welded around all sides.

9. All welds not specified are 3/16" fillet weld, continuous and/or all around.

10. Structural fabricators shall show all welding requirements on structural steel shop drawings.

11. Fabricator shall select AISC simple shear connections for composite beams capable of carrying the reaction load indicated or the reaction load calculated and based on tributary area or at a minimum 75% of the total shear capacity.

Connection design shall also be check for blast reaction given on sheet SG000.

12. Cuts, holes, or openings required in structural steel members for the work of other trades shall be shown on the shop drawings. Burning of holes and cuts in structural steel members in the field shall not be allowed, except by written permission from the Structural Engineer of Record.

13. The top of all beams receiving shear studs shall not be painted.

14. The contractor shall provide 4000 pounds of structural steel contingency material to be fabricated and erected as directed by the Structural Engineer of Record. Cost of material, labor, delivery, and associated services are to be included in the bid amount.

15. All connections not specifically detailed shall be designed by a Professional Engineer licensed in the state where the project is located. Detailing shall be performed using rational engineering design and standard practice in conformance with the contract documents. The general details shown on the drawings are approximate only and do not indicate the required number of bolts, weld requirements, etc., unless specifically noted.

16. Shear stud connectors shall be manufactured by Nelson Stud Welding Co. or equal conforming to ASTM A108, and shall be field applied with automatic welding equipment through the composite steel deck with the use of a proper ferrule.

Remove ferrules after welding.

17. Location, type, diameter, length, and spacing of shear stud connectors shall be detailed on the shop drawings.

STEEL DECK NOTES:

1. All steel decking shall comply with the specifications of the Steel Deck Institute (SDI). Thickness, type, and properties of decks shall be as shown on the drawings.

2. All steel deck shall span a minimum of three spans, unless otherwise approved.

3. Field weld 1 1/2” steel roof deck to supporting members with 5/8"ø puddle welds at 36/4 pattern. Where areas of warped deck occur, field weld steel deck maximum 6" o.c. at all supports. Typical, unless noted otherwise.

4. 1 1/2” steel roof deck shall have; (1)-#10 TEK screw side lap connector installed between adjacent supports (unless noted otherwise).

5. Composite steel deck with concrete slabs shall be welded to all supporting members with 5/8”ø puddle welds at 36/4 pattern. For deck units with spans greater than 5'-0", sidelaps and perimeter edges of units between span supports shall be fastened at intervals not exceeding 36" o.c., using one of the following methods:

a) #10 self-drilling screws

b) Crimp or button punch

c) Arc puddle welds 5/8" minimum visible diameter, or minimum 1" long fillet weld.

6. See plans and details for composite deck thickness, depth, and profile. All composite steel deck to be galvanized with G-60 coating.

7. Steel conform deck shall be attached at all supports sufficiently to prevent movement. Steel deck fasteners are not required for conform decks supporting concrete stoop slabs.

8. For steel conform deck supporting interior floor slabs attach deck to supporting members with 5/8”ø puddle welds per the following pattern layout:

0.6C Conform Deck – 30/4 weld pattern 1.0C Conform Deck – 33/4 weld pattern 1.3C Conform Deck – 32/4 weld pattern 2.0C Conform Deck – 36/4 weld pattern

STRUCTURAL ABBREVIATION KEY

ABBR: DESCRIPTION:

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

EXISTING

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BEAM

BOUNDARY NAILING

BOTTOM

BETWEEN

COLD FORM STEEL FRAMING

CENTER OF GRAVITY OF THE TENDON

COMPLETE JOINT PENETRATION WELD

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATION

DIAMETER

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

EFFECTIVE

ELEVATION

ELECTRICAL

EMBEDMENT

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

ETCETERA

EACH WAY

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FIELD NAILING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LIGHTWEIGHT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

ORIENTED STRAND BOARD

POUNDS PER CUBIC FOOT

PENTHOUSE

PARTIAL JOINT PENETRATION WELD

PLATE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION, -ED, -ING

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE

SEISMIC FORCE-RESISTING SYSTEM

SIMILAR

SNOW LOAD

SHEET METAL SCREW

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SYMMETRICAL

TOP AND BOTTOM

TOP OF

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

(E) A.B.

ARCH

B.O.

bf

BF

BM

B.N.

BOTT

BTWN

CFSF

CGS

CJP

CLR

CL

CMU

COL

CONC

CONN

CONST

CONT

COORD

DIA

DL

DET

DWG

DWL

EA

EF

EFF

EL

ELEC

EMBED

E.N.

EOD

EOS

EQ

EQUIP

ETC

EW

EXP

EXT

f 'c

FDN

F.N.

FT

FTG

Fy

GA

GALV

HORIZ

HSA

HSB

JT

K, KIP

KSF

KSI

L

LBS

LL

LLH

LLV

LONG.

LSH

LSV

LT WT

MAX

MECH

MANUF

MIN

NIC

NTS

OC

OH

OPNG

OSB

PCF

P.H.

PJP

PL

PLF

PSF

PSI

PT

R

REINF

REQD

RTU

SC

SCHED

SFRS

SIM

SL

S.M.S.

SP

SPECS

SQ

STIFF

STL

SYM

T&B T.O.

TC

TEMP

tf

THK

TRANS

TYP

UON

VERT

VIF

W/

WP

WT

WWR

STRUCTURAL SYMBOL LIST

HEADED STUD ANCHORS (HSA) ON BEAM[##]

BRACE ABOVE

BRACE BELOW

GENERAL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

TOP OF ELEVATION(100'-0")

S STEP IN FOOTING

FOUNDATION SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

STEEL SYMBOLS:

SYMBOL DESCRIPTION DETAIL REFERENCE

BEAM SPLICE

MOMENT CONNECTION

N/A

SEE PLAN NOTES

SEE FRAME ELEVATION

SEE FRAME ELEVATION

STEEL DECK (DIRECTION)

1/SB200

3/SF220

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

VIEW NAME

1/8" = 1'-0"

S300

SIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

100'-0" ELEVATION

INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE KEY:

NEW WORK

(DARK SOLID LINE/LINE WEIGHT WILL VARY)

NEW WORK BELOW OR BEYOND VIEW

(DARK DASH LINE)

EXISTING TO BE REMOVED

(DARK DASH LINE)

EXISTING WORK TO REMAIN

(HALFTONED SOLID LINE/LINE WEIGHT WILL VARY)

NON STRUCTURAL

(HALFTONED LIGHT SOLID LINE)

GRID OR CENTERLINE

MATERIAL LEGEND:

CONCRETE - CAST-IN-PLACE

EXISTING

EARTH

GRAVEL OR GRANULAR FILL

GROUT OR DRYPACK OR SAND

MASONRY

METAL / COLD-FORM STUD

PRECAST CONCRETE

STEEL

COLUMN MARK

SF#(X'-X") FOOTING MARK (TOP ELEVATION)

PIER MARK

N O R

HT

CX

PX

STEEL HELICAL PILES AND MICROPILES:

1. Piles shall be installed within the following tolerances:

Top Elevation +/- 1/2" Plumb within 1° Pile Centerline within 3"

2. Piles shall be designed to provide the required load capacities shown on plans with a 1/2" maximum vertical settlement at any pile and a 1/4" maximum vertical differential settlement between any two adjacent pilies uon.

3. Pile load test shall be performed per the project specifications and ASTM D1143.

a. Compession tests shall be performed following the "Quick Test" procedure described in ASTM D1143.

b. Load tests shall be observed and documented by the testing and inspection agency.

c. The maximum test load shall be 200% of the allowable load show on the drawings.

d. The test pile locations shall be determinated by the contractor uon on the drawings.

e. Installation methods, procedures, equipment, products, and final installation torque shall be identical to the production piles to the greates extent practicable, except where otherwise approved by the Owner or Architect.

f. A load test shall be deemed acceptable provided the maximum test load is applied without pile failure and the deflection of the pile head at the design load is less than 0.25" uon on the drawings. Failure is defined when continuous jacking is required to maintain the load.

4. The Architect shall be notified immediately if obstructions are encountered while instaling piles.

5. The testing and inspection agency and installing contractor shall keep a record or log of each pile as installed showing location, top and bottom elevations, diameters, date installed, type of strata encountered, and any other pertinent information.

6. The pile contractor shall cubmit calculations for the design of piles. Those calculations shall be signed and sealed by an engineer licensed in the project's jurisdiction.

7. Pile contractor shall submit shop drawings for review showing dimensioned pile layout plan and installation sequence, pile components and details, corrosion protection system, and pile top atatchment.

ROOF BEAM/ GIRDER BLAST REACTION TABLE

DESCRIPTION SPAN END REACTION (kips, LRFD)

W12x14 BEAM 8'-0" TO 12'-2"

ROOF MEMBER REACTION TABLE NOTES:

• CONNECTIONS MUST BE DESIGNED FOR THE REACTION LOADS LISTED IN THE

TABLES AT A MINIMUM. THESE SHOULD NOT BE COMBINED WITH OTHER LOADS

(I.E., BLAST DESIGN COMBO=1.0 * BLAST)

• REACTIONS ARE VERTICAL AND ARE TO BE CONSIDERED IN THE UP AND DOWN

DIRECTION

• REACTIONS ARE EQUIVALENT STATIC REACTIONS REPORTED AS ULTIMATE LOADS

FOR CONNECTION DESIGN PER LRFD. IF ASD IS USED, DIVIDE THE REACTIONS B

YA FACTOR OF 1.5. USE PROPER MATERIAL-AND LIMIT-STATE-SPECIFIC

REDUCTION FACTOR (ϕ OR Ω) PER CODE FOR CONNECTION DESIGN.

W12x26 BEAM 12'-2" 90

W14x22 BEAM 19'-8" 55

W16x36 BEAM 12'-2" 140

W18x35 BEAM 29'-5" 78

W18x46 BEAM 20'-0" 115

W12x19 GIRDER 17'-0" 31

8'-1" TO 18'-3" 44

19'-2" 42

15'-10" TO 20'-0" 50

W14x22 GIRDER

W14x30 GIRDER

W16x26 GIRDER

20'-0" 54W18x35GIRDER

20'-0" 145W21x44 GIRDER

26'-7" 145W24x55 GIRDER

21'-1" TO 23'-10" 76

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

B

IM

/1

.0

V A

-W a s h D

C -V

A S io u x F a lls

N e w S

P S

/S

.0

V

A -W a s h D

C -V

A S io u x F a lls

N e w S

P S

C

.r v t

/2

/2

:4

:2

P

M

SG000

GENERAL NOTES CONSTRUCT NEW SPS

Sioux Falls, SD.

438-460

02/14/2025 MPM/TGL MAQ16584

12755 HIGHWAY 55

SUITE 100

MINNEAPOLIS, MN 55441

P: 763-545-9196 F: 763-541-0056 www.imegcorp.com PROJECT #19004249.04

IMEG CORP. RESERVES PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS,

TO THIS DRAWING AND THE DATA SHOWN THEREON. SAID DRAWING

AND/OR DATA ARE THE EXCLUSIVE PROPERTY OF IMEG CORP. AND

SHALL NOT BE USED OR REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN APPROVAL AND PARTICIPATION OF

IMEG CORP. ©2023 IMEG CORP.

REF. SCALE IN INCHES

0 1 2 3

SHEET INDEX - STRUCTURAL

SHEET NO. SHEET TITLE B

ID

D O

CU

M

EN

TS

2/

/2

SG000 GENERAL NOTES █

SG001 TESTING SCHEDULES █

SB100 PARTIAL BASEMENT FOUNDATION PLAN █

SB101 GROUND LEVEL FOUNDATION PLAN █

SB102 GROUND LEVEL COLUMN LOADS █

SB103 ENLARGED PLANS AND SECTIONS █

SB200 SECTIONS - FOUNDATION █

SB201 SECTIONS - FOUNDATION █

SF102 FIRST FLOOR & ROOF FRAMING PLAN █

SF103 ROOF FRAMING PLAN █

SF210 SECTIONS - FLOOR █

SF220 SECTIONS - ROOF █

SF221 SECTIONS - ROOF █

SF230 BRACE FRAME ELEVATIONS & SECTIONS █

Revisions: Date:

SI-S Special Inspector-Structural SI-T=Special Inspector-Technical

1703.1 -APPROVALS

1. Agency must be approved by the Building Official or AHJ.

2. Agency must be independent of the contractor responsible for work and disclose possible conflicts of interests.

1704.2.4 - SPECIAL INSPECTOR RESPONSIBILITIES:

1. Submit inspection reports to the Building Official, Architect, Engineer of Record (EOR), and Contractor, stating the work was or was not in conformance with construction documents.

2. Discrepancies shall be brought to the immediate attention of the contractor for correction.

3. If discrepancy is not corrected, it shall be brought to the attention of the building official and EOR in a timely manner to provide remediation or acceptance prior to the completion of work.

4. Submit a final report documenting required special inspections and correction of any discrepancies noted.

1704.2.5 - FABRICATION:

Where fabrication of structural members and assemblies are being fabricated on the premises of a fabricator's shop, special inspection is required of the fabricated item.

Note: Where Special Inspection and Testing of Shop Fabricated Components is required, it shall conform to the Special Inspection and Testing required in the field for the material specific section the component is fabricated from.

Exception: Special Inspection of the Fabricator's shop is not required if approved per Section 1704.2.5.2.

Special Inspections and Testing requirements per Chapter 17 of the IBC in addition to Section 110 of the IBC (Inspection preformed by the Building Official). See Specs. for additional information.

STATEMENT OF SPECIAL INSPECTION:

Structural Testing & Special Inspection Program Summary Schedule

IBC Section Material Type of

Inspector Report Frequency

1704.2.5

1705.2

1705.3

1705.6

1705.7-1705.9

Shop Fabrication

Steel

Concrete

Soils/Earthwork

Deep Foundation

SI-S

SI-S

SI-S

SI-T

SI-T

Upon Completion

Weekly

Weekly

Upon Completion

Continuous

TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION SOILS

Verification and Inspection Task Continuous During Task Listed

Periodically During Task Listed

X

X

X

--- X

--- X

Continuous inspections shall be performed during installation of pile foundations and shall include equipment used, pile dimensionst, tip elevations, final depth, final installation torque, and other pertinent installation data.

2. Verify excavations are extended to proper depth and have reached proper material.

3. Perform classification and testing of controlled fill materials.

4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of controlled fill.

5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly.

1.

TABLE 1705.7 REQUIRED VERIFICATION AND INSPECTION OF DEEP

FOUNDATION ELEMENTS

Verification and Inspection Task Continuous During Task Listed

Periodically During Task Listed

X

X

X

X

1. Verify element materials, sizes and lengths comply with the requirements.

2. Determine capacities of test elements and conduct additional load tests, as required.

3. Observe driving operations and maintain complete and accurate records for each element.

4. Verify placement locations and plumbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element.

5. For steel elements, perform additional inspections in accordance with Section 1705.2.

6. For concrete elements and concrete-filled elements, perform additional inspections in accordance with Section 1705.3.

7. For specialty elements, perform additional inspections as determined by the registered design professional in responsible charge.

HELICAL & MICROPILE PILE FOUNDATIONS:

Verification and Inspection Task Continuous Periodic

X --- Continuous inspections shall be performed during installation of pile foundations and shall include equipment used, pile dimensionst, tip elevations, final depth, final installation torque, and other pertinent installation data.

1.

TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

X

X

X

X

X

X

X

---X

---X

---X

---X

ACI 318: 3.5, 7.1 - 7.7

AWS D1.4, ACI 318: 3.5.2

ACI 318: 8.1.3, 21.2.8

ACI 318: 3.8.6, 8.1.3, 21.2.8

ACI 318: Ch. 4, 5.2 - 5.4

ASTM C 172, ASTM C 31,

ACI 318: 5.6, 5.8

ACI 318: 5.9, 5.10

ACI 318: 5.11 - 5.13

ACI 318: 18.20

ACI 318: 18.18.4

ACI 318: Ch. 16

ACI 318: Ch. 6.2

ACI 318: Ch. 6.1.1

1910.4

1908.5, 1909.1

1909.1

1904.2, 1910.2, 1910.3

1910.10

1910.6, 1910.7, 1910.8

1910.9

Verification and Inspection Continuous Periodic Referenced Standard (a) IBC Reference

For SI: 1 inch=25.4mm

a. Where applicable, see also Section 17.05.11, Special inspections for seismic resistance.

b. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with ACI 355.2 or other qualification procedures. Where specific requirements are not provided special inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.

Exceptions:

1. Non-structural concrete slabs supported directly on the ground.

2. Concrete patios, driveways and sidewalks on grade.

X

1. Inspection of reinforcing steel, including prestressing tendons, and placement.

2. Inspection of reinforcing steel welding in accordance with Table 1705.2.2, item 2b.

3. Inspection of anchors cast in concrete where allowable loads have been increased or where strength design is used.

4. Inspection of anchors post-installed in hardened concrete members (b).

5. Verifying use of required design mix.

6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

7. Inspection of concrete and shotcrete placement for proper application techniques.

8. Inspection for maintenance of specified curing temperature and techniques.

9. Inspection of prestressed concrete:

a. Application of prestressing forces.

b. Grouting of bonded prestressing tendons in the seismic force-resisting system.

10. Erection of precast concrete members.

11. Verification of in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

12. Inspect formwork for shape, location and dimensions of the concrete member being formed.

In addition to the requirements below also comply w/ AISC 360-10 Chapter N

Welding Inspection Tasks

Welding procedure specifications (WPSs) available

Manufacturer certifications for welding consumables available

Material identification (type/grade)

Welder identifications system (1)

Fit-up of groove welds (including joint geometry)

Configuration and finish of access holes

Fit-up of fillet welds

Check welding equipment

Use of qualified welders

Control and handling of welding consumables

No welding over cracked tack welds

Environmental conditions

WPS followed

Welding techniques

Welds cleaned

Size, length and location of welds

Welds meet visual acceptance criteria

Arc strikes k-area (2)

Backing removed and weld tabs removed (if required)

Repair activities

Document acceptance or rejection of welded joint or member

(1) The fabricator or erector, as applicable, shall maintain a system by which a welder who has welded a joint or member can be identified. Stamps, if used, shall be the low-stress type.

(2) When welding of double plates, continuity plates or stiffeners has been performed in the k-area, visually inspect the web k-area for cracks within 3 in. (75mm) of the weld.

0 - Observe these items on a random basis. Operations need not be delayed pending these inspections.

P - Perform these tasks for each welded joint or member

P

N5.5

Non-destructive Testing (NDT) of Welds shall be performed in accordance with AWS D1.1/D1.1M based on the following criteria:

1. For structures in Risk Category III or IV, Ultrasonic Testing (UT) shall be performed on all Complete Joint Penetration (CJP) groove welds for materials 5/16" thick or greater.

2. Structures in Risk Category II, UT shall be performed on 10% of CJP groove welds for materials 5/16" thick or greater.

3. When flange or web thickness exceeds 2", thermally cut access holes shall be tested using Magnetic Particle Testing (MT) or Penetrant Testing (PT), any crack is unacceptable.

4. Welded joints requiring soundness per Appendix 3, Table A-3.1 shall be tested by Radiographic Testing (RT) or UT. Reduction in the rate of UT is prohibited.

5. Reduction rate for UT - Where the initial rate for UT is 100%, the NDT rate for an individual welder is permitted to be reduced to 25% provided the reject rate is 5% or less based on a minimum of 40 welds tested. For continuous welds over 3', each 12" increment shall be considered on weld.

6. Increase rate for UT - Where the initial rate for UT is 10%, the NDT rate for an individual welder shall be increased to 100% if the reject rate is over 5% based on a minimum of 20 welds tested. Rate may be reduced if reduction rate criterion is met.

Bolting Inspection Tasks

Manufacturer's certifications available for fastener materials

Fasteners marked in accordance with ASTM requirements

Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

Proper bolting procedure selected for joint detail

Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

Proper storage provided for bolts, nuts, washers and other fastener components

Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required.

Joint brought to the snug-tight condition prior to the pretensioning operation

Fastener component not turned by the wrench prevented from rotating

Fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges.

Document acceptance or rejection of bolted connections

0 - Observe these items on a random basis. Operations need not be delayed pending these inspections.

P - Perform these tasks for each welded joint or steel member

P

O

O

O

O

O

O

O

O

O

P

N5.7

Anchor Bolts and other embedded items supporting structural steel, verify diameter, grade, type, length of embedded item, and the embedment depth prior to placing concrete.

TABLE N6.1

Inspection of Steel Elements of Composite Construction Prior to Concrete

Placement

Placement and installation of steel deck

Placement and installation of steel headed stud anchors

Document acceptance or rejection of steel elements

P

P

P

0 - Observe these items on a random basis. Operations need not be delayed pending these inspections.

P - Perform these tasks for each steel member.

O

P

O

O

O

O

O

O

O

O

O

O

O

O

P

P

P

P

P

P

P

TABLE 1705.2.2 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

OTHER THAN STRUCTURAL STEEL

Verification and Inspection Continuous Periodic Referenced Standard (a)

1. Material verification of cold-formed steel deck

a. Identification markings to conform to ASTM standards specified in the approved construction documents

b. Manufacturer's certified test reports

2. Inspection of welding:

a. Cold-formed steel deck:

1. Floor and roof deck welds

1. Verification of weldability of reinforcing steel other than

ASTM A706

2. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special structural walls of concrete and shear reinforcement.

3. Shear reinforcement

4. Other reinforcing steel

b. Reinforcing steel:

(a). Where applicable, see also Section 17.05.11, Special inspections for seismic resistance.

---X

X X

X

X

X

X

X Applicable ASTM material standards

AWS D1.3

AWS D1.4

ACI 318:

Section 3.5.2

OPEN-WEB STEEL JOISTS

Verification and Inspection Continuous Periodic IBC Reference

Verify size and grade of joists upon placement

After setting, verify proper bearing length is provided

X

X

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTS

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 STAMPCONSULTANT

321 4 5 6 7 8 9 10

B

IM

/1

.0

V A

-W a s h D

C -V

A S io u x F a lls

N e w S

P S

/S

.0

V

A -W a s h D

C -V

A S io u x F a lls

N e w S

P S

C

.r v t

/2

/2

:4

:2

P

M

SG001

TESTING SCHEDULES CONSTRUCT NEW SPS

Sioux Falls, SD.

438-460

02/14/2025 MPM/TGL MAQ16584

12755 HIGHWAY 55

SUITE 100

MINNEAPOLIS, MN 55441

P: 763-545-9196 F: 763-541-0056 www.imegcorp.com PROJECT #19004249.04

IMEG CORP. RESERVES PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS,

TO THIS DRAWING AND THE DATA SHOWN THEREON. SAID DRAWING

AND/OR DATA ARE THE EXCLUSIVE PROPERTY OF IMEG CORP. AND

SHALL NOT BE USED OR REPRODUCED FOR ANY OTHER PROJECT

WITHOUT THE EXPRESS WRITTEN APPROVAL AND PARTICIPATION OF

IMEG CORP. ©2023 IMEG CORP.

REF. SCALE IN INCHES

0 1 2 3

L

N

O

SB

S2

1S

0S

A1

A2

30.5

A

C

(E) CRAWL SPACE

EL 94'-0"

(E) ( 91'-4" )

(E) ( 91'-4" )

(E) ( 91'-4" ) VIF

S

S

S

( 93'-4" )

( 91'-4" )

( 91'-4" )

SEE SHEET S-101

FOR FOUNDATION PLAN

SEE SHEET SF101

FOR CONTINUATION

SEE SHEET SF101

FOR CONTINUATION

H

G

5.3

G.2

1.8

F

E

3 4 5

(E) 3'-0"ø DRILLED PIER

TDPE = 93'-6"

(E) 4'-0"ø DRILLED PIER

TDPE = 95'-6"

(E) 4'-0"ø DRILLED PIER

TDPE = 95-6"

(E) 4'-0"ø DRILLED PIER

TDPE = 95'-6"

(E) 3'-0"ø DRILLED PIER

TDPE = 95'-6"

(E) ( 91'-4" ) (E) (…