BID PACKAGE GENERAL NOTES

A. CONSTRUCTION OF THIS REMOVAL, REMODELING, EQUIPMENT REPLACEMENT SHALL

COMPLY WITH ALL THE REQUIREMENTS OF SALT LAKE COUNTY. SALT LAKE COUNTY'S

CURRENT GENERAL CONDITIONS, DESIGN AND CONSTRUCTION STANDARDS AND

PROCEDURES WILL SUPERSEDE ANY STANDARD SPECIFICATION. THE SALT LAKE

COUNTY PROJECT MANAGER SHOULD REVIEW AND APPROVE ANY VARIANCES FROM

THE DESIGN AND CONSTRUCTION STANDARDS AND PROCEDURES.

B. THIS BID PACKAGE SHALL BE BID IN ITS ENTIRETY. IT IS THE CONTRACTOR'S

RESPONSIBILITY TO REVIEW AND COORDINATE THE WORK OF ALL SUB-CONTRACTORS,

TRADES AND SUPPLIERS WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS

BEFORE COMMENCING CONSTRUCTION, AND TO ASSURE THAT ALL PARTIES ARE

AWARE OF ALL REQUIREMENTS, REGARDLESS OF WHERE THE REQUIREMENTS OCCUR

IN THE CONTRACT DOCUMENTS, WHICH MIGHT AFFECT THE WORK OF THAT PARTY.

C. AS PART OF THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE WORK OF ALL

SUB-CONTRACTORS, TRADES AND SUPPLIERS, THE CONTRACTOR SHALL ENDEAVOR

TO IDENTIFY AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR CONFLICTS

BETWEEN THE WORK OF DIFFERENT PARTIES AT THE EARLIEST POSSIBLE DATE SO AS

TO ALLOW REASONABLE AND ADEQUATE TIME FOR THE CONFLICT TO BE RESOLVED

WITHOUT DELAYING THE WORK. ALL DEVIATIONS FROM THAT WHICH IS REQUIRED BY

THE CONTRACT DOCUMENTS MUST BE APPROVED IN ADVANCE BY THE ARCHITECT.

D. IN CASE OF ANY DISCREPANCY WITHIN THE CONTRACT DOCUMENTS, THE MOST

STRINGENT REQUIREMENT OR MOST COSTLY OPTION SHALL APPLY, UNLESS

CLARIFICATION IS SOUGHT IN WRITING AND RECEIVED FROM THE ARCHITECT PRIOR

TO BIDDING. THE CONTRACTOR SHALL BRING ANY KNOWN DISCREPANCIES TO THE

ATTENTION OF THE ARCHITECT AS SOON AS POSSIBLE, AND IN ANY EVENT, PRIOR TO

COMMENCING AFFECTED WORK.

E. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE OF ANY CONFLICTS

BETWEEN VENDOR DRAWINGS AND THE CONTRACT DOCUMENTS. THE LATEST

VENDOR DRAWINGS SHALL GOVERN AND BE VERIFIED WITH THE OWNER AND THE

ARCHITECT.

F. THE ARCHITECTURAL DRAWINGS TAKE PRECEDENCE IN ESTABLISHING AND

COORDINATING THE FINISHED APPEARANCE AND EXACT LOCATION OF ALL EXPOSED

ELEMENTS OF THE WORK OF ALL TRADES, INCLUDING THAT WORK WHICH IS

ILLUSTRATED PRIMARILY ON DRAWINGS OF OTHER DISCIPLINES. QUANTITIES ARE TO

BE PROVIDED AS SHOWN ON DRAWINGS OF OTHER DISCIPLINES, BUT LOCATIONS

SHOWN ON OTHER DRAWINGS ARE SUBJECT TO COORDINATION WITH THE

ARCHITECTURAL DRAWINGS WHERE SUCH ITEMS ARE SHOWN, UNLESS OTHERWISE

NOTED ON THE ARCHITECTURAL DRAWINGS.

G. EXCEPT WHERE DIRECTED TO PLACE ITEMS OF WORK AT THE APPROXIMATE

LOCATION SHOWN, DO NOT SCALE DRAWINGS FOR DIMENSIONAL INFORMATION. NOT

ALL ELEMENTS OF THE DRAWINGS MAY BE DRAWN TO EXACT SCALE. ALL REQUIRED

DIMENSIONS ARE SHOWN OR MAY BE DERIVED FROM THOSE SHOWN ON THE

DRAWINGS, SCHEDULES AND SPECIFICATIONS. IF DIMENSIONS ARE NOT PRESENT, THE

ARCHITECT IS TO BE NOTIFIED SO THAT A CLARIFICATION CAN BE ISSUED. DIMENSIONS

ARE TO BE COORDINATED WITH ALL DISCIPLINES, VENDORS AND OWNER-FURNISHED

EQUIPMENT, FURNITURE AND DEVICES TO ASSURE PROPER PLACEMENT AND

WARRANTY REQUIREMENTS.

H. ALL CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES, ORDINANCES AND

REGULATIONS. SEE THE G-SERIES SHEETS FOR PARTIAL REGULATORY INFORMATION,

INCLUDING CODE COMPLIANCE TABLES, RATED ASSEMBLY TYPES AND TYPICAL

ACCESSIBILITY CLEARANCE AND COMPLIANCE REQUIREMENTS.

I. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND THEIR

COMPATIBILITY WITH NEW CONSTRUCTION, AND COORDINATE ANY DISCREPANCIES

WITH THE ARCHITECT PRIOR TO PROCEEDING WITH AFFECTED WORK.

J. THE CONTRACTOR SHALL PROTECT ALL EXISTING FIRE-RESISTANCE-RATED

ASSEMBLIES AND SPRAY-APPLIED STRUCTURAL FIREPROOFING FROM DAMAGE.

PATCH AND FULLY REPAIR ANY DAMAGE TO SUCH ITEMS, WHETHER EXISTING OR

CAUSED BY NEW CONSTRUCTION OR DEMOLITION ACTIVITIES, TO LIKE-NEW

CONDITION IN ACCORDANCE WITH THE ORIGINAL LISTED SYSTEMS. SEAL ALL EXISTING

AND NEW ASSEMBLY PENETRATIONS WITH LISTED FIRE-RESISTANCE-RATED

ASSEMBLIES, WHERE OCCUR, TO MAINTAIN THE INTEGRITY OF THE ASSEMBLIES.

K. ALL UNUSED FLOOR SLAB PENETRATIONS 36 SQUARE INCHES OR LESS IN AREA ARE

TO BE INFILLED USING 4,000 PSI CONCRETE FOR THE FULL DEPTH OF THE EXISTING

SLAB. REFER TO STRUCTURAL DRAWINGS FOR INFILL OF LARGER OPENINGS.

L. IF THERE ARE ANY DISCREPANCIES BETWEEN OR WITHIN THE CONTRACT

DOCUMENTS, THEN THE MORE STRINGENT REQUIREMENT AND GREATER EXPENSE

WILL BE ENFORCED.

M. CONTRACTOR IS RESPONSIBLE FOR WEATHER SEALING THE BUILDING EVERY NIGHT.

CONTACT: E-MAIL:

PHONE: INTERNET:

OWNER

Salt Lake County 2001 South State Street, Ste S4-700

Salt Lake City, UT 84190

385.468.1820

Andrea Sorensen ajsorensen@saltlakecounty.gov https://www.saltlakecounty.gov/

CONTACT: E-MAIL:

PHONE: INTERNET:

ARCHITECT

Architectural NEXUS, Inc.

2505 East Parleys Way

Salt Lake City, UT 84109

801.924.5000

Stephen Springer sspringer@archnexus.com http://www.archnexus.com

CONTACT: E-MAIL:

PHONE: INTERNET:

MECHANICAL

Resolut Group 181 East 5600 South Suite 200

Murray, UT 84107

801.530.3148

Spencer Howell showell@resolutgroup.com https://resolutgroup.com/

CONTACT: E-MAIL:

PHONE: INTERNET:

ELECTRICAL

Resolut Group 181 East 5600 South Suite 200

Murray, UT 84107

801.530.3148

Lewis Wong lwong@resolutgroup.com https://resolutgroup.com/

INTERNATIONAL PLUMBING CODE

NATIONAL ELECTRICAL CODE

ZONING ORDINANCE:

INTERNATIONAL MECHANICAL CODE

INTERNATIONAL FIRE CODE

INTERNATIONAL ENERGY CONSERVATION CODE

INTERNATIONAL BUILDING CODE

ACCESSIBILITY CODE

DESIGN CRITERIA

APPLICABLE CODES

OTHER CRITERIA

DEFERRED SUBMITTALS

ICC/ANSI A117.1-2009

2024 EDITION

2024 EDITION

2024 EDITION

2024 EDITION

2024 EDITION

2023 EDITION

Zoning OrdinanceWest Valley City

NEXUS PROJECT #: OWNER PROJECT #:

VICINITY MAP

PROJECT LOCATION

PROJECT DESCRIPTION:

ACORD ICE -

EVAPORATIVE

CONDENSER

REPLACEMENT

SALT LAKE COUNTY

5353 W 3100 S

WEST VALLEY CITY, UT 84120

CONSTRUCTION DOCUMENTS

08.21.26

25019

The Acord Ice Center Evaporative Condenser has approached the end of its service life. The work includes removing the existing evaporative condenser from the refrigeration room and relocating the new condenser to the exterior mechanical yard. New structural supports and foundations, refrigeration piping modifications, electrical and controls work, and integration with the existing refrigeration system.

Several outdated system components will be modernized, including replacing the obsolete emergency pressure control box with an automated emergency pressure control system and abandoning the existing underground dilution tank & installing a new above-ground dilution tank.

These improvements are intended to enhance system reliability, safety, and code compliance while helping ensure the long-term operation of the ice rink's refrigeration infrastructure.

DATE:

DRAWN BY:

CHECKED BY:

NEXUS PROJ. #:

AGENCY APPROVAL

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Architectural NEXUS, Inc.

2505 East Parleys Way Salt Lake City, Utah 84109 T 801.924.5000 http://www.archnexus.com

Original drawings remain the property of the Architect and as such the Architect retains total ownership and control. The design represented by these drawings is sold to the client for a one time use, unless otherwise agreed upon in writing by the Architect.

© ARCH NEXUS All Rights Reserved

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CONTACT: E-MAIL:

PHONE: INTERNET:

STRUCTURAL ENGINEER

Dunn Associates, Inc.

380 W 800 S

Salt Lake City, UT 84101

801.575.8877

Gil Nichols gnichols@dunn-se.com https://dunn-se.com

SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWING AND SPECIFICATIONS

FOR ADDITIONAL DEFERRED SUBMITTALS REQUIREMENTS.

# Date Revision

STAMP

08/21/2026

S 2 0Y e t

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No. 4775391-2202

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SPENCER W.

HOWELL

08.21.2026

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No. 9075170

Lewis Wong

STAMP

MATCH LINE

A1 / Axxx

MATCH LINE TAG

EXISTING WALL TO REMAIN

WALL TO BE DEMOLISHED

NEW WALL

BREAK LINE

CENTER LINE SYMBOL

0' x' y' z'

REVISION DESIGNATION

ELEVATION SYMBOL

REVISION NUMBER

ELEVATION ABOVE DATUM

ELEVATION DESCRIPTION

DRAWING SYMBOL LEGEND

CASEWORK TYPE DESIGNATION

CDS NUMBER (M DENOTES

MODIFICATION - SEE SHEET

A551 FOR MODIFIED MILLWORK

ELEVATIONS AND DETAILS)

AWS STANDARD CDS NUMBERING SYSTEM

WIDTH

HEIGHT DEPTH

NORTH ARROW

PLAN NORTH

GRAPHIC SCALES

ROUND BREAK LINE

REVISION CLOUD

SLOPE INDICATION

##" / 12"

DETAIL REFERENCE

A2 A401

A1

A3

INTERIOR ELEVATIONS

DETAIL NUMBER

SHEET NUMBER

A1 A501

DETAIL REFERENCE

DETAIL NUMBER

SHEET NUMBER

A1 A201

EXTERIOR ELEVATION REFERENCE

SHEET NUMBER

DETAIL NUMBER

A1 A302

WALL SECTION REFERENCE

SHEET NUMBER

DETAIL NUMBER

A1 A301

BUILDING SECTION REFERENCE

DETAIL NUMBER

SHEET NUMBER

ROOM DESIGNATION (FLOOR PLAN)

ROOM NUMBER

ROOM NAME

A1 A301

DETAIL NUMBER

SHEET NUMBER

ROOM DESIGNATION (REFLECTED

CEILING PLAN)

CEILING HEIGHT ABOVE FINISH FLOOR

ROOM NUMBER

GLASS TYPE DESIGNATION

KEYED NOTE DESIGNATION

ASSEMBLY TYPE DESIGNATION

EQUIPMENT DESIGNATION

WINDOW DESIGNATION

DOOR DESIGNATION

GLASS TYPE

EQUIPMENT NAME

KEY NOTE NUMBER

WINDOW TYPE

DOOR NUMBER

ASSEMBLY TYPE (FLOOR, WALL, CEILING, ROOF)

MATERIAL TYPE DESIGNATION

FINISH TYPE

SEE AI601 FINISH LEGEND

RISE

RUN

TRUE NORTH

CL

DETAIL / SHEET NUMBER

Room Name

EQUIPMENT MARK#####

DESCRIPTION

100'-0"

T.O. WALL

###M #W

#H

#D

MODIFICATION DESCRIPTION

xx" = 1'-0" GRAPHIC SCALE

A1 A301

12"

LIST OF ABBREVIATIONS

THE PRECEDING LIST OF ABBREVIATIONS

IS PRESENTED AS A GENERAL GUIDE AND

DOES NOT NECESSARILY SHOW ALL

ABBREVIATIONS USED. OTHER

GENERALLY ACCEPTED ABBREVIATIONS

MAY BE FOUND AMONG THE DRAWINGS -

SOME ABBREVIATIONS SHOWN ABOVE

MAY NOT BE USED WITHIN THIS DRAWING

SET.

A

A/C AIR CONDITIONING

ACT ACOUSTICAL CEILING TILE

APC ACOUSTICAL PANEL CEILING

AD AREA DRAIN

AFC ABOVE FINISHED CEILING

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

ALUM ALUMINUM

ANOD ANODIZED

ARCH ARCHITECT

@ AT

B

BD BOARD

BLDG BUILDING

BO BOTTOM OF

C

C CELSIUS

CH COAT HOOK

CFCI CONTRACTOR FURNISHED,

CONTRACTOR INSTALLED

CG CORNER GUARD

CI CONTINUOUS INSULATION

CJ CONTROL JOINT

CL CENTERLINE

CLG CEILING

CLO CLOSET

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CORR CORRIDOR

CT CERAMIC TILE

CTJ CONSTRUCTION JOINT

D

D DEEP

DEG DEGREE

DEMO DEMOLITION

DF DRINKING FOUNTAIN

DIA DIAMETER

DIM DIMENSION

DN DOWN

DS DOWNSPOUT

DWGS DRAWINGS

E

(E) EXISTING

EA EACH

EJ EXPANSION JOINT

EIFS EXTERIOR INSULATION AND FINISH

SYSTEM

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EOS EDGE OF SLAB

ERD EXISTING ROOF DRAIN

EQ EQUAL

EQUIP EQUIPMENT

EVAP EVAPORATIVE

EWC ELECTRIC WATER COOLER

EXIST EXISTING

EX EXAMPLE

EXP EXPOSED

EXT EXTERIOR

F

F FAHRENHEIT

FA FIRE ALARM

FACP FIRE ALARM CONTROL PANEL

FDC FIRE DEPARTMENT CONNECTION

FD FLOOR DRAIN

FEC FIRE EXTINGUISHER CABINET

FE FIRE EXTINGUISHER

FE FINISHED EDGE

FG FINISH GRADE

FHC FIRE HOSE CABINET

FIN FINISH

FLR FLOOR

FND FOUNDATION

FO FINISHED OPENING

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

FOW FACE OF WALL

FRG FIBER REINFORCED GYPSUM

FSP FIRE STANDPIPE

FT FEET

FV FIELD VERIFY

G

GA GAUGE

GALV GALVANIZED

GFRC GLASS-FIBER-REINFORCED

CONCRETE

GFRG GLASS-FIBER-REINFORCED GYPSUM

GL GLASS

GWB GYPSUM WALL BOARD

GYP GYPSUM

H

H HIGH

HB HOSE BIBB

HDR HEADER

HM HOLLOW METAL

HR HOUR

HT HEIGHT

I

ID INSIDE DIAMETER; INSIDE DIMENSION

IN INCH

INFO INFORMATION

INT INTERIOR

J

JAN JANITOR

K (NOT USED)

L

LAB LABORATORY

LAV LAVATORY

LBS POUNDS

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

M

MACH RM MACHINE ROOM

MAX MAXIMUM

MFR MANUFACTURER

MECH MECHANICAL

MEZZ MEZZANINE

MIN MINIMUM

MO MASONRY OPENING

N

N/A NOT APPLICABLE

NIC NOT IN CONTRACT

NOM NOMINAL

NTS NOT TO SCALE

O

OC ON CENTER

OD OUTSIDE DIAMETER;

OUTSIDE DIMENSION

OFD OVERFLOW DRAIN

OH DR OVERHEAD DOOR

OFCI OWNER FURNISHED, CONTRACTOR

INSTALLED

OPH OPPOSITE HAND

OPP OPPOSITE

OFOI OWNER FURNISHED, OWNER INSTALLED

ORIG ORIGINAL

P

P LAM PLASTIC LAMINATE

PLAS PLASTER

PLUMB PLUMBING

PR PAIR

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

Q

QT QUARRY TILE

R

R RISER

RAD RADIUS

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

REF REFRIGERATOR

REQD REQUIRED

REV REVISION

RH RELATIVE HUMIDITY

RM ROOM

RO ROUGH OPENING

RTU ROOF TOP UNIT

RWL RAIN WATER LEADER

S

S SMOKE DETECTOR

SAM SELF ADHESIVE MEMBRANE

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SPEC SPECIFICATION

SS STAINLESS STEEL

STD STANDARD

STRUCT STRUCTURAL

T

T TREAD

TEL TELEPHONE

TEMP TEMPORARY

THK THICK

TOC TOP OF CONCRETE

TOM TOP OF MASONRY

TOP TOP OF PARAPET

TOS TOP OF SLAB; TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

TO TOP OF

U

UL UNDERWRITER'S LABORATORIES

UNO UNLESS NOTED OTHERWISE

V

VCT VINYL COMPOSITE TILE

VERT VERTICAL

VEST VESTIBULE

VIF VERIFY IN FIELD

W

W/ WITH

W/O WITHOUT

WD WOOD

WH WALL HYDRANT

WP WORKING POINT

WRB WEATHER RESISTIVE BARRIER

X,Y,Z (NOT USED)

CAST-IN-PLACE CONCRETE

CONCRETE MASONRY UNIT

PRECAST CONCRETE / GLASS FIBER

REINFORCED CONCRETE (GFRC)

BRICK VENEER

RIGID INSULATION

BATT INSULATION

CONTINUOUS MATERIAL

NON CONTINUOUS MATERIAL

(BLOCKING)

GYPSUM BOARD

PLYWOOD

UNDISTURBED EARTH

GRAVEL

HATCH LEGEND

NOTE: HATCHING ANGLES MAY VARY DUE TO ANGLE OF WALL DRAWN, WHILE HATCHING PATTERN REMAINS SIMILAR.

BACKFILL OR FILL

EXTERIOR SHEATHING

CONSTRUCTION

AREA

PROPOSED STAGING ,

PROVIDE TEMPORARY

CONSTRUCTION FENCE.

-COORDINATE EXACT LOCATION

& DURATION WITH OWNER

GATE, COORDINATE

ACCESS WITH OWNER

DATE:

DRAWN BY:

CHECKED BY:

NEXUS PROJ. #:

AGENCY APPROVAL

123456

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Architectural NEXUS, Inc.

2505 East Parleys Way Salt Lake City, Utah 84109 T 801.924.5000 http://www.archnexus.com

Original drawings remain the property of the Architect and as such the Architect retains total ownership and control. The design represented by these drawings is sold to the client for a one time use, unless otherwise agreed upon in writing by the Architect.

© ARCH NEXUS All Rights Reserved

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GENERAL

INFORMATION

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DOCUMENTS

G002

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# SHEET NAME

GENERAL:

G001 COVER SHEET

G002 GENERAL INFORMATION

STRUCTURAL:

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-101 FOOTING AND FRAMING PLANS AND ELEVATIONS

S-501 CONDENSER DETAILS

ARCHITECTURAL:

A101 LEVEL 01 ENLARGED DEMOLITION & FLOOR PLAN

A121 ENLARGED ROOF PLAN

A201 BUILDING & INTERIOR ELEVATIONS

MECHANICAL:

M001 MECHANICAL TITLE SHEET

M002 MECHANICAL GENERAL NOTES

M401 ENLARGED MECHANICAL PLANS

M501 MECHANICAL DETAILS

M601 MECHANICAL SCHEDULES

MD701 REFRIGERATION PIPING DEMOLITION SCHEMATIC

M702 REFRIGERATION PIPING SCHEMATIC DIAGRAM

ELECTRICAL:

EG001 ELECTRICAL TITLE SHEET

EG002 ELECTRICAL SPECIFICATIONS

EG005 ELECTRICAL NOTES, LEGENDS, & SCHEDULES

EP401 ENLARGED ELECTRICAL PLANS

SHEET INDEX

NOT TO SCALEG002

A1 STAGING SITE

# Date Revision

GENERAL

1. The structural notes are intended to complement the project specifications. Specific notes and details in the drawings shall govern over the structural notes and typical details.

2. Typical details and sections shall apply where specific details are not shown.

3. The contractor shall verify all site conditions and dimensions. If actual conditions differ from those shown in the contract drawings, the contractor shall immediately notify the architect or Dunn Associates, Inc (DAI) before proceeding with the fabrication or construction of any affected elements.

Discrepancies should be brought the attention of the architect prior to fabrication or construction.

4. Drawings shall not be scaled for the purpose of preparing shop drawings or for construction. Where dimensions on the design drawings are not provided or inferred, the contractor may scale drawings only to estimate member lengths for the purpose of bidding.

5. Changes to these contract drawings may be made only by an authorized representative of DAI. DAI shall not be held responsible or liable for any claims arising directly or indirectly from changes made without written authorization by an authorized representative of DAI.

6. Omissions or conflicts between the contract drawings and/or specifications shall be brought to the attention of the architect/DAI before proceeding with any work involved. In case of conflict, follow the most stringent requirement as directed by the architect/DAI at no additional cost to the owner.

7. The contractor shall submit a written request to the architect/DAI before proceeding with any changes, substitutions, or modifications. Any work done by the contractor before receiving written approval will be at the contractor's risk. These contract documents note and describe potential bid alternate details that may be requested from and approved by DAI during the bidding and negotiation phase. The contractor may also submit to the architect/DAI for approval other substitutions or modifications to the design drawings as bid alternates during the bidding and negotiation phase. Any contractor proposed substitutions/modifications to the design drawings after project award shall be submitted in writing to the architect/DAI for review, together with any additional costs projected from the proposed substitution/modification. Field modifications to structural elements are not permitted without notification and approval by DAI.

8. The contractor shall coordinate with all trades any items that are to be integrated into the structural system such as openings, penetrations, mechanical and electrical equipment, etc. Structural drawings do not show all openings. Refer to other discipline drawings. Sizes and locations of mechanical and other equipment that differs from those shown on the contract drawings shall be reported to the architect/DAI. Contractor shall take measures as required to insure that construction loads shall not exceed design loads for the structure.

9. Any structural items shown on other discipline's drawings that are not shown on the structural drawings, but that are noted as "refer to structural drawings" for additional information, shall be brought to the attention of DAI by the contractor.

10. Items such as fireproofing, waterproofing, insulation, vapor barrier, etc, may be shown or noted on structural drawings for reference only. Refer to the architectural drawings or specifications for more information.

11. The contractor shall be responsible for means, methods, techniques, sequences, and procedures in order to comply with the contract drawings and specifications. The contractor shall provide adequate shoring and bracing as required for the chosen method of erection. Shoring and bracing shall remain in place until final connections for the permanent members are completed. The building shall not be considered stable until all connections are completed. Walls shall not be considered self-supporting and shall be braced until the floor/roof system is completed.

12. Site observations by a field representative of DAI. shall not be construed as approval of construction, the procedures, nor special inspection.

13. All work shall be done in accordance with OSHA requirements. Potential conflicts between these documents and OSHA requirements shall be brought to the attention of DAI before proceeding with the work.

14. Shop Drawings and submittals:

A. Shop drawings include plans, details, calculations and/or other relevant design information. Review of shop drawings and submittals by DAI is for general compliance only and is not intended for approval. The shop drawing review shall not relieve the contractor from the responsibility of completing the project according to the contract documents.

B. Submittals for the following items shall be submitted to the project architect/DAI for review prior to fabrication and/or installation:

1. Concrete Mix Design

2. Concrete Reinforcing

3. Anchorage and Embeds

4. Structural Steel

5. Steel Decking

6. Deferred Design Items

C. Quality control submittals shall be submitted to special inspector for review prior to fabrication/installation. Courtesy copies shall be provided to the project architect and DAI for their records.

D. Detailing and shop drawing production for structural elements will require information (including dimensions) contained in the architectural, structural and/or other consultants' drawings. The structural drawings shall be used in conjunction with the architectural and other consultant's drawings. See the Architectural Drawings for dimensions, doors, windows, non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains, recesses, depressions, railings, waterproofing, finishes, chamfers, kerfs, etc.

E. Shop drawings made from reproductions of the structural drawings will be rejected unless the contractor signs a release agreement prior to the shop drawings being reviewed. The contractor may also obtain electronic files of the plan sheets after signing a release agreement. Electronic files of the detail sheets and schedule sheets will not be made available.

F. The Contractor may choose to submit shop drawings and submittals for review electronically.

FOUNDATION

1. Soils Investigation Report:--------------------------------------------- None

2. Soil bearing pressure:-------------------------------------------------- 1500 psf - Assumed for design

3. Frost Protection:---------------------------------------------------------- 30" minimum.

4. Clear excavations of debris and loose soil prior to placing footings. All footings shall bear on undisturbed natural sub-grade or engineered compacted fill as noted in these drawings.

EARTHWORK

1. Consult the project specifications for earthwork requirements. In absence of information, refer to the following notes.

2. Clearing: Remove all existing structures and associated foundations, slabs, fencing, asphalt, concrete, and incidental structures as necessary for project completion. The building area shall be stripped of all vegetation, topsoil, and debris. Following stripping, all undocumented fill soils and any remaining loose natural soils shall be excavated to expose competent natural soils.

3. Contractor shall provide temporary shoring for excavations as required.

4. Contractor shall provide measures necessary to prevent damage to or settlement of new or existing construction and utilities on or adjacent to project site.

5. Contractor shall provide dewatering as required to protect the site from flooding.

6. Proof roll the entire building pad area with normal compaction equipment to check for the presence of unsuitable fills, soft spots, or other undesirable materials or conditions. Remove sub-grade materials that are unsuitable and replace with compacted structural fill or 2,000 psi lean concrete.

7. Compacted structural fill: All fill material shall be a well-graded granular material with a maximum size less than 3" and with not more than 15% passing a #200 sieve. Fill beneath footings shall be compacted to at least 95% of the maximum laboratory density as determined by ASTM D 1557.

All fill shall be tested. Compacted structural fill shall be placed in lifts not exceeding 8" in uncompacted thickness.

8. Floor slabs shall be underlain by a granular layer at least 4" thick. The granular layer shall have a maximum size less than 1" with not more than 5% passing a #200 sieve and shall be compacted to at least 90% of the maximum laboratory density as determined by ASTM D 1557.

9. The special inspector shall review all excavations and fill placement prior to placing concrete.

Table Footnotes:

a. Cement type (ASTM C150 or C595), max. water/cement ratio and fly ash to comply with ACI 318 Table 19.3.2.1.

b. Air content ± 1.5%, to comply with ACI 318 Tables 19.3.2.1 and 19.3.3.1, initially measured at point of final placement and point of discharge.

Subsequent measurements may occur only at point of discharge provided air content is adjusted to account for placement losses. Air content shall be adjusted for the use of admixtures, fly ash and aggregate size. Air-entraining admixtures shall comply with ASTM C260 (when used).

c. Calcium chloride shall not be added to the concrete mix. Unreinforced concrete slabs on grade may use calcium chloride as permitted by ACI 318 Table 19.3.2.1.

d. For any exposed slab on grade, the contractor is to notify DAI at least 7 days prior to any pours to discuss the concrete mix design being used as well as present their means and methods of addressing concrete phenomena such as cracking, curling, spalling, etc.

e. Interior slabs on grade shall have a drying shrinkage maximum of 0.040% by ASTM C157 (7-day soak time permitted). Test results shall be submitted with mix designs.

f. For slab on grade 6" or thicker, a maximum aggregate size of 1 1/2" is permitted.

g. All suspended parking slabs shall have a dosage of 2.5 gallons per cubic yard of "DCI" by Grace (or approved equal), and percent fly ash shall be 25% ± 1%.

h. Contractor shall provide verification that mix design for lightweight concrete over metal deck has a dry weight density of 110 ± 3 pcf per ASTM -

C567.

i. These values shall be used for parking slabs on grade or other slabs within the building footprint with exterior exposure to weather. See civil drawings for site concrete requirements.

j. These values may be used for concrete foundations in Utah.

k. These values are to be used for concrete foundation outside the state of Utah.

1. Materials unless noted otherwise:

A. Normal Weight aggregates----------------------------------------------------------- ASTM C33 B. Light Weight aggregates-------------------------------------------------------------- ASTM C330 C. Fly Ash, Class C or F Pozzolan----------------------------------------------------- ASTM C618 D. Reinforcing Steel

1. General------------------------------------------------------------------- ASTM A615 Grade 60

2. Columns, Beams, Shearwalls--------------------------------------- ASTM A706 Grade 60

ASTM A615 is permitted if mill certifications are submitted showing that actual yield strength does not exceed the specified strength by more than 18000 psi, the ratio of tensile to yield strength is greater than 1.25, and required minimum elongations of A706 are met.

3. Subject to approval, A706 Grade 80 may be used at the contractor's option. Subject to the above requirements, ASTM A615 Grade 80 steel may be used at the contractor's option, except in special moment frames and special concrete shear walls.

4. Reinforcement in walls and slabs may be substituted with equivalent ASTM A1064 Grade 80 welded deformed wire reinforcement, subject to DAI approval. Laps per typical schedule.

E. Deformed Bar Anchors (DBA) ------------------------------------------------------ ASTM A496 F. Headed Stud Anchors (HSA) ------------------------------------------------------- ASTM A108 G. Stud Rails (SR) ------------------------------------------------------------------------ ASTM A1044 H. Welded plain wire or welded deformed wire reinforcing --------------------- ASTM A1064 Grade 65 (plain), Grade 70 (deformed) I. Anchor Bolts: See steel and/or wood section(s) of general notes.

J. No aluminum conduit or product containing aluminum or any other material injurious to concrete shall be embedded in concrete.

2. Reinforce composite slabs over metal deck with the following welded wire reinforcement (minimum), based on the thickness of concrete above upper deck flutes. Welded wire reinforcement shall be placed 1" to 1 1/2" below the top of the slab, with 12" lap splice.

A. Slab (above upper deck flute) 3 1/4" or thinner--------------------------------- 6" x 6" - W1.4/W1.4 B. Slab (above upper deck flute) 4" or thinner, but thicker than 3 1/4"------- 6" x 6" - W2.0/W2.0 C. Slab (above upper deck flute) thicker than 4"----------------------------------- 6" x 6" - W2.9/W2.9

3. Welded wire reinforcement may be substituted with macro synthetic fibers "coarse fibers" (per ASTM C-1116), made from virgin polyolefin, with equivalent diameter between 0.016" and 0.05", having minimum aspect ratio (length/equivalent diameter) of 50, at a minimum rate of 4 lb / cubic yard. Fibers above finished slab shall not be burned off. Do not use fibers in architecturally finished or colored concrete.

4. The contractor shall be responsible for the design, detailing, care, placement and removal of all formwork and shores.

A. Supporting forms and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction load to which they may be subjected. In no case, however, shall forms and shoring be removed in less than 24 hours after concrete placement.

B. Suspended slabs shall be re-supported after form removal until concrete reaches its 28-day specified compressive strength.

5. Reinforcement shall have the following concrete clear cover, unless noted otherwise:

A. Cast-in-place Concrete

1. Cast against and permanently exposed to earth------------------- 3"

2. Formed concrete exposed to earth or weather:

#6 thru #18 bars-------------------------------------------------------- 2" #5 and smaller bars--------------------------------------------------- 1 1/2"

3. Concrete not exposed to weather or in contact with ground:

Slabs, Walls, Joists; #11 bars and smaller --------------------- 3/4" Beams, Columns: Primary Reinforcement, Ties,-------------- 1 1/2" Stirrups, Spirals

6. Construction Joints and Control Joints:

A. Provide a beveled 2" x 4" x continuous or intermittent keyway in all horizontal and vertical construction joints including between top of footing and foundation walls. In addition, all joints shall be intentionally roughened to a full amplitude of approximately 1/4".

B. Control joints shall be installed in slabs on grade so the length to width ratio of the slab is no more than 1.25:1. Control joints shall be completed within 12 hours of concrete placement. Control joints may be saw cut or tooled with depth of 1/4 the thickness of the slab (1/3 of slab thickness if it is fiber reinforced).

C. Install control joints in slabs on grade at a spacing not to exceed 30 times the slab thickness in any direction, unless noted otherwise.

Construction joints in slabs on grade shall not exceed a distance of 125'-0" on center in any direction.

D. Install construction joints in walls at a spacing not to exceed 30 times the wall thickness, except in concrete shear walls. For masonry walls above, align joints in concrete walls with masonry control joints.

E. Construction joints are not permitted in suspended slabs or beams unless specifically noted on the construction documents or submitted by the Contractor to DAI for review..

Concrete Use Comp. Strength f 'c (psi)

Exposure Classes per ACI 318 19.3.1

(a,b,c)

Nominal Max.

Aggregate Size

F3, S0, W0, C25000 1 1/2"Footings (k)

F3, S0, W0, C25000 3/4" Exterior Concrete, Reinforced (i)

CONCRETE

Concrete shall be supplied in accordance with ACI 318 and the following requirements:

7. Construction A. Use chairs or other support devices recommended by the CRSI to support bar and tie reinforcement bars and WWR prior to placing concrete.

WWR shall be continuously supported at 36" on center maximum. Reinforcing steel for slabs on grade shall be adequately supported on precast concrete units. Lifting the reinforcing off the grade during placement of concrete is not permitted.

B. Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts, inserts and other embedded items prior to concrete placement.

C. All embeds and dowels shall be securely tied to formwork or to adjacent rebar prior to concrete placement.

D. No pipes, ducts, sleeves, etc. shall be placed in structural concrete unless specifically detailed or approved by DAI. Penetrations through walls when approved shall be built into the wall prior to concrete placement. Penetrations will not be allowed in footings or grade beams unless detailed. Piping shall be routed around these elements and footings stepped to avoid piping.

E. Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use only AWS standards. Do not substitute reinforcing bars for DBAs or HSAs.

F. Reinforcing bars shall not be field bent, except as shown in the contract drawings or permitted by DAI.

G. Top of concrete columns shall be flush (±1/4") with bottom of supported cast-in-place members.

8. Detailing:

A. Lap splice lengths shall be detailed to comply with the "Reinforcing Bar Lap Splice Schedule" contained within the contract drawings.

1. Do not splice stirrups and ties. Do not splice vertical bars in retaining walls unless specifically shown.

2. At shear wall boundary elements lap lengths shall be increased by 25%.

3. Splices may be made with mechanical splices capable of 125% of yield strength of the bar being spliced (Type 1). Splices located within lateral resisting elements shall also develop the tensile strength of the bar (Type 2). Mechanical splices shall be the positive connecting type coupler and shall meet all ACI requirements. Use "Cadweld", "Lenton" Standard Couplers, "Bar-Lock" or equal with internal protector.

If mechanical splices are used, splices or couplers on adjacent bars shall be staggered a minimum of 24" apart along the longitudinal axis of the reinforcing bars.

B. All 90, 135 and 180° hooks shown graphically in the drawings shall be detailed as ACI standard and seismic hooks, unless noted otherwise.

C. At joints provide reinforcing dowels to match the member reinforcing, unless noted otherwise.

D. At all discontinuous control or construction slab on grade joints, provide (2) #4 x 48".

E. Provide corner bars at intersecting wall corners using the same bar size and spacing as the horizontal wall reinforcing.

F. All vertical reinforcing shall be doweled to footings, or to the structure below with the same size and spacing as the vertical reinforcing for the element above. Dowels extending into footings shall terminate with a 90° standard hook and shall extend to within 4" of the bottom of the footing. Footing dowels (#8 bars and smaller) with hooks need not extend more than 20" into footings.

G. In concrete shear walls, the horizontal wall reinforcing shall be placed as inner curtains within the vertical bars as outer curtains, and shall terminate at ends of walls per typical details. Horizontal wall reinforcing shall be continuous through construction and control joints. Ties on boundary elements shall extend a minimum of 12" into the foundation, or further per note H below.

H. Columns or boundary elements whose edges are within one-half the footing depth from an edge of footing shall have ties that extend to the bottom of footing.

I. See details for reinforcing around miscellaneous openings. All recesses that interrupt reinforcing shall be reinforced the same as an opening.

J. Reference ACI 315 for additional detailing requirements.

9. Contractor required to submit concrete mix design for review by DAI prior to any placement of concrete.

10. All concrete shall be mixed and placed per ACI 304. Contractor shall refer to and follow the recommendations in ACI 305R for hot weather concreting and ACI 306R for cold weather concreting.

11. Contractor is not to backfill against retaining walls unless walls have achieved design strength or have been shored. Contractor is not to backfill against basement walls without placement of the floor(s) bracing the wall unless the walls have been shored or approval of DAI has been granted, or it has been noted otherwise on the design drawings. Where present, slab on grade should be in place at the bottom of retaining or basement walls prior to backfilling.

12. Construction activity or storage of materials shall not take place on newly placed concrete until the concrete achieves sufficient strength to provide adequate support.

POST-INSTALLED ANCHORS

1. Post-installed anchors shall only be used where specifically detailed or called for on the design drawings. If circumstances arise during construction where the Contractor desires to substitute a post-installed anchor in place of a cast-in-place anchor, the Contractor shall submit a formal written request for each circumstance to the Architect and DAI for review.

2. Follow all ICC Evaluation Report and manufacturers' requirements and recommendations for post-installed anchor installation. Where conflicts may exist, the most stringent requirement applies.

3. Post-installed anchors that are exposed to exterior conditions, or interior spaces where moisture can accumulate, shall be either galvanized or stainless steel anchors.

4. All holes in hollow, brick, or stone masonry shall be drilled in the "rotary-only" mode with the hammer function off.

5. For installation of adhesive anchors horizontally or vertically inclined, installers must have AMI/CRSI Adhesive Anchor Installer Certification or approved equivalent.

6. Adhesive anchors shall be as specified in the Contract Documents. If no specific adhesive is specified, or if a particular product is preferred, the

Contractor may submit a request for an adhesive from the following list prior to design of the anchor. Follow manufacturer and ICC evaluation report requirements for installation temperature of adhesive anchors. Adhesive anchors shall not be installed or cured outside of approved temperature ranges. Adhesive anchors may not be installed in concrete less than 21 days old without prior approval.

A. Eligible adhesive anchors in concrete (normal weight only)

1. HIT-RE 500v3 by Hilti (ESR-3814)

2. HIT-HY 200v3 by Hilti (ESR-4868)

3. Kwik-X Dual Action by Hilti (ESR-5065)

4. SET-3G by Simpson (ESR-4057)

5. AT-3G by Simpson (ESR-5026)

6. ET-3G by Simpson (ESR-5334)

7. Mechanical anchors shall be as specified in the Contract Documents. If no specific mechanical anchor is specified, or if a particular product is preferred, the Contractor may submit a request for an anchor from the following list prior to design of the anchor.

A. Eligible mechanical anchors in concrete

1. Kwik Bolt TZ2 by Hilti (ESR-4266)

2. Kwik HUS-EZ by Hilti (ESR-3027)

3. HDI-P TZ by Hilti (ESR-4236)

4. Strong-Bolt 2 by Simpson (ESR-3037)

5. Titen HD by Simpson (ESR-2713)

6. Torq-cut by Simpson (ESR-2705)

8. The Contractor may also submit for review and approval, the manufacturer's ICC evaluation report of alternate anchor systems not listed above.

The alternate system shall provide minimum capacities equal to or greater than the specified anchor system. The alternate system shall be approved by DAI prior to the substitution.

STRUCTURAL STEEL

1. Codes and Standards: Fabrication, Erection and Quality Control of structural steel shall comply with the latest edition of the following:

A. American Institute of Steel Construction (AISC) 360, "Specification for Structural Steel Buildings," with "Commentary".

B. AISC 341 "Seismic Provisions for Structural Steel Buildings."

C. AISC 303 "Code of Standard Practice" excluding sections 3.4, 4.4 and 4.4.1.

D. AISC "Specification for Structural Joints Using High Strength Bolts" E. American Welding Society (AWS), Structural Welding Codes D1.1, D1.3, D1.4, and D1.8, except as modified by the "Steel Construction

Manual".

2. Material:

A. Plate

1. Typical-------------------------------------------------------- ASTM A36

B. Hollow Structural Shapes

1. Rectangular-------------------------------------------------- ASTM A500 Grade C (50 ksi)

C. Other Structural Shapes (M, C, etc), Threaded Rod---- ASTM A36 D. Anchor Bolts

1. All Columns unless noted otherwise: ASTM F1554 Grade 36 with ASTM A563 heavy hex nuts. Nuts to be snug tight.

E. Weld Filler Metal

1. Shielded Metal Arc Welding---------------------------- AWS A5.1, low-hydrogen only Low-hydrogen restrictions do not apply when welding sheet steels in accordance with AWS D1.3, including attaching these steels to structural members.

2. Gas-Metal & Metal-Cored Arc Welding-------------- AWS A5.18

3. Flux-Cored Arc Welding---------------------------------- AWS A5.20

E7XT-4 or E7XT-11 electrodes are not permitted.

4. Intermixing of welds made from self-shielded welding electrodes with welds made by other processes is not allowed in seismic critical welds, unless tested in accordance with AWS D1.8, annex B. The Field Erection Contractor is responsible for verifying that intermixing of self-shielded weld metal with weld metal of other processes will not occur, or alternatively, the welding procedure is qualified by testing.

5. Where demand critical welds are required, provide filler metals meeting the following minimum mechanical properties: 58ksi yield strength, 70ksi tensile strength, 22% elongation, Charpy V-Notch toughnesses of 20ft-lbs at 0°F and 40 ft-lbs at 70°F.

F. Deformed Bar Anchors (DBA)------------------------------ ASTM A496 G. Welded threaded studs-------------------------------------- ASTM A108 H. Non-Shrink Grout---------------------------------------------- ASTM C1107 Grade B

Non-shrink grout shall be prepackaged, non-metallic and non-gaseous.

Furnish certified independent test data to DAI.

Compressive Strength in 28 days = 7,500 psi

I. Refer to architectural drawings for structural steel fireproofing or architecturally exposed steel requirements.

J. All steel, connectors and embeds exposed to weather shall be galvanized, unless noted otherwise.

3. Structural Detailing A. Welds, with the exception of plate washers to base plates at anchorage are expected to be done in the shop. Designations of field welds on the

Contract Documents are shown where it is anticipated field welds may be required, and are shown only for the purpose of assisting the Contractor in the bidding process. The Contractor shall coordinate the welding sequence between sub-contractors, and any costs associated with variations in the welding sequence are outside the scope of the DAI, and are the responsibility of the Contractor. Field welding is to be minimized where possible. Contractor is to verify that the sequencing of welds meets all safety regulations, and the requirements of the Construction Documents and their referenced codes.

B. Weld Access Holes and Temporary Attachments

1. Fabricate beam copes and weld access holes using the geometry described in AISC 360 Section J1.6.

2. Runoff tabs are to be removed unless noted otherwise.

C. Backup Bars: Remove backup bars from connections in demand critical welds, unless noted otherwise. Backgouge the root and weld to sound metal. Reweld the gouged area and add a 5/16" reinforcing fillet weld. Backup bars may remain for top flange beam welds provided the backup bar is welded to column flanges with 5/16" fillet weld.

D. All welds not noted on drawings shall be minimum 1/4" fillet welds.

E. All structural steel members shall be considered as an unrestrained fire-resistance-rated assembly.

4. Welding of Reinforcing Steel or Bolts A. Reinforcing Bars: Do not weld rebar except as specifically detailed in the drawings. In such cases, use only AWS standards. Do not substitute reinforcing bars for deformed bar anchors, structural bolts, or headed stud anchors.

B. Do not weld anchor bolts, including "tack" welds.

C. Headed Stud Anchor welding and Deformed Bar Anchor welding shall conform to the manufacturer's specifications.

ABBREVIATIONS

AB Anchor Bolt ABV Above ALT Alternate ARCH Architect ADD'L Additional ASD Allowable Stress Design (Service) @ At

BB Bottom Bar BH Bottom Hook BLDG Building BLW Below BM Beam BOTT Bottom BRG Bearing BTWN Between BYND Beyond

CANT Cantilevered CJ Control Joint CJP Complete Joint Penetration CL Center Line CLR Clear COL Column CONC Concrete CONN Connection CONT Continuous COORD Coordinate CTR Center CVR Cover

DB Deck Bearing DBA Deformed Bar Anchor DBL Double DCW Demand Critical Weld DET Detail DIA Diameter DIM Dimension DWG Drawing

(E) Existing EA Each EF Each Face EL Elevation ELEC Electrical ENGR Engineer EQ Equal EQUIP Equipment EQ SP Equally Spaced EW Each Way EJ Expansion Joint EXT Exterior

FLR Floor FND Foundation FRT Fire resistance treated FTG Footing ga Gage GALV Galvanized GSN General Structural Notes

HK Hook HORIZ Horizontal HSA Headed Stud Anchor HSS Hollow Structural Section

IBC International Building Code ICC International Code Council INT Interior

K Kip(s) = 1000 Pounds KLF Kips Per Lineal Foot KSI Kips Per Square Inch

LB Pounds (#) LOC Location LRFD Load & Resistance Factored Design (Strength)

MAX Maximum MECH Mechanical MFR Manufacturer MIN Minimum MISC Miscellaneous MTL Metal

NS Non-shrink NTS Not To Scale NWC Normal Weight Concrete oc On Center OPNG Opening OPP Opposite

PAF Power Actuated Fastener PCF Pounds per Cubic Foot PEN Penetrate or Penetration PERP Perpendicular PJP Partial Joint Penetration PL Plate PLF Pounds per Lineal Foot PREFAB Prefabricated PSF Pounds per Square Foot PSI Pounds per Square Inch

REINF Reinforce REQD Required RTU Roof Top Unit

SB Shear Bars/Hairpins (135°/90° HK) SCHED Schedule SFRS Seismic Force Resisting System SIM Similar SOG Slab on Grade STD Standard STL Steel STRUCT Structural

T&B Top and Bottom TB Top Bar TEMP Temperature TH Top Hook THRU Through T/ Top of TYP Typical

UNO Unless Noted Otherwise

VERT Vertical

W/ With WWR Welded Wire Reinforcement WP Working Point

"S" SHEET SERIES

0XX

1XX

2XX

3XX

4XX

5XX

6XX

7XX

8XX

DESCRIPTION

General Notes, Specifications and Loading Plans

Plan Sheets

Elevations and Elevation Details

Building Sections

Enlarged Plans, Elevator/Stair Plans and Details

Foundation Details

Floor Details

Roof Details

Schedules

9XX Isometrics, 3D views, Renderings

Typically the structural sheets are organized as follows:

SPECIAL INSPECTION, TESTING AND STRUCTURAL OBSERVATION REQUIREMENTS

1. Special Inspections and Testing A. Special inspections and testing as required per the approved construction documents and per IBC Chapter 17 shall be provided for this project unless waived by the Building Official.

B. An independent agency, or agencies, employed by the Owner, shall perform the special inspection and testing services required.

C. The special inspection and testing requirements of this section of the General Structural Notes and the special inspection tables serve as DAI's statement of special inspections and structural observations required by IBC Chapter 17.

2. Contractor Responsibilities (1704.4)

A. Each Contractor responsible for the construction of a main wind or seismic force-resisting system, a designated seismic system, or a wind or seismic force-resisting component listed in the statement of special inspections shall submit a written statement of responsibility to the Building Official and Owner prior to commencing with the work involved. It shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspection.

B. The Contractor shall coordinate and cooperate with all the required inspections, testing, and/or structural observations required for the project.

C. The Contractor shall maintain access to and exposure of the work which requires special inspection or testing.

D. The Contractor shall not proceed with subsequent work until required inspections, testing, and/or structural observations have been provided.

E. The Contractor shall correct all work found to be deficient, and re-test at no additional cost to the Owner. Notify DAI of any non-conforming work that is not corrected within 7 days of notification by the Special Inspector.

F. The Contractor shall notify DAI at least (7) days prior to any required structural observations.

G. Submit all required documentation to the Special Inspector for review.

3. Special Inspector Responsibilities (1704.2) A. Prior to the start of the construction, each approved agency shall provide written documentation to the Building Official, demonstrating the competence and relevant experience or training of the special inspectors who will perform the special inspections and tests during construction.

B. Special Inspectors shall keep records of their inspections and testing.

C. Inspection reports shall indicate whether the work inspected was or was not completed in conformance to the approved construction documents.

D. Non-conforming work and/or discrepancies shall be brought to the Contractor's immediate attention for correction.

E. The Special Inspector shall notify the Architect/DAI directly and promptly of any non-conforming work or discrepancies that the Contractor cannot readily correct.

F. Any uncorrected non-conforming work or discrepancies shall be brought to the attention of the Architect/DAI and the Building Official prior to completion of that phase of the work.

G. Submit the following to the Building Official:

1. Special Inspections and Testing Reports.

2. Certificates of Compliance for:

a. Fabrication of structural elements from approved fabricators.

b. The seismic qualifications of nonstructural components, supports, and attachments.

3. Reports of:

a. Material properties verifying compliance with the requirements of AWS D1.4 for weldability for reinforcing bars other than ASTM A706.

b. Mill tests for ASTM A615 reinforcing bars used to resist earthquake induced forces in special moment frames, special structural walls or coupling beams in structures assigned to Seismic Design Category B, C, D, E, or F.

4. Special Inspections (1705)

A. Special Cases (1705.1.1): Special Inspection and tests shall be required for proposed work that is, in the opinion of the Building Official, unusual in its nature, such as, but not limited to, the following:

1. Construction materials and systems that are alternatives to materials and systems prescribed by the IBC.

2. Unusual design applications of materials described in the IBC.

3. Materials and systems required to be installed in accordance with additional manufacturer’s instructions that prescribe requirements not contained in the IBC or in standards referenced by the IBC.

B. Steel Construction (1705.2): The special inspections and nondestructive testing of steel construction in buildings shall be in accordance with the following:

1. Structural Steel. Special inspections and non-destructive testing of structural steel elements in buildings, structures, and portions thereof shall be in accordance with the Quality Assurance inspection requirements of AISC 360 and tables in the construction documents. Exception: Railing systems composed of structural steel elements shall be limited to welding inspection of welds at the base of cantilevered rail posts.

C. Quality Control Submittals for Structural Steel

1. Provide Level III non-destructive testing (NDT) personnel certifications.

2. Provide welder qualification records to…