MZ-0079 Drawings.pdf

PDF 4 MB Posted Mar 12, 2025

Attached to: Elephant Shade Canopies State and local contract opportunity
Solicitation number: MZ-0079
Issued by: Oklahoma County, Hobart City, Oklahoma

About this file

Written by GovTribe AI · Apr 10, 2025

The document is a set of architectural and engineering drawings for the Elephant Shade Structures project at the Oklahoma City Zoo, with project number MZ-0079. The drawings detail the design for three shade sail structures (Sunshade A, B, and C) to be installed in the elephant paddock area, with specifications for commercial 95 shade fabric, steel pole foundations, and connection details. The project involves creating shade structures with specific dimensions, pole heights ranging from 22 to 28.5 feet, and requires the installation of feeder poles and sail fabric.

The drawings include comprehensive technical specifications for material selection, including primer and paint requirements for steel components (Macropoxy 646 Fast Cure Epoxy Primer and Hi-Solids Polyurethane Gloss by Sherwin Williams). Specific installation notes indicate that the fabric color will be selected by the owner from the manufacturer's standard color chart, and winches will be Dutton-Lainson Company B1500 Brake Winch models. The project appears to be part of the base bid and Alternate 1, with precise engineering details provided by Kirkpatrick Forest Curtis PC Structural Engineering, located in Oklahoma City.

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Other files for this state and local contract opportunity

Other files attached to Elephant Shade Canopies, newest first.
File	Type	Posted
MZ-0079 Addendum 1.pdf	PDF	Mar 12, 2025
Anti Noncollusion Affidavit.pdf	PDF	Mar 12, 2025
Business Relationship Affidavit.pdf	PDF	Mar 12, 2025
MZ-0079 Project Manual.pdf	PDF	Mar 12, 2025

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DATE:

PROJECT No:

DRAWING No:

202410A DESIGNED BY: SLMc

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

No DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

DECEMBER 2024

G1.0 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

DRAWING INDEX

G1.0 COVER

A0.1 SITE PLAN

A0.2 UTILITY PLAN

A1.1 PLAN VIEW

A2.1 ELEVATION

A3.1 DETAILS

STRUCTURAL

S1.0 GENERAL NOTES

S1.1 SPECIAL INSPECTION NOTES

S2.0 POLE LAYOUT

S6.0 SECTIONS Location Map1 SCALE: NOT TO SCALE

MEYERS PL

Oklahoma City Zoo

PROJECT

AREA

OKLAHOMA CITY ZOO

ELEPHANT SHADE STRUCTURES

12/20/2024 ISSUED FOR REVIEW

NOTES:

CLEAN AND PREP ALL STEEL PRIOR TO APPLICATION OF PRIMER.

PREP STEEL PER PRIMER MANUFACTURER'S INFORMATION.

APPLY ONE COAT OF MACROPOXY 646 FAST CURE EPOXY PRIMER,

#B58W00610 BY SHERWIN WILLIAMS, OR APPROVED EQUAL PRODUCT.

APPLY TO COATS HI-SOLIDS POLYURETHANE GLOSS #B65W00311 BY

SHERWIN WILLIAMS, OR APPROVED EQUAL PRODUCT. COLOR TO BE

SELECTED BY OWNER.

FABRIC SHALL BE COMMERCIAL 95 FABRIC. COLOR TO BE SELECTED

BY OWNER FROM MANUFACTURER'S STANDARD COLOR CHART.

WINCHES TO BE MODEL NUMBER B1500 BRAKE WINCH BY

DUTTON-LAINSON COMPANY.

ALL INFORMATION ON THIS SHEET APPLIES TO THE BASE BID AND

ALTERNATE 1.

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

Bid Items

AutoCAD SHX Text Cover Sheet

AutoCAD SHX Text 2000 Remington Place Elephant Shade Oklahoma City, Oklahoma 73111

CLOUDED

LEOPARD

1140.5

ELEPHANT

PADDOCK 2

DUMP

& FILL

POND

HW HW

H W

HWHW

ELEPHANT

PADDOCK 2

DUMP

& FILL

POND

HW HW

H W

HWHW

ELEPHANT

PADDOCK 2

DUMP

& FILL

POND

HW HW

H W

HWHW

ELEPHANT

BARN

FFE 1122

EXISTING

HAY BARN

EXISTING

BLDG

EXISTING

BLDG

ELEPHANT

POOL

AZA

ELEPHANT

PADDOCK

HOLDING

BINS

H W

SERVICE

DRIVE

BATHRO

CKER RM

REF

FD FD

BATHRO

CKER RM

REF

FD FD

BATHRO

CKER RM

REF

FD FD

CLOUDED

LEOPARD

1140.5

ELEPHANT

PADDOCK 1

PROJECT No:

DRAWING No:

202410ANo DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

A0.1 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

Site Plan1 SCALE: 1" = 20'-0"

12/20/2024 ISSUED FOR REVIEW

DATE:

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

DECEMBER 2024

PROPOSED ELEPHANT

SHADE BASE BID LOCATION

PROPOSED ELEPHANT

SHADE ALTERNATE #1

LOCATION

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

AutoCAD SHX Text E3

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AutoCAD SHX Text E19

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KEEPER ACCESS

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MECHANICAL

AutoCAD SHX Text Site Plan

POOL

CLOUDED

LEOPARD

1140.5

RED

PANDA

ELEPHANT

PADDOCK 2

HW HW

H W

HWHW

ELEPHANT

PADDOCK 2

HW HW

H W

HWHW

ELEPHANT

PADDOCK 2

HW HW

H W

HWHW

ELEPHANT

BARN

FFE 1122

EXISTING

HAY BARN

EXISTING

BLDG

EXISTING

BLDG

ELEPHANT

POOL

AZA

HOLDING

BINS

H W

ELEPHANT

CALF

PADDOCK 1

SERVICE

DRIVE

BATHRO

CKER RM

REF

FD FD

BATHRO

CKER RM

REF

FD FD

BATHRO

CKER RM

REF

FD FD

CLOUDED

LEOPARD

1140.5

RED

PANDA

C L

+ 1135.24

2' DUMP &

FILL

POND

EXISTING

HAY BARN

EXISTING

BLDG

MUSEUM

BLDG

ELEPHANT

PADDOCK

8.3%

8.3%HW

H W

8' DUMP &

FILL

POND

SERVICE

DRIVE

HW HW

+ 1137

+1125.08

CL CL CL

ELEPHANT

SIZE: ;11'X6'

ELEPHANT

SIZE: ;11'X6'

ELEPHANT

SIZE: ;11'X6'

1117.33

+ BELOW

(1115.58)

C L

CL CL CL CL CL

CLCLCL

1117.08 (DECK)

1115 (BELOW)

+ 1135.08 + 1134.50

C L

LP06

+1133.24 +1133.1

+1130.61 +1130.47

+1122.45 +1119.96

+1119.82

+1125.35

+1122.59

+1127.98 +1127.84

H W

ELEPHANT

BARN

FFE 1122

W W

PROJECT No:

DRAWING No:

202410ANo DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

A0.2 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

Utility Plan1 SCALE: 1" = 20'-0"

12/20/2024 ISSUED FOR REVIEW

DATE:

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

DECEMBER 2024

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

PROPOSED ELEPHANT

SHADE BASE BID LOCATION

PROPOSED ELEPHANT

SHADE ALTERNATE #1

LOCATION

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GRAVEL

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ASPHALT

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BENCHMARK: #37 CUT X ELEVATION=1139.61

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U/G GAS

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1 2

PROJECT No:

DRAWING No:

202410ANo DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

A1.1 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

Sail Plan1 SCALE: 1/8" = 1'-0"

12/20/2024 ISSUED FOR REVIEW

DATE:

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

DECEMBER 2024

Pole Plan2 SCALE: 1/8" = 1'-0"

SUNSHADE A

SUNSHADE B

SUNSHADE C

SHADE SAIL CONNECTION

POLE INFORMATION

A B C

1 22.0 28.5 27.0

2 28.5

3 28.5 22.0

4 28.5 22.0

5 22.0

6 28.5

7 27.0

8 22.0

NOTES:

COMMERCIAL 95 SHADE FABRIC.

COLOR TO BE SELECTED BY OWNER

PROVIDE STANDARD SAMPLES FOR

SELECTION.

ALL INFORMATION ON THIS SHEET

APPLIES TO THE BASE BID AND

ALTERNATE 1.Distance in feet from ground level to attachment point of sail.

Feeder Pole Location

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

AutoCAD SHX Text 30'-0"

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DRAWING No:

202410ANo DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

A2.1 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

Elevation View1 SCALE: 1/4" = 1'-0"

12/20/2024 ISSUED FOR REVIEW

DATE:

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

DECEMBER 2024

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

NOTES:

COMMERCIAL 95 SHADE FABRIC.

COLOR TO BE SELECTED BY OWNER

PROVIDE STANDARD SAMPLES FOR

SELECTION.

ALL INFORMATION ON THIS SHEET

APPLIES TO THE BASE BID AND

ALTERNATE 1.

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DRAWING No:

202410ANo DATE DESCRIPTION APP

REVISIONS

SCALE BAR IS ONE INCH

ON ORIGINAL DRAWINGS

0 1"

A3.1 12/20/24

SMCGARRAUGH@OKCZOO.ORG w(405)425-0680 m(214)883-7712 OKLAHOMA LICENSED ARCHITECT NO. a4440

Steven L McGarraugh, AIA

Feeder Pole Details1 SCALE: 1/4" = 1'-0"

12/20/2024 ISSUED FOR REVIEW

DATE:

DRAWN BY: SLMc

CHECKED BY: JD/TL/RM

APPROVED BY: TL

DECEMBER 2024

REMOVABLE

COVER

5' CABLE SHIELDS

(SEE STRUCTURAL

FOR DETAILS)

1 02/07/2025 ISSUED FOR PERMIT AND CONSTRUCTION

City of Oklahoma City Project Number MZ-0079

NOTES:

COMMERCIAL 95 SHADE FABRIC.

COLOR TO BE SELECTED BY OWNER

PROVIDE STANDARD SAMPLES FOR

SELECTION.

ALL INFORMATION ON THIS SHEET

APPLIES TO THE BASE BID AND

ALTERNATE 1.

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AutoCAD SHX Text Plans, Elevations, and Details

1) GENERAL INFORMATION

A. GOVERNING BUILDING CODE: IBC-2018 "INTERNATIONAL BUILDING CODE" WITH CITY OF

OKLAHOMA CITY AMENDMENTS.

B. BUILDING RISK CATEGORY: THE BUILDING RISK CATEGORY ACCORDING TO IBC-2018

TABLE 1604.5 AND ASCE 7-16 TABLE 1.5-1 IS CATEGORY II.

C. ELEVATIONS: REFERENCE FINISHED FLOOR ELEVATIONS OF 100'-0" EQUALS ACTUAL

EXISTING FINISH GRADE.

D. CONTRACT DOCUMENTS:

1) THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT BETWEEN THE OWNER AND

CONTRACTOR, CONDITIONS OF THE CONTRACT, DRAWINGS, SPECIFICATIONS, ADDENDA

ISSUED PRIOR TO EXECUTION OF THE CONTRACT, OTHER DOCUMENTS LISTED IN THE

AGREEMENT AND MODIFICATIONS ISSUED AFTER EXECUTION OF THE CONTRACT.

2) THE GENERAL CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND DISSEMINATING ALL

CONTRACT DOCUMENTS AND LATEST ADDENDA TO ALL SUB-CONTRACTORS PRIOR TO

DETAILING, FABRICATION, OR INSTALLATION OF WORK.

3) CORRELATION OF THE CONTRACT DOCUMENTS: THE CONTRACT DOCUMENTS ARE

COMPLEMENTARY, AND WHAT IS REQUIRED BY ONE SHALL BE AS BINDING AS IF

REQUIRED BY ALL. IF CONFLICTING REQUIREMENTS ARE FOUND BETWEEN THE

DRAWINGS, SPECIFICATIONS AND/OR THESE GENERAL NOTES, THE MORE STRINGENT

AND HIGHEST COST REQUIREMENT SHALL CONTROL UNLESS DIRECTED OTHERWISE IN

WRITING BY THE OWNER'S REPRESENTATIVE.

4) THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND STRUCTURAL

DRAWINGS FOR DISCREPANCIES BETWEEN EACH SET, AND WITHIN EACH SET OF

DRAWINGS, AND REPORT DISCREPANCIES, IF ANY, TO THE OWNER'S REPRESENTATIVE

PRIOR TO THE DETAILING, FABRICATION, AND INSTALLATION OF AFFECTED WORK.

5) GENERAL CONTRACTOR SHALL COORDINATE SIZES AND LOCATIONS OF OPENINGS

THROUGH FLOORS, ROOF, AND WALLS SHOWN ON ELECTRICAL, PLUMBING, AND FIRE

SUPPRESSION SYSTEM DESIGN DOCUMENTS WITH ASSOCIATED SUBCONTRACTORS.

6) ALTHOUGH NOT NECESSARILY SPECIFICALLY REFERENCED IN THE CONTRACT

DOCUMENTS, TYPICAL DETAILS AND GENERAL NOTES APPLY TO THE ENTIRE PROJECT

WHEREVER CONDITIONS SIMILAR TO THOSE DETAILED OR NOTED EXIST.

7) THE USE OF ELECTRONIC FILES OR REPRODUCTION OF CONTRACT DOCUMENTS BY ANY

TRADE OR MATERIAL SUPPLIER IN LIEU OF COMPLETELY INDEPENDENT PREPARATION

OF SHOP DRAWINGS SIGNIFIES THE SUPPLIER'S CERTIFICATION THAT ALL

INFORMATION SHOWN IN THE SHOP DRAWINGS IS CORRECT, AND ASSIGNS THEMSELVES

TO RESPONSIBILITY FOR ANY JOB EXPENSE ARISING DUE TO ANY ERRORS OCCURRING

THEREIN.

E. FIELD MODIFICATIONS: CONTRACTOR OR SUBCONTRACTOR FIELD MODIFICATIONS TO THE

STRUCTURE WITHOUT THE PRIOR WRITTEN CONSENT OF THE STRUCTURAL ENGINEER ARE

EXPRESSLY PROHIBITED AND MAY REQUIRE SUBSEQUENT REMEDIATION DIRECTED BY THE

STRUCTURAL ENGINEER AT CONTRACTOR'S EXPENSE.

2) DESIGN LOADS

A. GOVERNING STANDARD FOR DESIGN LOADS: ASCE 7-16 "MINIMUM DESIGN LOADS FOR

BUILDINGS AND OTHER STRUCTURES"

B. DEAD LOAD: SELF WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

C. LIVE LOADS:

1) FABRIC ROOF:.................................................5 PSF

2) ELEPHANT:......................10 KIPS AT 7'-0" ABOVE FINISH GRADE

D. WIND LOADS:

1) RISK CATEGORY: .................................................II

2) EXPOSURE CATEGORY:...............................................C

3) ENCLOSURE CLASSIFICATION..................................ENCLOSED

4) INTERNAL PRESSURE COEFFICIENT, GCPI:....... ..............+/- 0.18

5) TOPOGRAPHIC FACTOR, KZT:.......................................1.0

6) DIRECTIONALITY FACTOR, KD:....................................0.85

7) ULTIMATE DESIGN WIND SPEED, Vult:..........................109 MPH

8) NOMINAL DESIGN WIND SPEED, Vasd:............................90 MPH

9) FABRIC DESIGN WIND PRESSURE:..............................30.0 PSF

E. SNOW LOADS:

1) SNOW IMPORTANCE FACTOR, Is:....................................1.0

2) GROUND SNOW LOAD, Pg:.......................................10 PSF

3) EXPOSURE OF ROOF: ...............................PARTIALLY EXPOSED

4) SURFACE ROUGHNESS CATEGORY:......................................C

5) EXPOSURE FACTOR, Ce:...........................................1.0

6) THERMAL FACTOR, Ct:............................................1.2

7) ROOF SLOPE FACTOR, Cs:.........................................1.0

8) CALCULATED FLAT ROOF SNOW LOAD, Pf:........................8.4 PSF

9) MINIMUM FLAT ROOF SNOW LOAD, I*Pg:........................13.4 PSF

F. ICE LOADS:

1) ICE IMPORTANCE FACTOR, Ii:.....................................1.0

2) NOMINAL ICE THICKNESS, t:..................................1.50 IN

3) DESIGN ICE THICKNESS, td:..................................1.48 IN

4) UNIFORM ICE LOAD:.........................................13.0 PSF

5) ULTIMATE DESIGN WIND ON ICE SPEED, Vult:....................40 MPH

G. RAIN LOADS:

1) 15-MINUTE RAIN INTENSITY..........................7.81 INCHES/HOUR

2) 60-MINUTE RAIN INTENSITY..........................3.94 INCHES/HOUR

H. SEISMIC DESIGN CRITERIA:

1) RISK CATEGORY: .................................................II

2) SEISMIC IMPORTANCE FACTOR, Ie:................................1.00

3) SOIL SITE CLASSIFICATION (ASSUMED):..............................D

4) 0.2 SEC. MAPPED SPECTRAL ACCELERATION, Ss:...................0.298

5) 1.0 SEC. MAPPED SPECTRAL ACCELERATION, S1:...................0.080

6) SITE COEFFICIENT, 0.2 SEC. PERIOD, Fa:.......................1.562

7) SITE COEFFICIENT, 1.0 SEC. PERIOD, Fv:.......................2.400

8) 0.2 SEC. DESIGN SPECTRAL ACCELERATION, Sds:..................0.310

9) 1.0 SEC. DESIGN SPECTRAL ACCELERATION, Sd1:..................0.128

10)SEISMIC DESIGN CATEGORY:.........................................B

11)SEISMIC PARAMETERS FOR BUILDING:

A) SEISMIC FORCE RESISTING SYSTEM: STEEL ORDINARY CANTILEVER COLUMN

SYSTEMS

B) RESPONSE MODIFICATION COEFFICIENT, R:.....................1.25

C) SYSTEM OVERSTRENGTH FACTOR, O:............................1.25

D) DEFLECTION AMPLIFICATION FACTOR, Cd:......................1.25

E) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE METHOD.

F) SEISMIC RESPONSE COEFFICIENT, Cs:........................0.248

G) TOTAL LATERAL BASE SHEAR, V:..........................3.0 KIPS

3) MATERIAL DESIGN VALUES

A. CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS, NORMAL WEIGHT

U.N.O.)

1) DRILLED PIERS AND SHAFTS.................................4,O00 PSI

2) ALL OTHER STRUCTURAL CONCRETE, U.N.O:....................4,000 PSI

B. CONCRETE REINFORCEMENT (MINIMUM YIELD STRENGTH)

1) ALL PLAIN AND DEFORMED BARS (ASTM A615, GRADE 60)......FY = 60 KSI

2) WELDED PLAIN WIRE REINFORCEMENT (ASTM A1064)...........FY = 65 KSI

3) WELDED DEFORMED WIRE REINFORCEMENT (ASTM A1064)........FY = 70 KSI

4) WELDABLE REINFORCING BARS (ASTM A706) .................FY = 60 KSI

C. STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)

1) ALL WIDE FLANGE SHAPES (ASTM A992)....................FY = 50 KSI

2) SQUARE AND RECTANGULAR HSS (ASTM A500, GRADE C)........FY = 50 KSI

3) ROUND HSS (ASTM A500, GRADE C).........................FY = 46 KSI

4) PIPES (ASTM A53, GRADE B)..............................FY = 35 KSI

5) ALL OTHER SHAPES AND PLATES UNLESS NOTED (ASTM A36)....FY = 36 KSI

(FABRICATOR MAY OPTIONALLY USE ASTM A572-50 PLATE MATERIAL)

4) CONSTRUCTION LOADS AND STABILITY

A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL TEMPORARY CONSTRUCTION

LOADS CAN BE SAFELY SUPPORTED BY THE STRUCTURE DURING CONSTRUCTION.

B. THE STRUCTURAL FRAMING SYSTEM AND FOUNDATIONS HAVE BEEN DESIGNED AS A

COMPLETE STRUCTURAL SYSTEM FOR SUPPORT OF THE LOADS INDICATED IN THE

CONSTRUCTION DOCUMENTS. THE STRUCTURE HAS NOT BEEN DESIGNED OR CHECKED FOR

TEMPORARY CONSTRUCTION LOADS NOR HAS IT BEEN DESIGNED OR CHECKED FOR

ADEQUACY OR STABILITY AS A PARTIALLY ERECTED STRUCTURE.

C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFIRMING THE ABILITY OF THE

PARTIALLY COMPLETED OR FULLY COMPLETED STRUCTURE TO RESIST ALL CONSTRUCTION

LOADS INCLUDING BUT ARE NOT NECESSARILY LIMITED TO MATERIAL STAGING,

PERSONNEL, AND EQUIPMENT.

D. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORES, GUYS, BRACES, AND OTHER

SUPPORTS DURING CONSTRUCTION TO KEEP STRUCTURAL FRAMING COMPONENTS SECURE,

PLUMB, AND IN ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL

IN INTENSITY TO DESIGN LOADS. THE TEMPORARY SUPPORTS SHALL BE SUFFICIENT TO

SECURE THE PARTIALLY ERECTED STRUCTURE OR ANY PORTION THEREOF AGAINST LOADS

THAT ARE LIKELY TO BE ENCOUNTERED DURING CONSTRUCTION, INCLUDING THOSE DUE

TO WIND AND THOSE THAT RESULT FROM CONSTRUCTION OPERATIONS.

E. THE CONTRACTOR SHALL NOT REMOVE TEMPORARY SUPPORTS UNTIL THE INSTALLATION OF

ALL STRUCTURAL ELEMENTS IS COMPLETE AND HAS BEEN ACCEPTED AS COMPLETE BY THE

ENGINEER. FOR THE PURPOSES OF THIS PARAGRAPH, "ALL STRUCTURAL ELEMENTS"

INCLUDES, BUT IS NOT NECESSARILY LIMITED TO, THE FOLLOWING STRUCTURAL

ELEMENTS:

1) FOUNDATIONS

2) STRUCTURAL STEEL POSTS.

5) DEFERRED SUBMITTALS

A. SOME STRUCTURAL AND/OR OTHER BUILDING ELEMENTS ARE DESIGNATED AS

VENDOR-DESIGNED IN THE CONSTRUCTION DOCUMENTS. THESE ELEMENTS HAVE NOT BEEN

INCLUDED IN THE BUILDING PERMIT ISSUED BY THE BUILDING OFFICIAL AND REQUIRE

THEIR DESIGN BE SUBSTANTIATED BY DEFERRED SUBMITTALS.

B. DEFERRED DESIGN SUBMITTALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE

AND SHALL INCLUDE BOTH SHOP DRAWINGS AND SIGNED AND SEALED CALCULATIONS

PERFORMED BY AN ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED

AND EXPERIENCED IN THE DESIGN OF THE SPECIFIC BUILDING ELEMENT BEING

SUBMITTED. THE FOLLOWING ITEMS ARE CONSIDERED DEFERRED SUBMITTALS::

1) SUNSHADE FABRIC DESIGN AND ASSOCIATED CONNECTIONS

C. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE OWNER'S

REPRESENTATIVE WHO SHALL REVIEW THEM AND FORWARD THEM TO THE BUILDING

OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS

HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF

THE BUILDING.

D. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED

SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY BOTH THE OWNER'S REPRESENTATIVE

AND THE BUILDING OFFICIAL.

E. ADDITIONAL ITEMS IMPACTING STRUCTURAL DESIGN, INCLUDING BUT NOT LIMITED TO,

ELEVATORS AND MECHANICAL EQUIPMENT WEIGHTS, SHALL BE SUBMITTED TO OWNER'S

REPRESENTATIVE FOR EVALUATION

6) FOUNDATION NOTES:

A. EMBED POLE PIER FOUNDATIONS:

1) GOVERNING CODES AND STANDARDS: IN ADDITION TO THE REQUIREMENTS OF THE

GOVERNING INTERNATIONAL BUILDING CODE, ALL DRILLED PIERS SHALL BE

DETAILED AND INSTALLED IN ACCORDANCE WITH THE FOLLOWING CODES AND

STANDARDS AND AS SUPPLEMENTED BY THESE GENERAL NOTES AND THE PROJECT

DRAWINGS AND SPECIFICATIONS.

A) ACI 336.1-01 "SPECIFICATION FOR THE CONSTRUCTION OF DRILLED PIERS"

2) EMBED POLE PIER FOUNDATION DESIGN PARAMETERS: THE PROPOSED STRUCTURE

SHALL BE SUPPORTED ON EMBED POLE FOUNDATIONS BASED ON THE FOLLOWING IBC

PRESUMPTIVE DESIGN PARAMETERS:

A) SOIL TYPE: SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY

GRAVEL

B) ALLOWABLE END BEARING PRESSURE: 1500 PSF

C) ALLOWABLE LATERAL BEARING PRESSURE: 150 PSF

3) CASING REQUIREMENTS: TEMPORARY CASING MAY BE REQUIRED IN ORDER TO SEAL

OUT GROUNDWATER OR SLOUGHING SOILS, HOWEVER THE FINAL DETERMINATION SHALL

BE MADE AT THE TIME OF CONSTRUCTION.

A) THE CONTRACTOR SHALL PROVIDE UNIT PRICING TO ADD THE COST OF EACH

LINEAL FOOT OF CASING FOR EACH PIER DIAMETER IN THE EVENT CASINGS ARE

REQUIRED. UNIT LENGTHS OF CASING SHALL BE FROM DETAILED TOP OF PIER

ELEVATION TO TOP OF BEARING STRATUM ELEVATION.

B) THE CONTRACTOR SHALL PROVIDE UNIT PRICING FOR THE COST OF ABANDONED

CASINGS THAT CANNOT BE REMOVED FOR REASONS BEYOND THE CONTROL OF THE

CONTRACTOR.

4) PIER CONSTRUCTION:

A) THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING

UTILITIES, BOTH CHARTED AND UNCHARTED, PRIOR TO COMMENCING WITH

EXCAVATION OR PIER DRILLING OPERATIONS AND SHALL IMMEDIATELY NOTIFY

THE OWNER'S REPRESENTATIVE OF ANY POTENTIAL CONFLICTS BETWEEN EXISTING

CONDITIONS AND PLANNED CONSTRUCTION.

B) SOFT OR LOOSE SOIL ZONES ENCOUNTERED AT THE BEARING LEVEL SHALL BE

REMOVED FROM THE DRILLED SHAFTS. IF THE EXPOSED BEARING MATERIALS

BECOME SIGNIFICANTLY WET OR DRY, THEY SHALL BE DEEPENED UNTIL MORE

UNIFORM MOISTURE CONDITIONS ARE ACHIEVED AS DIRECTED BY THE

GEOTECHNICAL ENGINEER.

C) CONCRETE FOR PIERS SHALL BE CAST AS SOON AS PRACTICAL AFTER DRILLING.

IN GENERAL, NO PIER HOLE SHALL BE LEFT OPEN OVERNIGHT. IF THE PIERS

ARE LEFT OPEN OVERNIGHT OR LONGER, THE PIER DRILLING CONTRACTOR SHALL

DEEPEN PIERS A MINIMUM OF ONE PIER DIAMETER AT THE CONTRACTOR'S

EXPENSE.

D) THE TOP FIVE FEET OF ALL PIERS SHALL BE VIBRATED AFTER TEMPORARY

CASING HAS BEEN WITHDRAWN OR WHEN CASING IS PERMANENT AND CONCRETE

SLUMP IS LESS THAN 6 INCHES.

E) ANY CONCRETE OVERPOUR AT TOP OF PIERS (MUSHROOMS) SHALL BE REMOVED TO

PRODUCE THE SPECIFIED PIER DIAMETER.

B. FOUNDATION MISCELLANEOUS

1) GROUNDWATER CONDITIONS: IT IS POSSIBLE THAT TRANSIENT OVER-SATURATED

GROUND CONDITIONS COULD DEVELOP AT SHALLOW DEPTHS DUE TO PERIODS OF

HEAVY PRECIPITATION, LANDSCAPE WATERING, LEAKING WATER LINES, OR OTHER

UNFORESEEN CAUSES. THE CONTRACTOR SHALL DETERMINE THE ACTUAL

GROUNDWATER LEVELS AT TIME OF CONSTRUCTION. IF GROUNDWATER ISSUES ARE

ENCOUNTERED DURING CONSTRUCTION, A GEOTECHNICAL ENGINEER SHALL BE

CONTACTED AND REQUESTED TO ASSESS THE POSSIBLE NEED FOR REMEDIAL

MEASURES.

2) CONSTRUCTION MONITORING: A GEOTECHNICAL ENGINEER SHALL BE RETAINED TO

PROVIDE OBSERVATIONS AND TESTING OF SOILS EXPOSED DURING PROJECT

CONSTRUCTION IN ORDER TO VERIFY THAT SOIL CONDITIONS ARE AS ANTICIPATED.

CONSTRUCTION ACTIVITIES PERTAINING TO EARTHWORK AND OTHER RELATED

ACTIVITIES SHALL ALSO BE OBSERVED BY THE GEOTECHNICAL ENGINEER.

7) CONCRETE CONSTRUCTION NOTES

A. GOVERNING CODES AND STANDARDS: IN ADDITION TO THE REQUIREMENTS OF THE

GOVERNING INTERNATIONAL BUILDING CODE, ALL CONCRETE SHALL BE DETAILED,

FABRICATED, AND ERECTED IN ACCORDANCE WITH THE FOLLOWING CODES AND STANDARDS

AND AS SUPPLEMENTED BY THESE GENERAL NOTES AND THE PROJECT DRAWINGS AND

SPECIFICATIONS.

1) ACI 117-10 "SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND

MATERIALS"

2) ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

3) ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

4) ACI 347-04 "GUIDE TO FORMWORK FOR CONCRETE"

5) ACI SP-66(04) "ACI DETAILING MANUAL"

6) AWS D1.4-2011 "STRUCTURAL WELDING CODE - REINFORCING STEEL".

7) CRSI MSP-2018 "CRSI MANUAL OF STANDARD PRACTICE"

B. CONCRETE MIXTURES:

1) CEMENTITIOUS MATERIALS

A)OPTION 1 - ORDINARY PORTLAND CEMENT (OPC): ASTM C150 TYPE I OR II

UNLESS SPECIFICALLY NOTED OTHERWISE.

B) OPTION 2 - PORTLAND LIMESTONE CEMENT (PLC): ASTM C595 TYPE IL UNLESS

SPECIFICALLY NOTED OTHERWISE.

C) FLY ASH: ASTM C618 CLASS C OR F. THE MAXIMUM PERCENTAGE OF FLY ASH

SHALL NOT EXCEED 25 PERCENT OF THE TOTAL CEMENTITIOUS MATERIAL.

2)ALL CONCRETE MIXES SHALL BE COMPRISED OF NORMAL WEIGHT AGGREGATES

CONFORMING TO ASTM C33, EXCEPT WHERE SPECIFICALLY INDICATED AS

LIGHTWEIGHT, IN WHICH CASE AGGREGATES SHALL CONFORM TO ASTM C330.

3)MIXING WATER SHALL CONFORM TO ASTM C1062. MIXING WATER, INCLUDING THAT

PORTION OF MIXING WATER CONTRIBUTED IN THE FORM OF FREE MOISTURE ON

AGGREGATES, SHALL NOT CONTAIN DELETERIOUS AMOUNTS OF CHLORIDE IONS.

4)ADMIXTURES, IF USED, SHALL CONFORM TO THE FOLLOWING:

A) WATER REDUCTION AND SETTING TIME MODIFICATION: ASTM C494.

B) PRODUCING FLOWING CONCRETE: ASTM C1017.

C) AIR ENTRAINMENT: ASTM C260.

D) INHIBITING CHLORIDE INDUCED CORROSION: ASTM C1582.

5)MIX DESIGNS SHALL BE PROPORTIONED BASED ON THE FOLLOWING MIX

CHARACTERISTICS;

A) EMBED POLE FOUNDATIONS

1) FREEZING AND THAWING EXPOSURE CATEGORY (F): CLASS F0

2) SULFATE EXPOSURE CATEGORY (S): CLASS S0

3) WATER EXPOSURE CATEGORY (W): CLASS W1

4) CORROSION PROTECTION CATEGORY (C): CLASS C0

5) 28-DAY COMPRESSIVE STRENGTH: 4,000 PSI

6) MAXIMUM WATER/CEMENT RATIO: 0.50

7) MAXIMUM AGGREGATE SIZE: 1 1/2 INCHES

8) TARGET AIR CONTENT: NO AIR ENTRAINMENT REQUIRED.

9) SLUMP RANGE:

(i) DRY, UNCASED OR PERMANENT CASING: 4 TO 6 INCHES

(ii) TEMPORARY CASING: 6 TO 8 INCHES (iii)SLURRY DISPLACEMENT: 7 TO 9 INCHES

10)MAXIMUM WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE, PERCENT BY

WEIGHT OF CEMENTITIOUS MATERIALS: 0.30

11)WATER REDUCING AND RETARDING ADMIXTURE: AS REQUIRED TO ENSURE

MINIMUM SLUMP REQUIREMENT IS MAINTAINED DURING REMOVAL OF

TEMPORARY CASINGS.

6)CONCRETE MIX PROPORTIONS SHALL BE ESTABLISHED IN ACCORDANCE WITH ARTICLE

4.2.3 OF ACI 301 SO THAT THE CONCRETE SATISFIES THE FOLLOWING THREE

REQUIREMENTS:

A) THE CONCRETE CAN BE PLACED READILY WITHOUT SEGREGATION INTO FORMS AND

AROUND REINFORCEMENT UNDER ANTICIPATED PLACEMENT CONDITIONS. THE

CONCRETE PRODUCER SHALL DETERMINE WHETHER ADMIXTURES ARE NECESSARY

FOR WATER REDUCTION, SET TIME, OR SLUMP REQUIREMENTS.

B) THE CONCRETE SHALL MEET REQUIREMENTS FOR THE ASSIGNED EXPOSURE CLASSES

OUTLINED HEREIN.

C) THE CONCRETE SHALL CONFORM TO STRENGTH TEST REQUIREMENTS FOR

STANDARD-CURED SPECIMENS.

7) DOCUMENTATION OF CONCRETE MIXTURE CHARACTERISTICS, CURRENT WITHIN THE

PAST 24 MONTHS, SHALL BE SUBMITTED FOR REVIEW BEFORE THE MIXTURE IS USED.

EVIDENCE OF THE ABILITY OF THE PROPOSED MIXTURE TO COMPLY WITH THE

CONCRETE MIXTURE REQUIREMENTS IN THE CONSTRUCTION DOCUMENTS SHALL BE

INCLUDED IN THE SUBMITTAL. THE EVIDENCE SHALL BE BASED ON FIELD TEST

RECORDS OR LABORATORY TRIAL BATCHES.

8) STEEL CONSTRUCTION NOTES

A. GOVERNING CODES AND STANDARDS: IN ADDITION TO THE REQUIREMENTS OF THE

GOVERNING INTERNATIONAL BUILDING CODE, ALL STRUCTURAL STEEL SHALL BE

DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE FOLLOWING STANDARDS

AND AS SUPPLEMENTED BY THESE GENERAL NOTES AND THE PROJECT DRAWINGS AND

SPECIFICATIONS.

1) AISC 303-16 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"

2) AISC 341-16 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"

3) AISC 360-16 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

4) AWS D1.1-2015 "STRUCTURAL WELDING CODE - STEEL"

5) RCSC-2014 "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS"

B. STEEL FABRICATION & FINISH:

1) SHOP DRAWINGS SHALL BE SUBMITTED TO AND REVIEWED BY THE OWNER'S

REPRESENTATIVE PRIOR TO COMMENCING FABRICATION. ANY FABRICATION INITIATED

PRIOR TO APPROVAL OF SHOP DRAWINGS WILL BE AT THE SOLE RISK OF THE

FABRICATOR.

2) ALL SHOP AND FIELD WELDS SHALL BE MADE IN ACCORDANCE WITH AWS D1.1. ALL

WELDING SHALL USE LOW HYDROGEN PROCESSES.

3) CUTS, HOLES, COPING, ETC. REQUIRED FOR WORK OF OTHER TRADES SHALL BE

SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF

HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

4) SHOP PRIMER

A) ALL STEEL EXPOSED TO EXTERIOR WEATHER OR AN UNCONTROLLED ENVIRONMENT

SHALL BE BLAST CLEANED AND PRIMED WITH A SUBMITTED AND APPROVED

ZINC-RICH PRIMER.

B) SHOP PRIMER SHALL NOT BE APPLIED TO THE FOLLOWING AREAS:

i) SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF

PARTIALLY EMBEDDED MEMBERS TO A DEPTH OF 2 INCHES.

ii) SURFACES TO BE FIELD WELDED.

iii) SURFACES TO BE HIGH-STRENGTH BOLTED WITH SLIP-CRITICAL

CONNECTIONS.

iv) SURFACES TO RECEIVE SPRAYED FIRE-RESISTIVE MATERIALS.

v) GALVANIZED SURFACES.

9) SUNSHADE NOTES

A. BASIS OF DESIGN SUNSHADE SHALL BE COMMERCIAL NINETY FIVE 340 HDPE FABRIC.

COLOR SHALL BE BY OWNER.

B. ALL SUNSHADE SUPPORT CABLES SHALL BE 5/16" 1X7 EHS GALVANIZED STEEL STRAND

WITH A MINIMUM BREAKING STRENGTH OF 11.2 KIPS.

C. SUBMIT SIGNED AND SEALED DESIGN ANALYSIS INDICATING POLE REACTIONS FOR

VERIFICATION OF POLE AND FOUNDATION DESIGN.

1. STATEMENT OF SPECIAL INSPECTIONS NOTES:

A. THIS STATEMENT OF SPECIAL INSPECTIONS IS INCLUDED AS REQUIRED BY SECTION

1704.3 OF CHAPTER 17 OF 2018 INTERNATIONAL BUILDING CODE.

B. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE 2018 INTERNATIONAL

BUILDING CODE, AISC 360, AND ACI 530 AS SUMMARIZED HEREIN. GENERAL

REQUIREMENTS ARE LISTED BELOW AND IN THE ATTACHED INSPECTION TABLES.

C. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL SPECIAL INSPECTION

REQUIREMENTS. IF CONFLICTING REQUIREMENTS ARE FOUND BETWEEN STATEMENTS OF

SPECIAL INSPECTIONS AND THE PROJECT SPECIFICATIONS, THE MORE STRINGENT

PROVISION SHALL CONTROL UNLESS DIRECTED OTHERWISE IN WRITING BY THE

STRUCTURAL ENGINEER OF RECORD.

D. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS FOR THIS PROJECT. THE

SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE

COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR THE INSPECTION

OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL

INSPECTION.

E. PRIOR TO THE START OF CONSTRUCTION, EACH SPECIAL INSPECTOR SHALL PROVIDE

WRITTEN DOCUMENTATION TO THE BUILDING OFFICIAL DEMONSTRATING HIS OR HER

COMPETENCE AND RELEVANT EXPERIENCE OR TRAINING. EXPERIENCE OR TRAINING SHALL

BE CONSIDERED RELEVANT WHEN THE DOCUMENTED EXPERIENCE OR TRAINING IS RELATED

IN COMPLEXITY TO THE SAME TYPE OF SPECIAL INSPECTION ACTIVITIES FOR PROJECTS

OF SIMILAR COMPLEXITY AND MATERIAL QUALITIES.

F. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR THE SPECIAL INSPECTOR. THE

CONSTRUCTION OR WORK FOR WHICH SPECIAL INSPECTION OR TESTING IS REQUIRED

SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION OR TESTING

PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTION OR TESTING.

G. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING REASONABLE NOTICE TO THE SPECIAL

INSPECTOR(S) REGARDING WHEN ELEMENTS OF THE PROJECT WILL BE READY FOR

EFFICIENT IMPLEMENTATION OF SPECIAL INSPECTIONS.

H. THE CONTRACTOR SHALL PROVIDE ACCESS TO THE LATEST VERSION OF ALL APPROVED

PLANS AND SHOP DRAWINGS FOR THE SPECIAL INSPECTOR'S USE IN PERFORMING

SPECIAL INSPECTIONS.

I. CONTRACTOR SHALL GRANT ACCESS TO OWNER'S SPECIAL INSPECTOR AS IS REASONABLY

NECESSARY FOR THE PROPER PERFORMANCE OF SPECIAL INSPECTIONS.

J. SPECIAL INSPECTIONS DO NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO

COMPLY WITH ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS. CONSTRUCTION MEANS

AND METHODS AND JOBSITE SAFETY ARE SOLELY THE RESPONSIBILITY OF THE

CONTRACTOR.

K. APPROVED SPECIAL INSPECTORS SHALL KEEP RECORDS OF THEIR SPECIAL INSPECTIONS

AND TESTS. THE SPECIAL INSPECTOR SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS

AND TESTS TO THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN

PROFESSIONALS IN RESPONSIBLE CHARGE. REPORTS SHALL INDICATE THAT WORK

INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED

CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL

IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK. A

FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND

CORRECTION OF DISCREPANCIES SHALL BE SUBMITTED AT A POINT IN TIME AGREED

UPON PRIOR TO THE START OF WORK BY THE OWNER OR OWNER'S AUTHORIZED AGENT TO

THE BUILDING OFFICIAL.

L. SPECIAL INSPECTION OF FABRICATED ITEMS: WHERE FABRICATION OF STRUCTURAL,

LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR ASSEMBLIES IS BEING

CONDUCTED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF

FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. THIS REQUIREMENT MAY

BE WAIVED IF THE EXCEPTIONS OUTLINED BELOW ARE MET.

1) EXCEPTION 1: SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED

WHERE THE FABRICATOR MAINTAINS APPROVED DETAILED FABRICATION AND QUALITY

CONTROL PROCEDURES THAT PROVIDE A BASIS FOR CONTROL OF THE WORKMANSHIP

AND THE FABRICATOR'S ABILITY TO CONFORM TO APPROVED CONSTRUCTION

DOCUMENTS AND IBC 2018. APPROVAL SHALL BE BASED UPON REVIEW OF

FABRICATION AND QUALITY CONTROL PROCEDURES AND PERIODIC INSPECTION OF

FABRICATION PRACTICES BY THE BUILDING OFFICIAL.

2) EXCEPTION 2: SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE FABRICATOR

IS REGISTERED AND APPROVED IN ACCORDANCE WITH SECTION 1704.2.5.1 OF IBC

2018.

A) FABRICATOR APPROVAL: SPECIAL INSPECTIONS DURING FABRICATION ARE NOT

REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF FABRICATOR

REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL

INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S

WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING

OF FABRICATION PRACTICES BY AN APPROVED AGENCY. AT COMPLETION OF

FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF

COMPLIANCE TO THE OWNER OR OWNER'S AUTHORIZED AGENT FOR SUBMITTAL TO

THE BUILDING OFFICIAL AS SPECIFIED IN SECTION 1704.5 OF IBC 2018

STATING THAT THE WORK WAS APPROVED IN ACCORDANCE WITH THE APPROVED

CONSTRUCTION DOCUMENTS.

M. PER IBC SECTION 1704.3.2, THE SEISMIC FORCE RESISTING SYSTEMS FOR THIS

FACILITY ARE DEFINED IN THE "DESIGN LOADS" SECTION OF THE GENERAL NOTES.

Q. SUBMITTALS TO THE BUILDING OFFICIAL: IN ADDITION TO THE SUBMITTAL OF REPORTS

OF SPECIAL INSPECTIONS AND TESTS IN ACCORDANCE WITH IBC SECTION 1704.2.4,

REPORTS AND CERTIFICATES SHALL BE SUBMITTED BY THE OWNER OR OWNER'S

AUTHORIZED AGENT TO THE BUILDING OFFICIAL FOR EACH OF THE FOLLOWING:

1) CERTIFICATE OF COMPLIANCE FOR THE FABRICATION OF STRUCTURAL,

LOAD-BEARING OR LATERAL LOAD RESISTING MEMBERS OR ASSEMBLIES ON THE

PREMISES OF A REGISTERED AND APPROVED FABRICATOR IN ACCORDANCE WITH IBC

SECTION 1704.2.5.1.

2) CERTIFICATE OF COMPLIANCE FOR THE SEISMIC QUALIFICATION OF NONSTRUCTURAL

COMPONENTS, SUPPORTS AND ATTACHMENTS IN ACCORDANCE WITH IBC SECTION

1705.13.2.

2. REQUIRED SPECIAL INSPECTIONS AND TESTS

A. THE SPECIAL INSPECTOR SHALL PROVIDE CONTINUOUS OR PERIODIC INSPECTIONS AS

SHOWN IN THE ATTACHED INSPECTION TABLES.

1) CONTINUOUS INSPECTION: THE SPECIAL INSPECTOR SHALL BE PRESENT AT ALL

PROCEDURAL EVENTS.

2) PERIODIC INSPECTION: THE SPECIAL INSPECTOR SHALL BE PRESENT AT THE START

OF THE WORK AND PERIODIC INSPECTION IS MADE TO VERIFY PROGRESS OF WORK IS

IN COMPLIANCE.

B. STRUCTURAL STEEL

1) STEEL QUALITY CONTROL AND QUALITY ASSURANCE

A) QUALITY CONTROL (QC) AS SPECIFIED IN AISC 360 CHAPTER N AND SUMMARIZED

HEREIN SHALL BE PROVIDED BY THE FABRICATOR AND ERECTOR.

B) QUALITY ASSURANCE (QA) AS SPECIFIED IN AISC 360 CHAPTER N AND

SUMMARIZED HEREIN SHALL BE PROVIDED BY AN INDEPENDENT INSPECTOR.

C) NONDESTRUCTIVE TESTING (NDT) SHALL BE PERFORMED BY THE AGENCY OR FIRM

RESPONSIBLE FOR QUALITY ASSURANCE (QA).

D) COORDINATED INSPECTION: WHERE A TASK IS NOTED TO BE PERFORMED BY BOTH

QC AND QA, IT IS PERMITTED TO COORDINATE THE INSPECTION FUNCTION

BETWEEN THE QUALITY CONTROL INSPECTOR (QCI) AND QUALITY ASSURANCE

INSPECTOR (QAI) SO THAT THE INSPECTION FUNCTIONS ARE PERFORMED BY ONE

PARTY. THE QAI SHALL PERFORM COORDINATED INSPECTION UNLESS OTHERWISE

AUTHORIZED BY THE EOR AND AHJ.

2) STEEL QUALITY INSPECTOR QUALIFICATIONS

A) QUALITY CONTROL INSPECTOR (QAC) OF ERECTOR/FABRICATOR SHALL BE

QUALIFIED TO THE SATISFACTION OF THE ERECTOR/ FABRICATOR'S QC PROGRAM

AND AISC 360 SECTION N.4.1 REQUIREMENTS.

B) QUALITY ASSURANCE INSPECTOR (QAI) SHALL BE QUALIFIED BY A QA AGENCY

AND AISC 360 SECTION N.4.2 REQUIREMENTS.

C) NON-DESTRUCTIVE TESTING PERSONNEL, OR OTHER THAN VISUAL, SHALL BE

QUALIFIED IN ACCORDANCE WITH EMPLOYER'S WRITTEN PRACTICE MEETING OR

EXCEEDING REQUIREMENTS OF AWS D1.1/D1.1M AND EITHER ANST SNT-TC-1A OR

ANST CP-189 REQUIREMENTS.

3) INSPECTION/APPROVAL OF STEEL FABRICATORS: WHERE FABRICATION OF

STRUCTURAL STEEL LOADBEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED

ON THE PREMISES OF A STEEL FABRICATOR'S SHOP, REFER TO PARAGRAPH 1.L

ABOVE.

4) REFER ATTACHED TABLES FOR SPECIAL INSPECTIONS AND TESTING FOR STEEL

CONSTRUCTION.

C. CONCRETE CONSTRUCTION

1) SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION SHALL BE

PERFORMED IN ACCORDANCE WITH ITEMS IDENTIFIED IN IBC TABLE 1705.3.

2) IBC SECTION 1705.3, EXCEPTION 1 DOES NOT REQUIRE SPECIAL INSPECTIONS FOR

ISOLATED FOOTINGS OF BUILDINGS LESS THAN THREE STORIES IN HEIGHT THAT

ARE FULLY SUPPORTED ON EARTH OR ROCK. NOTE THAT ALL EMBED POLE

FOUNDATIONS SHALL BE SPECIALLY INSPECTED AND TESTED.

3) COMPRESSIVE STRENGTH TESTS: ASTM C39/C39M

<http://global.ihs.com/doc_detail.cfm?rid=BSD&document_name=ASTM%20C39/C39M>, FOR EACH TEST, MOLD AND CURE FOUR 6X12 CONCRETE TEST CYLINDERS. BREAK 2

CONCRETE TEST CYLINDERS AT 28 DAYS AND HOLD 2 CYLINDERS IN RESERVE FOR

ADDITIONAL TESTING IF INSTRUCTED BY THE DESIGN TEAM. ADDITIONAL

CYLINDERS MAY BE TAKEN FOR EARLY STRENGTH BREAKS AT THE OPTION OF THE

CONTRACTOR. OBTAIN TEST SAMPLES FOR EVERY 100 CUBIC YARDS OR LESS OF

EACH CLASS OF CONCRETE PLACED EACH DAY.

4) PERFORM ONE SLUMP TEST FOR EACH SET OF TEST CYLINDERS TAKEN, FOLLOWING

PROCEDURES OF ASTM C143/C143M

<http://global.ihs.com/doc_detail.cfm?rid=BSD&document_name=ASTM%20C143/C143M>.

5) AIR CONTENT: ASTM C173/C173M

<http://global.ihs.com/doc_detail.cfm?rid=BSD&document_name=ASTM%20C173/C173M>, ONE TEST FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH

DAY'S POUR OF EACH CONCRETE MIXTURE.

6) CONCRETE TEMPERATURE: ASTM C1064/C1064M

<https://www.astm.org/Standards/C1064>, ONE TEST HOURLY WHEN AIR

TEMPERATURE IS 40 DEG F AND BELOW OR 80 DEG F AND ABOVE, AND ONE TEST

FOR EACH COMPOSITE SAMPLE.

D. CAST-IN-PLACE DEEP FOUNDATIONS

1) REQUIRED SPECIAL INSPECTIONS AND TESTS ARE AS SHOWN IN TABLE 1705.8 OF

IBC.

Kirkpatrick Forest Curtis PC Structural Engineering

525 Central Park Drive, Suite 202 Oklahoma City, OK 73105

405.528.4596 | kfcengr.com

DATE

PROJECT #

SHEET TITLE

SHEET NUMBER

OK CA #3888, EXP.

S1.0

GENERAL NOTES

O kl ah om a C ity Z oo A nd B ot an ic al

G ar de n

E le ph an t S un sh ad e

2/7/2025

20244040

R em in gt on P l, O kl ah om a

C ity

, O K

06/30/25

REVISIONS

No. Date DESCRIPTION