ATOD Will Call Ramp Replacement Ankeny, Iowa

DAS#9534.00

RFB953400-01

Addendum #1

ADDENDUM #1

Project Name:

DAS# 9534.00

RFB 953400-01

Addendum #1 Dated: July 21, 2026

This Addendum forms a part of the bidding and contract documents. This Addendum supersedes and supplements all portions of the original bidding and contract documents dated June 22, 2026 with which it conflicts.

ACKNOWLEDGE RECEIPT OF THIS ADDENDUM IN THE SPACE PROVIDED ON THE

BID FORM. FAILURE TO DO SO MAY SUBJECT THE BIDDER TO

DISQUALIFICATION.

1) CLARIFICATIONS

A. The bid submittal checklist specification section has been included as an attachment below.

B. The soils report provided by Terracon has been included as an attachment below.

2) PLANS

A. Drawing Sheet S1.0

1. Foundation Parameters

a. REVISE foundation parameters as indicated on the sheet S1.0.

b. ADD over excavation detail C1/S1.0 as indicated on sheet S1.0.

B. Drawing Sheet S1.1

1. View D1/S1

a. ADD hatched area and keynote 19 callout as indicated in sheet S1.1.

2. Footing Plan Notes

a. ADD keynote 19 as indicated in sheet S1.1.

3) QUESTIONS AND CLARIFICATIONS

A. The following questions were received during the in person pre-bid meeting:

Ankeny, Iowa

Addendum #1

1. Are there any locates that have been identified or need to still be identified (public &/or private)?

a. Public locates documentation will be provided as an attachment below.

Contractor needs to assume responsibility for private locates and any additional information necessary to safely mitigate digging risk.

2. Are there any requirements for temporary enclosures?

a. Yes. The contractor will be responsible for provided an 8’ chain link fence weighted down with sand bags & with high visibility signs attached to the chain link. This fence will need to be placed within 1’ of the excavated area/jobsite area.

3. Will there be any quality control testing services required?

a. Yes. Samuels Group will assume responsibility of all quality control testing & will coordinate the facilitation of testing with the contractor. Testing results will be provided immediately upon receipt of the reports with any sort of repercussive actions needing to be discussed.

4. Where is the gridline for the East side of the ramp/jobsite?

a. The new East retaining wall will remain in same location as existing due to existing utilities & loading bay #9’s location. The ramp will widen to the West.

4) SUBSTITUTION REQUESTS

A. No items.

5) ATTACHMENTS

A. See Bid Submittal Checklist Specification Section 00 01 16 as an attachment below.

B. See Soils Report from Terracon below.

C. See locates documentation as an attachment below.

D. See updated sheets S1.0 & S1.1 attached below.

END OF ADDENDUM

Ankeny, IA

BID SUBMITTAL CHECKLIST

PROJECT 9534.00 ADDENDUM #1 00 0116 - 1

SECTION 00 0116

BID SUBMITTAL CHECKLIST

PART 1 - GENERAL

1.01 BID SUBMITTAL CHECKLIST

A. The Bidder is responsible for seeing that the bid is submitted online at IMPACS Electronic Procurement System on or before the due date and time specified. Late bids shall not be accepted.

B. Bids shall be typewritten or in ink. All information requested shall accompany the bid. All blocks shall be completed. Errors shall be lined out and initialed.

C. The right is reserved to reject any or all bids. The State may waive minor deficiencies or informalities in the best interest of the State of Iowa.

D. A properly prepared and submitted bid document is the bidder’s responsibility.

E. Bids cannot be changed after the bid opening.

F. In all cases, no verbal communications by any party will override written communications from the issuing office.

G. The Bid Form shall be completed in full and signed and submitted by an officer of the bidder with authority to bind in a contract.

H. If Bid Bond is called for, it shall accompany the Bid submission.

I. If Non-discrimination Clause information is called for, it shall accompany the Bid submission J. If Targeted Small Business Pre-Bid Contact information is called for, it shall accompany the

Bid submission.

K. If Certificate of Site Visit form is called for, it shall accompany the Bid submission.

PART 2 - PRODUCTS NOT USED

PART 3 - EXECUTION NOT USED

END OF SECTION

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© 2013 OPN Architects, Inc.

the copyright thereto.

statutory and other reserved rights, including

Architects, Inc. shall retain all common law, the property of OPN Architects, Inc. OPN

Inc. as instruments of service shall remain and instruments prepared by OPN Architects, files, field data, notes and other documents

All reports, plans, specifications, computer opn@opnarchitects.com www.opnarchitects.com

515/309-0722 PHONE

DES MOINES, IA 50309

100 COURT AVENUE, SUITE 100

OPN ARCHITECTS, INC.

515/309-0725 FAX

DES MOINES●CEDAR RAPIDS

Consultants

PHASE 2

IMPROVEMENTS

ABD FACILITY

BEVERAGE DIVISION -

IOWA ALCOHOLIC

Project

ELECTRICAL ENGINEER

ALVINE ENGINEERING

MECHANICAL ENGINEER

SNYDER & ASSOCIATES

CIVIL ENGINEER

SECURITY SYSTEM DESIGN

ALVINE ENGINEERING

ALVINE ENGINEERING

STATE OF IOWA

Owner

OPN Project No. 12811002

State of Iowa Project No. 8722.00

Drawing

Issue & Revision Dates

DOCUMENTS

CONSTRUCTION

7 96 8 10

BB

12-05-2013

12-20-2013BID DOCUMENTS

39 40 4137 3831 32 33 31 32 33 34 35 3611 13 15 17 19 21 23 25 2712 14 16 18 20 22 24 26 28 29 301 3 52 4

DD

CC

AA

R

S

T

U

V

W

X

Y

Z

M

N

P

Q

F

G

H

J

K

L

A

B

C

D

E

H

EXISTING WAREHOUSE

H

(167,500 SF)

S E

H U

L S

IZ

R

D

L S

IZ

G

EBEB

E

E

EB

EB

E

EB

V V V V VV

EBEBMW

MW

V V

EB

E E E

CP2

BM2

BM1

CP1

CP3

CP4

CP5

C o n c r e t e

C o n c r e t e

C o n c r e t e

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

C o n c r e t e

CP6

Grass

Concrete

10" RCP N

F.L.=965.04

12" DIP E

F.L.=958.29

12" RCP N

F.L.=958.02

12" RCP S

F.L.=958.57

Rock

6" PVC E

F.L.=966.12

6" PVC W

F.L.=966.44

8" DIP W

F.L.=967.28

Diesel Fuel Pump

Unleaded Fuel Pump

Underground Storage

Rim=966.75

8" DIP N

F.L.=968.23

C

P

Grass

Grass

G r a s s

G r a s s

12" DIP

Inv=953.05 12" VCP S

Inv=953.05 15" VCP N

Rim=962.25

Inv=953.02 10" VCP W

Inv=952.82 15" VCP N&S

Rim=961.82

F.L.=957.47 24" RCP W

Intake=961.27

F.L.=957.73 12" DIP W

F.L.=957.48 24" RCP E

Intake=961.18

24" RCP

Inv=954.10 10" VCP WNW

Inv=952.30 15" VCP S&E

Rim=964.20

Inv=955.56 10" VCP W

Inv=955.26 10" VCP ESE

Rim=967.86

Bottom=960.13

Inv=961.23 10" RCP W

Rim=969.73

Inv=965.12 6" VCP W

Inv=965.12 10" VCP E

Rim=973.17

Inv=956.02 10" VCP E&W

Rim=965.67

F.L.=959.63 12" RCP W

F.L.=959.48 12" RCP E

Intake=964.93

EB

EB

F.L.=959.92 12" RCP E&W

Intake=967.62

12" RCP W

F.L.=958.10

10" RCP ENE

F.L.=962.19

10" RCP

10" RCP

12" RCP 12" RCP 12" RCP

F.L.=961.92 6" RCP N

F.L.=961.22 10" RCP ENE&WSW

Rim=967.27

F.L.=959.84 10" RCP WSW

F.L.=959.74 12" RCP E

Intake=962.14

C a n o p y

EB

EB

Concrete

10" RCP N

F.L.=966.64

12" DIP N

F.L.=968.07

4" Plastic NE

F.L.=967.83

6" DIP W

F.L.=967.54

8" DIP S

F.L.=966.21

Intake=970.80

Intake=970.76

F.F.E.=970.92

F.F.E.=970.93

F.F.E.=970.89

F.F.E.=970.89

SCALE (FEET)

C103

UTILITY PLAN

DIMENSION AND

DIMENSION PLAN CONSTRUCTION NOTES

.0'

R

.0

R

15.0'

R

.0

R

.0

R

.1

.2

.0

4.0' 9.0'

7.0'

9.0'

7.0'

9.0'

7.0'

8.0'

4.0'

7.5'8.0'8.0'8.0'

3.0'

9.0'7.0'9.0'7.0'9.0'7.0'9.0'

3.0'

11.6'11.5'11.5'11.5'11.5'11.5'11.5'11.5'

11.5'

70.0'

70.0'

100.0'

.0

.0

.6

30.0'

.0

1A

1A

1A

1A

1A 1A

1A

1B

1B

1B

1B

1B

1D

1B

1B

1D

1B1B1B

1D 1D

1D

1C

1C

1E

.0

.0

4.0'

2A

2A

2A

2B

TYP. 2B

TYP.

2A

TYP.

2A

TYP.

12.5' 12.5'12.5'12.5'12.5'12.5'12.5'12.5'

.5

.5

.5

.5

.5

.5

.5

.5

TYP.

11.5'11.5'

11.5'11.5'11.5' 11.5'

3C

3A3B

3A

3A

3A

3A

3A

4A

TYP.

4B

1C

1D

.0

.0

139.5'

3A

1E

1E

.0

.0

4.5'

65.5'

.0

5.0'

1C

1C

CUNETTE NOTES

TYPICAL CHANNEL CROSS - SECTION

CONCRETE FLUME DETAIL

4'-0" 6"6"

5'-0"

W/15" Min. Overlap

4-#4 Longitudinal Rebar

5'-0" O.C. (4'-6" Long)

#4 Traverse Rebar @

19"14"19"

C le a r a n c e

1"

1. SUBGRADE SHALL CONSIST OF A FIRM UNYIELDING CLAY (CL OR CH) OR

CLASS "A" ROADSTONE BASE.

C103

NO SCALE

THE PLANS.

2. CONCRETE WILL HAVE THE MIX DESIGN AS SHOWN FOR PCC PAVEMENT IN

1" RADIUS

4A

EXISTING SYSTEM.

B. MECHANICAL GATE LOOP DETECTION SYSTEM COMPATIBLE WITH

A. TRACTOR PLUG-IN RECEPTACLES. REFER TO ELECTRICAL PLANS.

4. SITE ELECTRICAL, PROVIDE THE FOLLOWING:

C. 6" DIA. BOLLARDS. SEE DETAIL 2 ON C107.

AND LOCKABLE HARDWARE. SEE DETAIL 3 ON C107.

B. 10' HIGH BY 16' WIDE OPENING WITH TWO 8' WIDE SWING GATES

A. 10' HIGH CHAINLINK FENCING. SEE DETAIL 6 ON C107.

3. SITE AMENITIES, PROVIDE THE FOLLOWING:

B. 45° STRIPING AT 3' ON CENTER SPACING WHERE SHOWN.

A. 4" WIDE PAINTED PARKING STALL LINES.

2. PAVEMENT MARKINGS, PROVIDE THE FOLLOWING:

SPECIFICATIONS.

F. ENTRANCE APPROACH TO BE CONSTRUCTED AS PER STANDARD

E. DRAIN FLUME. SEE DETAIL.

D. NO CURB.

C. TAPER CURB, 6' DISTANCE.

B. INSTALL 6" CURB WHERE SHOWN ON PLANS.

4" DEPTH GRANULAR SUBBASE. SEE DETAIL 1 ON SHEET C107.

A. PCC DRIVES, 9" DEPTH PAVEMENT (C-4 MIX-4500 PSI) WITH

1. PAVEMENTS, PROVIDE THE FOLLOWING:

SCALE (FEET)

C104

GRADING, STORM SEWER

AND

EROSION CONTROL PLAN

TYPICAL SILT FENCE INSTALLATION ON LONGITUDINAL SLOPES

Ground line

Fabric

Flow4'-0" minimum

'T' steel fence post

(Profile View)

See plans for spacing

Ground line Fabric or as required to adequately support fence

Reduce post spacing to 5'-0" at water concentration areas, 8'-0"spacing

DETAILS OF SILT FENCE ON LONGITUDINAL SLOPES

TYPICAL SILT FENCE DITCH CHECK

Foreslope

Variable (20' for a normal 10' wide ditch.)

(5'-0" max.)

Post spacing

(5'-0" max.)

Post spacing

Ba ck sl op e

TYPICAL SILT FENCE INSTALLATION ON LONGITUDINAL SLOPES

individual section of silt fence

Install "J-hook" at each end of an ground contour

Install parallel to

(Plan View)

(600' if slope is flatter than 5%)

200' max. length per section documents or as directed by the Jurisdictional Engineer.

Section 9040, 3.07 and at locations shown in the contract

Install silt fence according to the requirements of

GENERAL NOTES:

details of "Attachment to Posts."

using wire or plastic ties (50 lb. min.). See

Secure top of engineering fabric to steel posts

Engineer.

otherwise allowed by the Jurisdictional

Steel posts to be embedded 20 in. unless fence in the low point of the ditch.

a minimum of 2 in. higher than the top of the the bottom elevation at the end of the fence is

In ditches, extend silt fence up side slope so pullout and flow under the fence.

secure the fabric in the trench to prevent the silt fence as required to sufficiently

Compact ground by driving along each side of

(fabric may be folded below the ground line)

Insert 12 in. of fabric a minimum of 6 in. deep

ATTACHMENT TO POST

Fabric

Post cable ties

Wire or

GRADING PLAN GENERAL NOTES

WASTE PRIOR TO FILING OF THE "NOTICE OF DISCONTINUATION".

REMOVE ALL TEMPORARY EROSION CONTROL MEASURES AND SITE k.

POSSIBLE. CONCRETE WASHOUT MUST BE CONTAINED ONSITE.

DIRECT TO A SEDIMENT BASIN OR OTHER CONTROL DEVICE WHERE

STAGING AREAS WITH DIVERSION BERMS AND/OR SILT BARRIERS AND

STORAGE, AND CONCRETE WASHOUT FACILITY. CONTROL RUNOFF FROM

MAINTENANCE AREA, TEMPORARY SANITARY FACILITIES, MATERIALS

SHOULD CONTAIN THE FOLLOWING: JOB TRAILERS, FUELING / VEHICLE

RECORD IN THE SWPPP. UNLESS NOTED OTHERWISE, STAGING AREAS

COORDINATE LOCATIONS OF STAGING AREAS WITH THE OWNER AND j.

DELAYED MORE THAN 21 CALENDAR DAYS.

CONSTRUCTION ACTIVITY HAS FINISHED OR IS PLANNED TO BE

STABILIZATION MEASURES NO LATER THAN 14 CALENDAR DAYS AFTER

UPON COMPLETION OR DELAY OF GRADING OPERATIONS. INITIATE

SEED MIX, PERMANENT SEED MIX, OR SOD AS SOON AS PRACTICAL

STABILIZE UNDEVELOPED, DISTURBED AREAS WITH MULCH, TEMPORARY i.

BUILDINGS OR OTHER IMPROVEMENTS ARE LOCATED.

FOUND IN SOD) ON ALL DISTURBED AREAS, EXCEPT WHERE PAVEMENT,

RESPREAD A MINIMUM OF 4 INCHES OF TOPSOIL (INCLUDING TOPSOIL h.

SEWERS ARE INSTALLED.

PROVIDE INLET AND OUTLET CONTROL MEASURES AS SOON AS STORM

OPERATIONS PROGRESS TO ENSURE CONTINUOUS RUNOFF CONTROL.

AS AREAS REACH THEIR FINAL GRADES AND AS CONSTRUCTION

EROSION CONTROL MATS, MULCH, DITCH CHECKS OR RIPRAP AS SOON

INSTALL NECESSARY CONTROL MEASURES SUCH AS SILT BARRIERS, g.

IMMEDIATELY AND TAKE REMEDIAL ACTIONS FOR FUTURE PREVENTION.

SEWERS. REMOVE ANY ACCUMULATION OF EARTH OR DEBRIS

STREETS, DRIVEWAYS, SIDEWALKS, DRAINAGEWAYS, OR UNDERGROUND

ACTIVITIES ON ADJOINING PUBLIC OR PRIVATE PROPERTIES, INCLUDING

PREVENT ACCUMULATION OF EARTH AND DEBRIS FROM CONSTRUCTION f.

DAYS.

SWPPP AND IMPLEMENT ANY RECOMMENDED MEASURES WITHIN 7

TO THE OWNER OR ENGINEER DURING CONSTRUCTION. REVISE THE

RESULTING ACTIONS IN THE SWPPP WITH A COPY SUBMITTED WEEKLY

DAYS. RECORD THE FINDINGS OF THESE INSPECTIONS AND ANY

PERSONNEL ASSIGNED BY THE CONTRACTOR) EVERY SEVEN CALENDAR

INSPECT THE PROJECT AREA AND CONTROL DEVICES (BY QUALIFIED e.

MEASURES HAVE LOST 50% OF THEIR ORIGINAL CAPACITY.

PERIOD. CLEAN OR REPLACE SILT CONTROL DEVICES WHEN THE

REPLACEMENT, AND SEDIMENT REMOVAL THROUGHOUT THE PERMIT

MEASURES IN WORKING ORDER, INCLUDING CLEANING, REPAIRING,

MAINTAIN ALL TEMPORARY AND PERMANENT EROSION CONTROL d.

BY CONSTRUCTION OPERATIONS AT ANY TIME.

CONSTRUCTION AND LIMIT TO A MINIMUM THE TOTAL AREA DISTURBED

PRESERVE EXISTING VEGETATION IN AREAS NOT NEEDED FOR c.

PRIOR TO SITE CLEARING AND GRADING OPERATIONS.

SEDIMENTATION BASINS DOWNSTREAM OF SOIL DISTURBING ACTIVITIES

AS SILT BARRIERS, DITCH CHECKS, DIVERSION BERMS, OR

INSTALL PERIMETER AND FINAL SEDIMENT CONTROL MEASURES SUCH b.

MAXIMIZE STORM WATER INFILTRATION, AND MINIMIZE SOIL COMPACTION.

TO VEGETATED AREAS TO INCREASE SEDIMENT REMOVAL AND

NATURAL BUFFERS AROUND SURFACE WATERS, DIRECT STORM WATER

SURFACE WHEN DISCHARGING FROM BASINS, PROVIDE AND MAINTAIN

UTILIZE OUTLET STRUCTURES THAT WITHDRAW WATER FROM THE a.

APPLICABLE:

LIMITED TO, THE FOLLOWING BMP'S UNLESS INFEASIBLE OR NOT

REQUIREMENTS OF THE GENERAL PERMIT AND SWPPP, INCLUDING, BUT NOT

THE CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL 4.

POLLUTION PREVENTION PLAN: (CON'T.)C.

REFLECT CONSTRUCTION PROGRESS AND CHANGES AT THE PROJECT SITE.

THE SWPPP AND SITE MAP SHOULD BE EXPEDITIOUSLY REVISED TO 3.

THOSE SHOWN ON THE PLAN MAY BE REQUIRED.

CONTRACTOR TO IDENTIFY, NOTE AND IMPLEMENT. ADDITIONAL BMP'S FROM

RESULT OF CONSTRUCTION ACTIVITIES ARE THE RESPONSIBILITY OF THE

COVERAGE. ALL BMP'S AND EROSION CONTROL MEASURES REQUIRED AS A

PRACTICES (BMP) FOR COMPLIANCE WITH THE PROJECT'S NPDES PERMIT

THE SWPPP ILLUSTRATES GENERAL MEASURES AND BEST MANAGEMENT 2.

CONSTRUCTION.

MODIFICATIONS TO THE POLLUTION PREVENTION PLAN MADE DURING

SHOULD REFER TO THE SWPPP FOR ADDITIONAL REQUIREMENTS AND

DOCUMENT IN ADDITION TO THESE PLAN DRAWINGS. THE CONTRACTOR

THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IS A SEPARATE 1.

POLLUTION PREVENTION PLAN:C.

OF DISCONTINUATION.

OWNER UPON PROJECT ACCEPTANCE AND/OR SUBMITTAL OF THE NOTICE

RETAIN A RECORD COPY AND PROVIDE THE ORIGINAL DOCUMENTS TO THE

THREE YEARS AFTER PROJECT COMPLETION. THE CONTRACTOR SHALL

REPORTS, AND OTHER DOCUMENTS MUST BE RETAINED FOR A PERIOD OF

TEMPORARY EROSION CONTROL MEASURES. ALL PLANS, INSPECTION

FINAL STABILIZATION OF THE DISTURBED SITE AND REMOVAL OF ALL

A "NOTICE OF DISCONTINUATION" MUST BE FILED WITH THE IDNR UPON 3.

A VIOLATION OF THE CLEAN WATER ACT AND THE CODE OF IOWA.

REQUEST. FAILURE TO COMPLY WITH THE NPDES PERMIT REQUIREMENTS IS

TIMES AND MUST BE PRESENTED TO ANY JURISDICTIONAL AGENCIES UPON

INSPECTION LOG, AND OTHER ITEMS, SHALL BE KEPT ON SITE AT ALL

PUBLICATIONS, DISCHARGE AUTHORIZATION LETTER, CURRENT SWPPP, SITE

INCLUDING, BUT NOT LIMITED TO, THE NOTICE OF INTENT, PROOF OF

ALL DOCUMENTS RELATED TO THE STORM WATER DISCHARGE PERMIT, 2.

COVERAGE FROM THE IDNR.

PREVENTION PLAN (SWPPP) AND POSSIBLY OBTAINING THE GENERAL PERMIT

2 INCLUDING CREATING OR MAINTAINING THE STORM WATER POLLUTION

FULFILLMENT OF ALL REQUIREMENTS OF THE NPDES GENERAL PERMIT NO.

SUBCONTRACTORS ARE RESPONSIBLE FOR COMPLIANCE WITH AND

PROTECTION AGENCY (EPA). THE GENERAL CONTRACTOR AND ALL

ACTIVITIES FROM THE IDNR, AS REQUIRED BY THE ENVIRONMENTAL

NO. 2 FOR STORM WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION

THIS PROJECT REQUIRES COVERAGE UNDER THE NPDES GENERAL PERMIT 1.

STORM WATER DISCHARGE PERMITB.

AMOUNTS DUE TO THE CONTRACTOR.

NEED NOT, REMOVE SUCH ITEMS AND DEDUCT THE COST THEREOF FROM

ONTO ADJOINING PUBLIC OR PRIVATE PROPERTY, THE OWNER MAY, BUT

TO PROMPTLY REMOVE EARTH SEDIMENTATION OR DEBRIS WHICH COMES

OWNER. FURTHER, IF THE CONTRACTOR FAILS TO TAKE NECESSARY STEPS

PRIVATE PROPERTY, INCLUDING REASONABLE ATTORNEY FEES INCURRED TO

WHATSOEVER RESULTING FROM DAMAGES TO ADJOINING PUBLIC OR

/ ENGINEER HARMLESS FROM ANY AND ALL CLAIMS OF ANY TYPE

DAMAGE CLAIMS: THE CONTRACTOR WILL HOLD THE OWNER AND ARCHITECT 2.

AS A RESULT OF PERFORMANCE.

AND ALL OFF-SITE BORROW OR DEPOSIT AREAS DURING PERFORMANCE OR

TO PROTECT AGAINST EROSION AND POLLUTION FROM THIS PROJECT SITE

LOCAL ORDINANCES. THE CONTRACTOR SHALL TAKE ALL NECESSARY STEPS

RESOURCES (IDNR) NPDES PERMIT, THE U.S. CLEAN WATER ACT AND ANY

REQUIREMENTS OF THE IOWA CODE, THE IOWA DEPARTMENT OF NATURAL

WITH ALL POTENTIAL POLLUTION AND SOIL EROSION CONTROL

CODE COMPLIANCE: THE CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE 1.

POLLUTION PREVENTION AND EROSION PROTECTIONA.

POLLUTION PREVENTION NOTES

SIDEWALKS CAUSED BY CONSTRUCTION ACTIVITIES.

F. THE CONTRACTOR IS RESPONSIBLE FOR CLEANING DIRT AND DEBRIS FROM STREETS, DRIVEWAYS, AND

MINIMUM 6" DEPTH TO FINISH GRADES.

E. CONTRACTOR TO STRIP AND STOCKPILE TOPSOIL FROM ALL AREAS TO BE CUT OR FILLED. RESPREAD TO

AND INCLUDE FLARED END SECTION.

D. ALL STORM SEWER PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE

SLAB (GUTTER), UNLESS OTHERWISE NOTED.

C. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN ARE FINISHED GRADES AND/OR TOP OF PAVING

DURING CONSTRUCTION.

BE CORRECTED AT THE CONTRACTOR'S EXPENSE. COORDINATE AND COOPERATE WITH UTILITY COMPANIES

AND SERVICES DURING CONSTRUCTION. ANY DAMAGE DUE TO THE CONTRACTOR'S CARELESSNESS SHALL

DETERMINING EXISTENCE, EXACT LOCATION AND DEPTH OF ALL UTILITIES. AVOID DAMAGE TO UTILITIES

B. NOTIFY UTILITY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR

SHOWN ARE IN THE EXACT LOCATION INDICATED.

AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEY FURTHER DOES NOT WARRANT THAT THE UTILITIES

THE SURVEYOR MAKES NO GUARANTEE THAT THE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE

THE UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND/OR RECORDS OBTAINED.

A. UTILITY WARNING:

SILT FENCE DETAIL

NO SCALEC104

FL=62.75

RCP APRON AND GUARD

15" FES w/

ST-1

EX. FL=962.19

NEW FL=962.29

RIM=967.68

ST-1A, SW-401

FL=962.50

RIM=965.50

ST-2, SW-511

FL=961.70

FL=961.70

FL=962.00

RIM=967.25

ST-2A, SW-401

FL=961.22

EX. FL=961.22

FL=961.75

RIM=967.27

ST-3A, CONNECT TO EXISTING MANHOLE

FL=962.25

RIM=966.20

ST-3, SW-511

154 LF OF 15" RCP @ 0.3%

6' x 48' TURF REINFORCED MATTING

4' x4' FLOW TRANSITION MAT w/

6' x 8' TURF REINFORCED MATTING

4' x4' FLOW TRANSITION MAT w/

Silt Fence (Typ.)

Silt Fence (Typ.)

Silt Fence (Typ.)

Silt Fence (Typ.)

EROSION CONTROL QUANTITIES

FTM ( FLOW TRANSITION MAT) 48 S.F.

TRM (TURF REINFORCED MATTING) 372 S.F.

SILT FENCE 650 L.F.

RCP @ 1.0%

48 LF OF 15"

RCP @ 1.0%

49 LF OF 15"

G J

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Y p e n d a t e .t b l

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B la c k

G r a y

V iB

W F u ll

W e ig h t P

D F .p lt c f g

© 2013 OPN Architects, Inc.

the copyright thereto.

statutory and other reserved rights, including

Architects, Inc. shall retain all common law, the property of OPN Architects, Inc. OPN

Inc. as instruments of service shall remain and instruments prepared by OPN Architects, files, field data, notes and other documents

All reports, plans, specifications, computer opn@opnarchitects.com www.opnarchitects.com

515/309-0722 PHONE

DES MOINES, IA 50309

100 COURT AVENUE, SUITE 100

OPN ARCHITECTS, INC.

515/309-0725 FAX

DES MOINES●CEDAR RAPIDS

Consultants

PHASE 2

IMPROVEMENTS

ABD FACILITY

BEVERAGE DIVISION -

IOWA ALCOHOLIC

Project

ELECTRICAL ENGINEER

ALVINE ENGINEERING

MECHANICAL ENGINEER

SNYDER & ASSOCIATES

CIVIL ENGINEER

SECURITY SYSTEM DESIGN

ALVINE ENGINEERING

ALVINE ENGINEERING

STATE OF IOWA

Owner

OPN Project No. 12811002

State of Iowa Project No. 8722.00

Drawing

Issue & Revision Dates

DOCUMENTS

CONSTRUCTION

7 96 8 10

BB

12-05-2013

12-20-2013BID DOCUMENTS

39 40 4137 3831 32 33 31 32 33 34 35 3611 13 15 17 19 21 23 25 2712 14 16 18 20 22 24 26 28 29 301 3 52 4

DD

CC

AA

R

S

T

U

V

W

X

Y

Z

M

N

P

Q

F

G

H

J

K

L

A

B

C

D

E

964 964

0 97

H

EXISTING WAREHOUSE

H

(167,500 SF)

962.75

965.70

965.86

Ex.

966.10 G

966.60 TC

Ex. 966.23

966.20

Ex.

966.40 G

966.90 TC

966.41 G

966.91 TC

966.41 G

966.91 TC

966.50

966.61 G

967.11 TC

966.70 G

967.20 TC

Ex. 966.74

966.75

966.75

966.76 G

967.21 TC

Ex.

966.80 G

967.30 TC

Ex.

966.81

Ex.

963.83

Ex.

966.98 G

967.45 TC

Ex.

967.17

Ex.

EX. 967.21

967.40 G

967.90 TC

967.53 G

968.04 TC

Ex.

967.75

Ex.

967.82

Ex.

EX. 967.85

967.90 967.92

96896

968.00 G

968.50 TC

Ex.

968.00 G

968.45 TC

Ex.

968.00 G

968.50 TC

968.10 G

968.60 TC

968.14

968.16 G

968.56 TC

Ex.

968.25

968.30 G

968.80 TC

968.60

968.60 G

969.10 TC

968.95

969.00 969.00

969.30 G

969.80 TC

L S

IZ

L S

IZ

G

EBEB

E

E

EB

EB

E

EB

V V V V VV

EBEBMW

MW

V V

EB

E E E

CP2

BM2

BM1

CP1

CP3

CP4

CP5

C o n c r e t e

C o n c r e t e

C o n c r e t e

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

C o n c r e t e

CP6

Grass

Concrete

10" RCP N

F.L.=965.04

12" DIP E

F.L.=958.29

12" RCP N

F.L.=958.02

12" RCP S

F.L.=958.57

Rock

6" PVC E

F.L.=966.12

6" PVC W

F.L.=966.44

8" DIP W

F.L.=967.28

Diesel Fuel Pump

Unleaded Fuel Pump

Underground Storage

Rim=966.75

8" DIP N

F.L.=968.23

C

P

Grass

Grass

G r a s s

G r a s s

12" DIP

Inv=953.05 12" VCP S

Inv=953.05 15" VCP N

Rim=962.25

Inv=953.02 10" VCP W

Inv=952.82 15" VCP N&S

Rim=961.82

F.L.=957.47 24" RCP W

Intake=961.27

F.L.=957.73 12" DIP W

F.L.=957.48 24" RCP E

Intake=961.18

24" RCP

Inv=954.10 10" VCP WNW

Inv=952.30 15" VCP S&E

Rim=964.20

Inv=955.56 10" VCP W

Inv=955.26 10" VCP ESE

Rim=967.86

Bottom=960.13

Inv=961.23 10" RCP W

Rim=969.73

Inv=965.12 6" VCP W

Inv=965.12 10" VCP E

Rim=973.17

Inv=956.02 10" VCP E&W

Rim=965.67

F.L.=959.63 12" RCP W

F.L.=959.48 12" RCP E

Intake=964.93

EB

EB

F.L.=959.92 12" RCP E&W

Intake=967.62

12" RCP W

F.L.=958.10

10" RCP ENE

F.L.=962.19

10" RCP

10" RCP

12" RCP 12" RCP 12" RCP

F.L.=961.92 6" RCP N

F.L.=961.22 10" RCP ENE&WSW

Rim=967.27

F.L.=959.84 10" RCP WSW

F.L.=959.74 12" RCP E

Intake=962.14

C a n o p y

EB

EB

Concrete

10" RCP N

F.L.=966.64

12" DIP N

F.L.=968.07

4" Plastic NE

F.L.=967.83

6" DIP W

F.L.=967.54

8" DIP S

F.L.=966.21

Intake=970.80

Intake=970.76

F.F.E.=970.92

F.F.E.=970.93

F.F.E.=970.89

F.F.E.=970.89

EXTEND INTERIOR

HOOKS TO EXTERIOR

FACE OF WALL, TYP.

CORNER BARS:

MATCH SIZE & SPACING

OF HORIZONTAL BARS

FOR EACH LAYER OF

REINFORCING

STANDARD HOOK

ALTERNATE ENDS

TYPICAL

CLASS B LAP

TYPICAL

CLASS B LAP

HORIZONTAL BARS: SEE WALL

& FOUNDATION SECTIONS

FOR REQ'D SIZE & SPACING

NOTES:

1. PROVIDE REINFORCING AS SHOWN ABOVE @ CORNERS OF FOUNDATION WALLS, GRADE

BEAMS, AND TRENCH FOOTINGS.

2. REINFORCING SHOWN ABOVE NOT REQUIRED @ POURED FOOTINGS. CONTINUE

TRANSVERSE FOOTING REINFORCEMENT TO EXTERIOR EDGE AT CORNERS. SEE

FOOTING DETAILS.

SURROUND PIPE WITH

2" RIGIN INSULATION.

FOUNDATION WALL

CONT. REINFORCING.

FOOTING STIRRUPS.

(4) PAIRS OF #5 BARS.

1' -0

M

IN

(2) ADDITIONAL TIES AT

SLEEVE LOCATION, 6” MAX

FROM EDGE OF OPENING

FOOTING CONT.

REINFORCING.

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING

FILL REQUIREMENTS

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

1/2" DIA.x1'-4" SMOOTH BAR W/

ONE END GREASED @ 12" O.C.

LOCATED @ MID-HEIGHT OF SLAB

& PERPENDICULAR TO JOINT

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

REINF - SEE PLAN

1/8" TOOLED RADIUS EDGE

8" 6"

EXISTING PAVING

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING FILL

REQUIREMENTS

SAWCUT JOINT WITHIN 12

HOURS OF POUR, SEE PLAN

FOR LOCATIONS. DEPTH OF

JOINT TO BE THE SMALLER OF

1/4 THE SLAB THICKNESS OR 2".

REINF - SEE PLAN

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

8" 6"

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING

FILL REQUIREMENTS

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

REINF- SEE PLAN

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

8" 6"

CONDITION A CONDITION B

TRENCH FOOTING

PROVIDE SLEEVE - REF

MECH/ELEC DRAWINGS

SITE UTILITY - REF

MECH/ELEC DRAWINGS

1' -0

PIPE SLEEVE AT

FLOWABLE FILL

FLOWABLE FILL

NOTES:

1. REFERENCE MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL LOCATIONS,

ELEVATIONS, ETC., OF SITE UTILITIES.

2. DETAIL REQUIRED AT ALL UTILITIES HAVING A PLAN WIDTH UP TO 3'-0". FOR WIDTHS

GREATER THAN 3'-0", REFERENCE PLAN FOR REQUIRED DETAIL.

3. CONDITION B DOES NOT APPLY AT SPREAD FOOTING SITUATIONS. GENERAL

CONTRACTOR SHALL NOTIFY ENGINEER SHOULD SUCH A CONDITION ARISE AND AWAIT

FURTHER INSTRUCTIONS.

4. SEE DETAIL C2/S3.00 FOR LOCATIONS OF UTILITIES AT BOTOM OF TRENCH FOOTINGS

1' -0

M

IN

N O

T E

1' -0

M

IN

COMPACTED STRUCTURAL

FILL

FOUNDATION - SEE PLAN

APPROVED SUB GRADE

NOTE:

• OVEREXCAVATE BELOW FTG TO NATIVE SOILS AS DIRECTED BY OWNERS GEOTECHNICAL

ENGINEER

• AT CONTINUOUS FOOTINGS PROVIDE AN ESTIMATED 1'-6" OF NEW STRUCTURAL FILL BELOW.

ESTIMATED EDGE OF

EXCAVATION

S E

E N

O T

E S 2

B ACDE

F

B ACDEF

S T

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2-

©2026REVISIONS:

PROJECT NUMBER

PROJECT ISSUE DATE

REV DATE DESCRIPTION

S1.0

STRUCTURAL NOTES &

DETAILS

A T

O D

W ill

C al l R am p R ep la ce m en t

S ta te o f I ow a

D ep ar tm en t o f A dm in is tr at iv e

S er vi ce s

S E

H ul si ze r R d.

, A nk en y, IA

06/22/2026 9534.00

BIDDING DOCUMENTS

MARK

CF18

FOOTING SCHEDULE

WIDTH

1'-6" CONT.

THICKNESS

1'-3"

FOOTING REINFORCING

(2) #5 CONTINUOUS WITH #5 @ 12" O.C.

TRANSVERSE

WALL REINFORCING

10" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C. EACH

WAY. TERMINATE WITH 6" 90 DEGREE HOOKS SPLICED TO

BOTTOM MAT OF REINFORCING IN FOOTING.

CF52 4'-4" CONT. 1'-3" 1'-0" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C.

EACH WAY ON SIDE OF WALL WITH HIGH GRADE AND #4

@ 12" O.C. EACH WAY ON SIDE OF WALL WITH LOW

GRADE. TERMINATE #5'S WITH 22" LONG AND #4 WITH 6"

LONG, 90 DEGREE HOOKS SPLICED TO BOTTOM MAT OF

REINFORCING IN FOOTING. PROVIDE #5 @ 12"

CONTINOUS IN WALLS.

(5) #5 TOP CONTINUOUS

(5) #5 BOTTOM CONTINUOUS

#5 @ 12" O.C. TRANSVERSE SETTING ON TOP

ROW OF CONTINUOUS REINFORCING

SF70 5'-8" CONT 1'-3" 1'-0" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C.

EACH WAY ON SIDE OF WALL WITH HIGH GRADE AND #4

@ 12" O.C. EACH WAY ON SIDE OF WALL WITH LOW

GRADE. TERMINATE #5'S WITH 22" LONG AND #4 WITH 6"

LONG, 90 DEGREE HOOKS SPLICED TO BOTTOM MAT OF

REINFORCING IN FOOTING. PROVIDE #5 @ 12"

CONTINOUS IN WALLS.

(6) #5 TOP CONTINUOUS

(6) #5 BOTTOM CONTINUOUS

#5 @ 12" O.C. TRANSVERSE SETTING ON TOP

ROW OF CONTINUOUS REINFORCING

NOTES:

1. EXTEND CONTINUOUS REINFORCING THROUGH ISOLATED FOOTINGS AND PIERS.

GENERAL STRUCTURAL NOTES

1 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS

INTO THEIR SHOP DRAWINGS AND WORK.

2 VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF ANY ITEMS.

3 DRAWINGS SHALL BE COORDINATED WITH ELECTRICAL COMPONENTS. NOT SHOWN ON DRAWINGS.

COORDINATE LOCATION, SIZE AND REINFORCEMENT OF ALL OPENINGS WITH RESPECTIVE TRADES BEFORE FABRICATION. REPORT ANY DISCREPANCIES AND/OR INTERFERENCE PROBLEMS TO THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD.

4 THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE

PROVIDED, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

5 THE BUILDING IS NOT STRUCTURALLY STABLE UNTIL ALL CONNECTIONS, FRAMING AND WALLS ARE COMPLETE AND HAVE ACHIEVED FINAL DESIGN STRENGTH. CONTRACTOR IS SOLELY RESPONSIBLE TO MAINTAIN STRUCTURAL STABILITY DURING ERECTION AND CONSTRUCTION. TEMPORARY BRACING SYSTEMS

ARE NOT TO BE REMOVED UNTIL STRUCTURAL WORK IS COMPLETE.

6 CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

7 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL MEANS, METHODS, TECHNIQUES, SEQUENCING, AND

PROCEDURES NECESSARY FOR CONSTRUCTING, OVERSEEING, AND COORDINATING THE WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ALL APPLICABLE HEALTH AND SAFETY STANDARDS.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY.

DESIGN PARAMETERS

1 THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE ICC INTERNATIONAL BUILDING CODE, 2015

EDITION.

2 RAMP LANDING FROST SLAB DESIGN BASED ON ACCOMODATING A 26,000 LBS CAPACITY BOXTRUCK.

4 SNOW DESIGN PARAMETERS:

GROUND SNOW LOAD (Pg) 30 PSF FLAT ROOF SNOW LOAD (Pf) 23 PSF

SNOW EXPOSURE FACTOR (C/E) 1.0

SNOW LOAD IMPORTANCE FACTOR (I) 1.0

SNOW LOAD THERMAL FACTOR (Ct) 1.0

EARTHQUAKE DESIGN PARAMETERS:

SEISMIC IMPORTANCE FACTOR (I/E) 1.0

Ss 0.064g S1 0.046g

SEISMIC SITE CLASS D

Sds 0.068g Sd1 0.073g SHORT-PERIOD SITE COEFFICIENT (Fa) 1.6 LONG-PERIOD SITE COEFFICIENT (Fv) 2.4

SEISMIC DESIGN CATEGORY A

SEISMIC-FORCE-RESISTING SYSTEM:

ORDINARY REINFORCED CONCRETE WALLS

SEISMIC BASE SHEAR (V),CLASSROOM ADDITION 0.70K

SEISMIC RESPONSE COEFFICIENT (Cs) N-S 0.01 SEISMIC RESPONSE COEFFICIENT (Cs) E-W 0.01

RESPONSE MODIFICATION FACTOR (R) N-S 2

RESPONSE MODIFICATION FACTOR (R) E-W 2

REDUNDANCY FACTOR (ρ) N-S 1.0 REDUNDANCY FACTOR (ρ) E-W 1.0

SEISMIC ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE ANALYSIS (WIND LOAD GOVERNS DESIGN)

6 WIND DESIGN PARAMETERS:

BASIC WIND SPEED (V) (3 SECOND GUST) 115 MPH

RISK CATEGORY II

WIND EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT +/-.18

BASIC DESIGN PRESSURE @ WALL 18 PSF (SERVICE)

7 ALLOWABLE WALL DEFLECTIONS:

EXTERIOR (CLADDING DESIGN) L/360

8 ASSUMED FUTURE CONSTRUCTION:

VERTICAL NONE

HORIZONTAL NONE

9 ASSUMED FUTURE CONSTRUCTION:

NONE.

FOUNDATION PARAMETERS

1 SIZE AND BOTTOM ELEVATIONS OF FOOTINGS HAVE BEEN ESTABLISHED BASED ON THE SOILS REPORT FILE NO. 1000022257 PREPARED BY TERRACON CONSULTANTS INC. AND DATED 07/17/26. AS EXCAVATION PROGRESSES, UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES. CONTACT STRUCTURAL

ENGINEER OF RECORD FOR EVALUATION OF THESE CHANGES.

2 ALLOWABLE SOIL BEARING PRESSURE

SPREAD AND ISOLATED FOOTINGS 2000 PSF

RETAINING FOOTINGS (AT FOOTING TOE) 2000 PSF

3 MINIMUM FOOTING DEPTH FOR FROST PROTECTION

(BELOW FINISHED GRADE) 42 IN.

4 DESIGN EARTH PRESSURES:

ACTIVE 35 PCF

PASSIVE 400 PCF

AT REST 60 PCF

6 GEOTECHNICAL ENGINEER IS SOLE JUDGE OF THE SUITABILITY OF UNDERLYING MATERIAL TO SUPPORT

FOUNDATIONS. BEARING MATERIAL SHALL BE APPROVED BY GEOTECHNICAL ENGINEER BEFORE

FOUNDATION INSTALLATION. DO NOT PROCEED WITHOUT APPROVAL.

SUBMITTALS

1 GENERAL CONTRACTOR TO PROVIDE A SHOP DRAWING SUBMITTAL LOG ITEMIZING ALL PROPOSED

SUBMITTALS FOR APPROVAL BY STRUCTURAL ENGINEER OF RECORD.

2 ALL SHOP DRAWINGS SHALL BE CHECKED BY THE FABRICATOR AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD. SHOP DRAWING REVIEW BY ENGINEER IS LIMITED TO VERIFYING GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS.

CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM THE CONTRACT DOCUMENTS, DIMENSIONAL

ERRORS, COORDINATION ERRORS, OR OMISSIONS IN SHOP DRAWINGS.

3 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION

REGARDING ALL STRUCTURAL ITEMS, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING:

● CONCRETE MIX DESIGNS (5 DAYS BEFORE POUR, MIN.)

● CONCRETE REINFORCEMENT

● EMBEDDED STEEL ITEMS

● CONCRETE CURING

● STEEL GUARDRAILS

4 SHOP DRAWINGS SHALL INCLUDE CONNECTIONS AS WELL AS SIZE, SPACING, AND GRADE OF ALL MEMBERS. PLANS AND ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT SHALL ALSO BE

INCLUDED.

5 IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO

REVIEW AND APPROVAL OF THE STRUCTURAL ENGINEER

6 DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS

THAT ARE DESIGNED BY THE CONTRACTOR, INCLUDE:

● TEMPORARY SHORING

● CONCRETE FORMWORK

SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON

STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS.

7 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL BE DESIGNED TO RESIST THE LIVE LOADS INDICATED IN STRUCTURAL NOTES, DEAD LOAD, SELF WEIGHT, ANY ADDITIONAL LOADING INDICATED ON

PLANS AND DETAILS, SNOW DRIFT, AND A NET WIND UPLIFT.

8 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL INCLUDE ANY RELEVANT TECHNICAL

LITERATURE FROM MANUFACTURER. ALSO PROVIDE A CERTIFICATION FROM THE MANUFACTURER

SHOWING THE PRODUCT IS IN COMPLIANCE WITH ALL APPLICABLE CODES AND STANDARDS.

9 FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE

APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.

10 ALL SHOP DRAWINGS SHALL BE CHECKED BY THE FABRICATOR AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT, WHOSE REVIEW OF THE SHOP DRAWINGS IS LIMITED TO VERIFYING GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM CONTRACT DOCUMENTS, DIMENSIONAL ERRORS, COORDINATION

ERRORS, OR OMISSIONS IN SHOP DRAWINGS.

11 VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF ANY ITEMS. DRAWINGS SHALL BE COORDINATED WITH MECHANICAL/ELECTRICAL COMPONENTS NOT SHOWN ON DRAWINGS. COORDINATE LOCATION, SIZE, AND REINFORCING OF ALL OPENINGS WITH RESPECTIVE TRADES BEFORE FABRICATION.

12 FIELD VERIFY EXISTING DIMENSIONS, MEMBER SIZES AND ELEVATIONS SHOWN ON THE DRAWINGS PRIOR TO STARTING CONSTRUCTION. ALL DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION

OF THE ARCHITECT.

CONCRETE NOTES

1 CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE IBC.

2 WHERE NEW CONCRETE IS PLACED DIRECTLY AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM OF 1/4" AMPLITUDE. SEE PLAN FOR

DOWELING REQUIREMENTS.

3 ALL EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE CHAMFERED 1/2" U.N.O.

4 CONCRETE FORMWORK:

4.1 SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO POURING CONCRETE.

CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.

4.2 VERIFY ALL BLOCK OUTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING

REQUIREMENTS PRIOR TO POURING.

5 CONCRETE REINFORCEMENT:

5.1 DETAILING, FABRICATION, AND PLACEMENT OR REINFORCEMENT SHALL CONFORM TO ACI-315.

5.2 ALL REINFORCEMENT TO BE ASTM A615 GRADE 60 U.N.O. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE USING #16 ANNEALED IRON WIRE. REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL

CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE.

5.3 ALL CONTINUOUS REINFORCING SHALL BE SPLICED USING CLASS B TENSION SPLICES, U.N.O.

5.4 BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR

APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1.

5.5 CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS, COLUMNS, AND INTERSECTING WALLS.

REFER TO TYPICAL DETAILS FOR LAYOUT OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB

BARS SHALL BE HOOKED INTO WALLS OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB

REINFORCING. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING.

5.6 ADD TWO DIAGONAL #5 BARS, FOUR FEET LONG, CENTERED, AT EACH CORNER OF FOUNDATION OR

SLAB OPENING, U.N.O.

5.7 ALL SLAB REINFORCEMNET IS TO BE FULLY CHAIRED AT THE INDICATED ELEVATION PER ACI-315 REQUIREMENTS PRIOR TO CONCRETE PLACEMENT. LIFTING SLAB MAT REINFORCEMENT INTO PLACE

DURING CONCRETE PLACEMENT IS NOT PERMITTED.

6 COVERAGE FOR REINFORCEMENT:

6.1 CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

6.2 CONCRETE EXPOSED TO EARTH AND WEATHER:

#6 THRU #18 BARS 2"

#5 BAR 1 1/2"

6.3 CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

#11 BAR AND SMALLER ...................................................................................3/4"

PIERS:

PRIMARY REINFORCEMENT,

TIES, STIRRUPS, SPIRALS ..............................................................................1 1/2"

7 CONCRETE COMPRESSIVE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER

ASTM C39 AND SHALL BE AS FOLLOWS:

FOOTINGS............................................................................................................. f'c = 4,000 PSI SLABS ON GRADE ............................................................................................... f'c = 4,000 PSI WALLS AND PIERS ............................................................................................... f'c = 4,000 PSI

8 SPECIAL INSPECTOR SHALL BE NOTIFIED IF ANY WATER IS TO BE ADDED IN FIELD.

9 CONCRETE FOUNDATIONS:

9.1 ALL FOUNDATION EXCAVATIONS MUST BE REVIEWED AND APPROVED BY THE GEOTECHNICAL

ENGINEER TO BE OF SUITABLE BEARING CAPACITY PRIOR TO PLACEMENT OF CONCRETE.

9.2 ACCURATELY SET AND SECURELY SUPPORT REINFORCING, DOWELS, AND ANCHOR BOLTS PRIOR TO PLACEMENT OF CONCRETE. WET-STICKING OR FLOATING OF REINFORCING, DOWELS, AND ANCHOR RODS

IS NOT ALLOWED.

9.3 PROVIDE CONSTRUCTION JOINTS, INSERTS, SLEEVES, DOWELS, ANCHORS, ETC., AS SHOWN. ITEMS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND ACCORDING TO USUAL ACCEPTED

STANDARDS OF THE TRADE. ANCHOR RODS PER ASTM F1554 AS SHOWN.

9.4 ALL FOUNDATION COLD JOINTS SHALL BE KEYED. CONTINUOUS REINFORCING SHALL EXTEND ONE

DEVELOPMENT LENGTH PLUS 6".

9.5 REINFORCING SHOWN ON DETAILS IS THE REQUIRED MINIMUM. AT CONTRACTOR'S OPTION AND EXPENSE, ADDITIONAL REINFORCING MAY BE PERMITTED TO ASSIST IN EASE OF CONSTRUCTABILITY.

ADDITIONAL REINFORCING MUST BE SUBMITTED FOR REVIEW ON SHOP DRAWINGS.

10 PROVIDE MINIMUM 7000 PSI NON-SHRINK, NON-METALLIC GROUT. GROUT SHALL NOT CONTAIN GYPSUM.

ENSURE ALL VOIDS ARE FILLED WITH GROUT.

11 NOT USED

12 PROVIDE CONTROL JOINTS AS FOLLOWS, U.N.O.:

12.1 SLABS (ON GRID LINE WHERE PRACTICAL) AND:

SLAB-ON-GRADE ................................. 10' ± 2'

12.2 CONTROL JOINT LAYOUT SHOULD MAINTAIN AN APPROXIMATE ASPECT RATIO OF 1:1

13 EXPOSED SLAB ON GRADE:

13.1 ALL SLAB ON GRADE CONTROL JOINTS & COLD JOINTS SHALL BE COORDINATED WITH THE

ARCHITECT WHERE THE SLAB IS EXPOSED.

13.2 CONTRACTOR SHALL PARTICIPATE IN A PRE-CONSTRUCTION MEETING PRIOR TO ANY EXPOSED CONCRETE SLAB ON GRADE POUR. CONTRACTOR SHALL PROVIDE ENGINEER WITH ANTICIPATED EXPOSED SLAB ON GRADE CONTROL AND COLD JOINT LOCATIONS. ENGINEER MUST APPROVE CONTROL AND COLD

JOINT LOCATIONS PRIOR TO ANY EXPOSED CONCRETE SLAB POUR.

13.3 SLABS SHALL BE SUPPORTED BY REWORKED ENGINEERED COMPACTED FILL IN THICKNESS AS

NOTED ABOVE. SLABS ON GRADE SHALL BE AS INDICATED ON DRAWINGS. WHERE REQUIRED BY

GEOTECHNICAL ENGINEER, OVER-EXCAVATE AND RECOMPACT USING STRUCTURAL FILL. SEE SOILS REPORT FOR SPECIFIC REQUIREMENTS. PROVIDE 98% PROCTOR DENSITY ON COMPACTED STRUCTURAL

FILL. PROVIDE NO MORE THAN 15% FLY ASH FOR ALL FLOOR SLABS.

13.4 SAWN CONTROL JOINTS IN SLABS ON GRADE SHALL BE 1/8" WIDE AND 1/4 OF THE SLAB THICKNESS DEEP. CUTTING OPERATIONS SHALL BE FROM 4 TO 12 HOURS AFTER PLACING CONCRETE. MAXIMUM SPACING OF JOINTS SHALL BE 30 TIMES THE SLAB THICKNESS OR AS SHOWN ON THE DRAWINGS. SEE SPECIFICATION REGARDING CUTTING REQUIREMENTS AND EDGE RAVELING. CONTRACTOR TO SUBMIT

SAWN JOINT LAYOUT TO ENGINEER FOR APPROVAL PRIOR TO POURING SLABS.

14 CONCRETE ACCESSORIES:

14.1 U.N.O., EXPANSION BOLTS TO BE HILTI KWIK BOLT III, SIMPSON STRONG-BOLT, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EXPANSION ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR

EXISTING CONCRETE DURING INSTALLATION.

14.2 U.N.O., EPOXY ANCHORS TO BE HILTI HIT-RE 500-SD, SIMPSON SET-XP, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EPOXY ANCHORS SHALL BE INSTALLED IN STRICT

ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR

EXISTING CONCRETE DURING INSTALLATION.

15 PERMANENTLY EXPOSED PLATES AND GUARDRAILS TO BE HOT-DIP GALVANIZED.

16 EPOXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO-COMPONENT, LIQUID EPOXY WITH NON-SAG CONSISTENCY AND A LONG POT LIFE. THE EPOXY ADHESIVE SHALL BE SUITABLE FOR USE IN DRY OR DAMP CONDITIONS. MINIMUM SHEAR STRENGTH SHALL BE 5,000 PSI; MINIMUM TENSILE STRENGTH SHALL BE 4,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT COMPLIANCE WITH THE APPROVED ICC REQUIREMENTS. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING

PLACEMENT.

17 COLD WEATHER PROTECTION

17.1 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR PROTECTING CURING

CONCRETE PER THE RQMTS. OF ACI 306.

17.2 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR PROTECTING

FOUNDATIONS THAT DO NOT EXTEND TO FROST DEPTH FROM HEAVING. AT CONTRACTOR'S OPTION, BOTTOM OF FOOTINGS MAY BE EXTENDED BEYOND THE FROST ZONE, IN LIEU OF SURFACE PROTECTION METHODS. NO ADD'L REINFORCING WILL BE REQ'D AT EXTENDED FOUNDATIONS. ALL MITIGATION WORK

SHALL BE PART OF THE CONTRACTOR BID AND NOT COMPENSIBLE BY CHANGE ORDER.

18.3 CONTRACTOR TO PROVIDE A FROST STOOP PER TYP. STOOP DETAIL @ ALL EXTERIOR DOORS, SEE

ARCH. FOR DOOR LOCATIONS.

STEEL FRAMING NOTES

1 STEEL FRAMING WORK SHALL COMPLY WITH CHAPTER 22 OF THE IBC.

2 STEEL FRAMING MATERIALS:

2.1 W/WT-SECTIONS ASTM A992 FY=50,000 PSI

2.2 TUBULAR STEEL ASTM A500 GR B FY=46,000 PSI

2.3 CHANNELS, ANGLES, BARS ASTM A36 FY=36,000 PSI

2.4 PLATES (NON-MOMENT CONNECTIONS) ASTM A36 FY=36,000 PSI

2.5 PLATES (MOMENT CONNECTIONS) ASTM A572 FY=50,000 PSI

2.6 WELDING ELECTRODES E70XX

3 STEEL ERECTION SHALL COMPLY WITH ALL OSHA, STATE, LOCAL, AND UNION REGULATIONS. IN ADDITION, AT THE END OF THE WORK DAY, ALL COLUMNS MUST BE FRAMED WITH BEAMS AND/OR GIRDERS IN ALL DIRECTIONS, OR ADEQUATELY GUYED OR BRACED IN ALL DIRECTIONS. TEMPORARY GUYING/BRACING IS

THE RESPONSIBILITY OF THE ERECTOR (DESIGN AND INSTALLATION).

4 DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION

MANUAL, AISC 360-10 INCLUDING COMMENTARY, AND THE AISC 303-10.

5 ALL BOLTS FOR STRUCTURAL STEEL CONNECTIONS PER ASTM A325-N U.N.O. AND SHALL CONFORM TO THE RCSC SPECIFICATION. BOLTS FOR STEEL JOISTS MAY BE A307. BOLTS AND SHALL BE SNUG-TIGHT U.N.O.

6 WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING

CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE

SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER.

7 WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, U.N.O. ALL WELDING FOR STRUCTURAL STEEL CONNECTIONS TO BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH

AWS D1.1. PROTECT ALL SURFACES SURROUNDING WELDING OPERATIONS.

8 NOT USED

9 NOT USED

10 NOT USED

11 HOT-DIP GALVANIZE STEEL FOR THE FOLLOWING CONDITIONS:

11.1 STEEL ELEMENTS PERMANENTLY EXPOSED TO WEATHER.

11.2 STEEL ELEMENTS LOCATED OUTSIDE THE BUILDING THERMAL ENVELOPE.

11.3 STEEL ELEMENTS LOCATED IN AREAS WITH HIGH HUMIDITY.

11.4 WHERE PIECES REQUIRING GALVANIZATION ARE PART OF A LARGER ASSEMBLY, THE HOT-DIPPING

PROCESS IS TO OCCUR AFTER COMPLETE FABRICATION OF THE ASSEMBLY.

12 CONNECTIONS:

12.1 WHERE CONNECTIONS ARE NOT SHOWN, THE CONNECTIONS SHALL BE DESIGNED AND DETAILED IN

ACCORDANCE WITH THE REQUIREMENTS OF AISC SPECIFICATIONS FOR THE SHEAR CAPACITIES

SHOWN BELOW:

12.2 ALL CONNECTIONS SHALL SATISFY THE REQUIREMENTS OF AISC AND OSHA.

12.3 AT STEEL CONNECTIONS WITH POST INSTALLED ANCHORS, THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT THE HOLE DIAMETERS COMPLY WITH THE MANUFACTURER'S RECOMMENDED DRILL

BIT DIAMETER.

13 (+###'-#") CALLOUT ON PLANS AT BEAM LOCATIONS INDICATES TOP OF BEAM U.N.O.

SPECIAL INSPECTION SCHEDULE

1 SPECIAL INSPECTION PROGRAM SHALL CONFORM TO CHAPTER 17 OF THE IBC.

2 THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR TO PERFORM THE REQUIRED TESTS AND SPECIAL INSPECTIONS WITH QUALIFICATIONS DESCRIBED PER IBC CHAPTER 17 AND THE PROJECT SPECIFICATIONS.

3 SPECIAL INSPECTION REPORTS SHALL BE FURNISHED TO BUILDING OFFICIAL, OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND CONTRACTOR.

4 SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING THAT THE STRUCTURAL WORK WAS, TO

THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, PERFORMED IN ACCORDANCE WITH THE

CONSTRUCTION DOCUMENTS.

5 SPECIAL INSPECTION PROGRAM:

VERIFICATION AND INSPECTION FREQ/TASK

STEEL

1. INSPECTION TASKS PRIOR TO WELDING:

A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE. PERFORM

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE. PERFORM

C. MATERIAL IDENTIFICATION (TYPE/GRADE). OBSERVE

D. WELDER IDENTIFICATION SYSTEM. OBSERVE

E. CONFIGURATION & FINISH OF ACCESS HOLES. OBSERVE

F. FIT-UP OF FILLET WELDS:

• DIMS. (ALIGNMENT, GAPS AT ROOT) OBSERVE

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY & LOCATION)

2. INSPECTION TASKS DURING WELDING:

A. USE OF QUALIFIED WELDERS. OBSERVE

B. CONTROL & HANDLING OF WELDING CONSUMABLES: OBSERVE

• EXPOSURE CONTROL • PACKAGING

C. NO WELDING OVER CRACKED TACK WELDS. OBSERVE

D. ENVIRONMENTAL CONDITIONS: OBSERVE

• WIND SPEED WITHIN LIMITS • PRECIPITATION & TEMP.

E. WPS FOLLOWED:

• SETTINGS ON WELDING EQPT. • TRAVEL SPEED

• SELECTED WELDING MATERIALS • PREHEAT APPLIED OBSERVE

• SHIELDING GAS TYPE/FLOW RATE • PROPER POSITION (F, V, H, OH)

• INTERPASS TEMP. MAINTAINED (MIN / MAX)

F. WELDING TECHNIQUES:

• INTERPASS & FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS OBSERVE

• EACH PASS MEETS QUALITY REQUIREMENTS

3. INSPECTION TASKS AFTER WELDING.

A. WELDS CLEANED. OBSERVE

B. SIZE, LENGTH, & LOCATION OF WELDS. PERFORM

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA:

• CRACK PROHIBITION • WELD SIZE

• WELD / BASE-METAL FUSION • UNDERCUT PERFORM

• CRATER CROSS SECTION • POROSITY

• WELD PROFILES

D. ARC STRIKES. PERFORM

E. k-AREA. PERFORM

F. BACKING & WELD TABS REMOVED (IF REQ'D.). PERFORM

G. REPAIR ACTIVITIES. PERFORM

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER. PERFORM

4. INSPECTION TASKS PRIOR TO BOLTING:

A. MFR. CERTS. AVAILABLE FOR FASTENER MATERIALS. PERFORM

B. FASTENERS MARKED IN ACCORDANCE w/ ASTM RQMTS. OBSERVE

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, OBSERVE

BOLT LENGTH, EXCLUDED THREADS).

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL. OBSERVE

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE OBSERVE

CONDITION & HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE RQMTS.

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION OBSERVE

PERSONNEL OBSERVED & DOCUMENTED FOR FASTENER

ASSEMBLIES & METHODS USED.

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS & OTHER OBSERVE

FASTENER COMPONENTS.

5. INSPECTION TASKS DURING BOLTING:

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES OBSERVE

& WASHERS (IF REQ'D) ARE POSITIONED AS REQ'D.

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE OBSERVE

PRETENSIONING OPERATION.

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED OBSERVE

FROM ROTATING.

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE w/ THE RCSC OBSERVE

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGES.

6. INSPECTION TASKS AFTER BOLTING:

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNS. PERFORM

7. INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL:

A. INSPECTION OF WELDING:

1) VERIFICATION OF WELDABILITY OF REINF. STEEL OTHER THAN ASTM A706. PERIODIC

2) REINFORCING STEEL RESISTING FLEXURAL & AXIAL FORCES IN

INTERMEDIATE & SPECIAL MOMENT FRAMES, & BOUNDARY ELEMENTS OF CONT.

SPECIAL STRUCTURAL WALLS OF CONCRETE & SHEAR REINFORCEMENT.

4) SHEAR REINFORCING STEEL. CONT.

5) OTHER REINFORCING STEEL. PERIODIC

CONCRETE

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, PERIODIC

& PLACEMENT.

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE w/ IBC _________ TABLE 1705.2.2, ITEM 2b.

3. INSPECTION OF ANCHORS TO BE INSTALLED IN CONCRETE WHERE ALLOWABLE PERIODIC

LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. PERIODIC

5. VERIFYING USE OF REQUIRED DESIGN MIX. PERIODIC

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP & AIR CONTENT TESTS, & DETERMINE THE CONT.

TEMPERATURE OF THE CONCRETE.

7. INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR PROPER CONT.

APPLICATION TECHNIQUES.

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMP. & TECHNIQUES. PERIODIC

9. INSPECTION OF PRESTRESSED CONCRETE: CONT.

A. APPLICATION OF PRESTRESSING FORCES. CONT.

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC-FORCE- CONT.

RESISTING SYSTEM.

10. ERECTION OF PRECAST CONCRETE MEMBERS. PERIODIC

11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST TENSIONED CONCRETE & PRIOR TO REMOVAL OF PERIODIC

SHORES & FORMS FROM BEAMS & STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF THE PERIODIC

CONCRETE MEMBER BEING FORMED.

PROGRAM FOOTNOTES

1. THE ITEMS INDICATED ABOVE SHALL BE INSPECTED IN ACCORDANCE WITH CHAPTER 17 OF THE IBC BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE PROJECT SPECIFICATIONS & THE SPECIFIC STRUCTURAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING & INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, & BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL

BIDDER DESIGNED COMPONENTS.

2. CONT. - CONTINUOUS SPECIAL INSPECTION. SPECIAL INSPECTOR IS PRESENT WHEN & WHERE THE

WORK TO BE INSPECTED IS BEING PERFORMED. (IBC SECTION 1702).

3. PERIODIC - PERIODIC SPECIAL INSPECTION. SPECIAL INSPECTOR IS INTERMITTENTLY PRESENT WHERE

THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

4. OBSERVE - SPECIAL INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS

NEED NOT BE DELAYED PENDING THESE INSPECTIONS (AISC 360 SECTION N5).

5. PERFORM - SPECIAL INSPECTOR SHALL PERFORM THESE TASKS FOR EACH JOINT, CONNECTION, ELEMENT OR MEMBER (AISC 360 SECTION N5).

6. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR (IBC

SECTION 1704.2.2).

7. ALL WELDS SHALL BE VISUALLY INSPECTED.

8. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE OF A

COMPARABLE APPROVED METHOD.

9. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL…