Sheldon Readiness Center Renovation - Bidding_Dwgs.pdf

PROJECT NUMBER:

DATE:

DRAWING INDEX:

CONTRACT NUMBER:

ISSUED FOR BID

APRIL 28, 2026

SHELDON READINESS CENTER RENOVATION

920 Western Ave, Sheldon, IA 51201

IOWA ARMY NATIONAL GUARD

19081890

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I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Iowa.

My license renewal date is:

IA Reg. #

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DENNIS BENNETT 00000

ELECTRICAL ENGINEER

As listed above

DENNIS

BENNETT

00000

I hereby certify that the portion of this technical submission described below was prepared by me or under my direct supervision and responsible charge. I am a duly registered architect under the laws of the State of Iowa.

Registration Expires

Reg. #

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CHAD J. WEST 06049

ARCHITECT

As listed above

06/30/2027

CHAD J. WEST

06049

I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Iowa.

My license renewal date is:

IA Reg. #

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12/31/2025

ERIC E. VERMEER 19938

STRUCTURAL ENGINEER

As listed above

ERIC E.

VERMEER

19938

GENERAL

G0 COVER

G1.1 CODE PLAN

STRUCTURAL

S0 STRUCTURAL NOTES

S1 FOUNDATION PLAN

S2 ROOF FRAMING PLAN

S3 STRUCTURAL DETAILS

MECHANICAL

MD1.1 FLOOR PLAN - MECHANICAL DEMOLITION

MD1.2 FLOOR PLAN - MECHANICAL DEMOLITION

M1.1 FLOOR PLAN - UNDERFLOOR

M1.2 FLOOR PLAN - PLUMBING/PIPING

M2.1 FLOOR PLAN - SHEET METAL

M3.1 MECHANICAL DETAILS

M4.1 MECHANICAL SCHEDULES

I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Iowa.

My license renewal date is:

IA Reg. #

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DAVE LOSEN 00000

MECHANICAL ENGINEER

As listed above

DAVE LOSEN

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AERIAL MAP OF SHELDON, IA

O'BRIEN COUNTYSIOUX COUNTY

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VICINITY MAP SHELDON READINESS CENTER

ELECTRICAL

ED1.1 FLOOR PLAN - ELECTRICAL DEMOLITION

E1.1 FLOOR PLAN - LIGHTING

E2.1 FLOOR PLAN - POWER

E3.1 FLOOR PLAN - SPECIAL SYSTEMS

E4.1 ELECTRICAL DETAILS

E4.2 ELECTRICAL VAULT DETAILS

E4.3 ELECTRICAL VAULT DETAILS

E4.4 ELECTRICAL VAULT DETAILS

E4.5 ELECTRICAL VAULT DETAILS

E4.6 ELECTRICAL VAULT DETAILS

E5.1 ELECTRICAL SCHEDULES

E5.2 ELECTRICAL SCHEDULES

ARCHITECTURE

AD1 DEMO PLAN FIRST FLOOR

AD2 DEMO REFLECTED CEILING PLAN

AD3 DEMO EXTERIOR ELEVATIONS

A0 ABBREVIATIONS, MATERIAL LEGENDS, SYMBOLS

A1 FIRST FLOOR PLAN

A2 ENLARGED PLAN

A3 RCP FIRST FLOOR

A4 ROOF PLAN

A5 EXTERIOR ELEVATIONS

A7 WALL SECTIONS

A10.1 DOOR/ WINDOW SCHEDULE/ TYPES

A10.2 DOOR DETAILS

A11 ROOM FINISH SCHEDULES

A12 FLOOR FINISH PLAN

A13 INTERIOR ELEVATIONS

A14 GENERAL DETAILS

OC1OC1

884 SF

CLASSROOM

226 SF

SUPPLY OFFICE

553 SF

SUPPLY ROOM

243 SF

SCULLERY

440 SF

KITCHEN

6999 SF

DRILL HALL

WOMENS

LATRINE

MENS LATRINE

Use and Occupancy Classification

GROUP A-3 ASSEMBLY

GROUP B BUSINESS

GROUP S-1 STORAGE

MODERATE HAZARD STORAGE

650 SF

CLASSROOM

166 SF

DRY GOODS

244 SF

MECHANICAL

EGRESS

EGRESS

1-HR FIRE BARRIER

2-HR FIRE BARRIER

2-HR FIRE BARRIER

2-HR FIRE BARRIER

1-HR FIRE PARTITION

90 90 90

9090 90

90 90

AND LESS THAN 10% OF THE BUILDING AREA

KITCHEN AREAS ARE ACCESSORY TO A-3 OCCUPANCY

SIDEWALK

S

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A

LK

2-HR FIRE BARRIER

1196 SF

LOCKERS

331 SF

RECRUITING

213 SF

OFFICE

447 SF

OFFICE

110 SF

OFFICE

89 SF

OFFICE

264 SF

VAULT

169 SF

STORAGE

90 SF

STORAGE

82 SF

TELECOM

722 SF

PHYSICAL TRAINING

PASSAGE

VESTIBULE

SHOWERS

DRYING

12322

DRILL HALL - EXISTING OCCUPANT LOAD WILL NOT BE CHANGING

DRILL HALL - 15 O.L. Factor for Fixture Count = 467FE

FE

FE

FE

FE

FE

(E) KNOX BOX

119 SF

SECURE SUPPLY

E G

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S S

16,423 SF

150 SF

ROOM SQUARE FOOTAGE

OCCUPANCY FACTOR

ALLOWABLE OCCUPANTS

OCCUPANT LOAD

DOOR EXIT CAPACITY

CODE PLAN LEGEND

DIRECTION OF EGRESS

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

KB KNOX BOX

1-HOUR FIRE BARRIER

1-HOUR FIRE PARTITION

2-HOUR FIRE BARRIER

90-MINUTE DESIGNATION

45-MINUTE DESIGNATION

20-MINUTE DESIGNATION

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PROJECT ISSUE DATE

REV DATE DESCRIPTION

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CODE PLAN

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APRIL 28, 2026

19081890

ISSUED FOR BID

C429S1284

BUILDING CODE REVIEW NARRATIVE

This project will be designed in compliance with the following codes:

2015 International Existing Building Code 2015 International Building Code 2015 International Fire Code – Iowa State Fire Marshal 2017 National Electric Code - Iowa Electrical Examining Board 2018 International Mechanical Code – Iowa Dept of Public Health 2018 Uniform Plumbing Code & Iowa Administrative Code 641-25 – Iowa Dept of Public Health 2012 International Energy Conservation Code - Iowa Building Code Bureau 2010 ADA Standards – US Department of Justice & Iowa Building Code Bureau

2015 International Existing Building Code Level 2 Alteration within existing building Work Area does not exceed 50 percent of the building's total floor area.

Section 810 Plumbing

810.1 Minimum fixtures.

Where the occupant load of the story is increased by more than 20 percent, plumbing fixtures for the story shall be provided in quantities specified in the International Plumbing Code based on the increased occupant load.

Existing occupant load will not be changing.

2015 International Building Code

CHAPTER 3 - USE & OCCUPANCY CLASSIFICATION

A-3 Assembly (Drill Hall / Assembly Hall) B Business S-1 Storage

CHAPTER 5 - GENERAL BUILDING HEIGHTS AND AREAS

TABLE 503 - ALLOWABLE HEIGHT & BUILDING AREAS

TYPE II-B Construction (Non-Sprinklered)

ALLOWED: PROVIDED:

Group Area (SF) Stories Height (FT) Area (SF) Stories Height (FT) A-3 9,500 2 55' 7,969 1 20'-8" B 23,000 3 55' 3,813 1 12'-8" S-1 17,500 2 55' 2,346 1 12'-8"

SECTION 506 - BUILDING AREA MODIFICATIONS:

Building areas limited by Table 503 shall be permitted to be increased due to frontage (If) and automatic sprinkler system protection (Is): Aa = {At + [At x If] + [At x Is]} (Equation 5-1)

Area increases due to frontage: If = [F / P - 0.25] W / 30 If = [1 - 0.25] 30/30; If = 0.75 (Separation on all four sides is greater than 30 feet) Area increase due to automatic sprinkler system protection = 0 (Building is Non-Sprinklered)

Area increase for A-3: Aa = {9,500 + [9,500 x 0.75] + 0} = 16,625 + 7,969 = 24,594 sf > 16,423 sf existing

SECTION 508 - MIXED USE AND OCCUPANCY:

508.2.1 - Aggregate accessory occupancies cannot occupy more than 10% of the building area

508.2.4 - No separation is required between accessory occupancies and the main occupancy Table 508.2.5 - Incidental Accessory Occupancies

Mechanical Room to be separated by 1-hour Fire Barrier in accordance with Section 707

Separated Occupancies:

508.4.2 - The building area shall be such that the sum of the ratios of the actual building area of each separated occupancy divided by the allowable building area of each separated occupancy shall not exceed 1

A-3 (8,875 / 16,625) + B (5,655 / 40,250) + S-1 (3,165 / 30,625) ; 0.53 + 0.14 + 0.10 = 0.77 < 1

Table 508.4 - Required Separation of Occupancies (Hours) Group A-3 requires a 2 hour separation with B & S-1 for Non-Sprinklered building No separation required between B & S-1 for Non-Sprinklered building

508.4.4.1 - Required separations shall be fire barriers constructed in accordance with Section 707

CHAPTER 6 - TYPES OF CONSTRUCTION TYPE II-B

TABLE 601:

Primary Structural Frame 0 hours Bearing Walls (Exterior & Interior) 0 hours Nonbearing Exterior Walls and Partitions 0 hours Nonbearing Interior Walls and Partitions 0 hours Floor Construction & Secondary Members 0 hours Roof Construction & Secondary Members 0 hours

TABLE 602:

No fire-resistance rating required for exterior walls based on fire separation distance

CHAPTER 7 - FIRE AND SMOKE PROTECTION FEATURES

Section 707 - Fire Barriers

707.3.8 - Separated Occupancies, per 508.4 - 2 hour occupancy separation required

707.6 - Openings in fire barriers shall be protected in accordance with Section 715

Section 709 - Fire Partitions

709.1 - Corridor walls as required by Section 1018.1

709.3 - Fire partitions to have a fire-resistance rating of 1-hour

709.6 - Openings in fire partitions shall be protected in accordance with Section 715

Table 715.4 - Fire Door Ratings 2-hour fire barrier 90-minute fire rated door assembly 1-hour fire barrier 45-minute fire rated door assembly 1-hour fire partition (corridor walls): 20-minute fire rated door assembly

Table 715.5 - Fire Window Assembly Ratings 1-hour fire partition (corridor walls): 45-minute fire rated window assembly

CHAPTER 9 - FIRE PROTECTION SYSTEMS

Section 906 - Existing portable fire extinguishers in place.

Section 907 - Existing fire alarm and detection system in place.

CHAPTER 10 - MEANS OF EGRESS

Section 1005 - Egress Width

1005.1 - Minimum required egress width = total occupant load x 0.2 inches per occupant

1,136 occupants x 0.2 inches = 228 inches required; 144 inches provided

TABLE 1018.1 - Corridors to be 1-hour rated fire partitions (Section 709) in a building without sprinkler system

TABLE 1021.1 MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD

501-1,000 OCCUPANTS 3 EXITS MINIMUM PER STORY

CHAPTER 29 - PLUMBING SYSTEMS

CALCULATED LOAD - DRILL HALL 467 OCCUPANTS (234 MALE, 233 FEMALE)

(OTHER SPACES NOT OCCUPIED CALCULATED USING ASSEMBLY

WHEN DRILL HALL IN USE) UNCONCENTRATED (TABLES & CHAIRS)

O.L. Factor = 15 NET

TABLE 403.1 (IPC) MINIMUM NUMBER OF REQUIRED PLUMBING FIXTURES A-3 Occupancy

NOTE: EXISTING OCCUPANT LOAD WILL NOT BE CHANGING

WATER CLOSETS

MALE 1 PER 125 2 REQUIRED 2 W.C. + 3 URINALS PROVIDED

FEMALE 1 PER 65 4 REQUIRED 2 PROVIDED

URINALS 3 PROVIDED

LAVATORIES

M & F 1 PER 200 2 REQUIRED 2 PROVIDED @ EA. RESTROOM

DRINKING FOUNTAINS

1 PER 500 1 REQUIRED 1 PROVIDED

SERVICE SINK 1 REQUIRED 1 PROVIDED

SCALE:

TRUE

1/8" = 1'-0"1 CODE REVIEW PLAN

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STRUCTURAL NOTES

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APRIL 28, 2026

19081890

ISSUED FOR BID

C429S1284

GENERAL PARAMETERS

1 STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE

INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL

DRAWINGS. 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 ARCHITECTURAL,MECHANICAL, ELECTRICAL,

AND PLUMBING DRAWINGS FOR ADDITIONAL OPENINGS, ELECTRICAL COMPONENTS,

FLOOR DEPRESSIONS, ETC. 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,

SHEAR WALLS, X-BRACING, AND EXTERIOR 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 RETAINING WALLS AND BASEMENT WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE

BACKFILLED UNTIL THE UPPER SLABS REACH FULL DESIGN STRENGTH, UNLESS

ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL.

8 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 UNIFORM ROOF LIVE LOADS:

TYPICAL ROOF (GOVERNED BY SNOW) 31 PSF+DRIFT

DRIFT AT EXISTING 14K JOIST = 57PSF AND 80PSF

DRIFT AT EXISTING 20K JOIST = 0PSF

3 UNIFORM FLOOR LIVE LOADS:

SLAB ON GRADE 100 PSF

4 SNOW DESIGN PARAMETERS:

GROUND SNOW LOAD (Pg) 40 PSF FLAT ROOF SNOW LOAD (Pf) 31 PSF

SNOW EXPOSURE FACTOR (C/E) 1.0

SNOW LOAD IMPORTANCE FACTOR (I) 1.1

SNOW LOAD THERMAL FACTOR (Ct) 1.0

5 EARTHQUAKE DESIGN PARAMETERS:

NOT APPLICABLE

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 @ ROOF 17 PSF (SERVICE)

NET WIND UPLIFT @ ROOF 10 PSF (SERVICE)

NET WIND UPLIFT @ ROOF OVERHANGS 20 PSF (SERVICE)

7 ALLOWABLE WALL DEFLECTIONS:

EXTERIOR (CLADDING DESIGN) L/360

(BRICK VENEER DESIGN) L/600 ≤ 0.3"

INTERIOR L/360

8 ASSUMED FUTURE CONSTRUCTION:

VERTICAL NONE

HORIZONTAL NONE

9 MECHANICAL AND ELECTRICAL LOADS TAKEN FROM ACTUAL SPECIFIED EQUIPMENT.

COORDINATE FINAL LOADS WITH SELECTED EQUIPMENT.

FOUNDATION PARAMETERS

1 SIZE AND BOTTOM ELEVATIONS OF FOOTINGS HAVE BEEN DETERMINED BASED ON

SITE OBSERVATIONS, UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES.

OWNER IS TO EMPLOY A GEOTECHNICAL ENGINEER TO REVIEW SOIL CONDITIONS AT

NEW FOOTINGS PRIOR TO CONCRETE PLACEMENT. AS EXCAVATION PROGRESSES,

UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES. CONTACT STRUCTURAL

ENGINEER OF RECORD FOR EVALUATION OF THESE CHANGES.

2 ALLOWABLE SOIL BEARING PRESSURE

CONTINUOUS FOOTINGS 1500 PSF (ASSUMED)

SQUARE FOOTINGS 1500 PSF (ASSUMED)

3 MINIMUM FOOTING DEPTH FOR FROST PROTECTION

(BELOW FINISHED GRADE) 42 IN.

4 DESIGN EARTH PRESSURES:

ACTIVE 50 PCF

PASSIVE 240 PCF

AT REST 75 PCF

5 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. SEE FOUNDATION PLAN AND SOILS REPORT FOR REQUIRED

STRUCTURAL FILL BENEATH FLOOR SLABS, REQUIRED FOOTING EXCAVATION TESTING,

AND POTENTIAL OVEREXCAVATION AND FILL.

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

● STRUCTURAL STEEL

● LT. GA. METAL STUDS

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

6 DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND

FABRICATION OF ITEMS THAT ARE DESIGNED BY THE CONTRACTOR, INCLUDING:

● STRUCTURAL STEEL CONNECTIONS (NOT SHOWN)

● LIGHT GA. METAL FRAMING

● TEMPORARY SHORING AND BRACING

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 THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL,

PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH

THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE SHALL CONFORM TO ASCE 7-10

CHAPTER 13 AND SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE

APPROPRIATE STATE, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO

FABRICATION.

10 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.

11 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.

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

DRAWINGS SHALL BE COORDINATED WITH MECHANICAL/ELECTRICAL DRAWINGS FOR

ADDITIONAL COMPONENTS, FLOOR DEPRESSIONS, ETC. NOT SHOWN ON DRAWINGS.

COORDINATE LOCATION, SIZE, AND REINFORCING OF ALL OPENINGS WITH RESPECTIVE

TRADES BEFORE FABRICATION. FURNISH LINTELS OVER ALL WALL PENETRATIONS

WHETHER INDICATED ON THE DRAWINGS OR NOT.

13 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 3/4" 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. 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.

5 CONCRETE REINFORCEMENT:

5.1 DETAILING, FABRICATION, AND PLACEMENT OF REINFORCEMENT SHALL CONFORM

TO ACI-315.

5.2 ALL REINFORCEMENT TO BE ASTM A615 GRADE 60 U.N.O. WELDED WIRE FABRIC TO

BE ASTM A185 WITH WIRE CONFORMING TO ASTM A82. 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, LINTELS 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 U.N.O., INSTALL WWF 1 1/2" FROM TOP OF ALL SLABS ON GRADE, TOPPING SLABS

ON DECK, OR TOPPING SLABS ON PRECAST. LAP JOINTS TWO FULL MESHES BUT NOT

LESS THAN 8". AT CONSTRUCTION JOINTS, LOCATE WWF AT MIDDEPTH OF SLAB.

5.8 PROVIDE 2'-0"x2'-0" CORNER BARS SPLICING AT ALL HORIZONTAL BARS AT

CONCRETE WALL AND FOOTING CORNERS.

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, W31 OR D31 WIRE AND SMALLER 1 1/2"

TRENCH FOOTINGS SIDES: 4 1/2”

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

SLABS, WALLS, JOISTS:

#14 AND # 18 1 1/2"

#11 BAR AND SMALLER 3/4"

BEAMS, COLUMNS, LINTELS:

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 = 3,500 PSI SLABS ON GRADE ................................................ 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". LOCATE FOUNDATION COLD JOINTS

AT EXPANSION JOINTS IN MASONRY VENEER WHEN POSSIBLE.

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 AND COMPLY WITH ACI SPACING REQUIREMENTS.

10 PROVIDE MINIMUM 7000 PSI NON-SHRINK, NON-METALLIC GROUT UNDER COLUMN

BASE PLATES. GROUT SHALL NOT CONTAIN GYPSUM. COLUMN BASES TO BE GROUTED

BEFORE PLACEMENT OF CONCRETE TOPPING ON STEEL FORMS.

11 MINIMUM 4" CONCRETE SLAB ON GRADE WITH WWF 6X6-W2.1 X W2.1, OVER VAPOR

BARRIER, OVER A MINIMUM 4" COMPACTABLE, TRIMMABLE, GRANULAR FILL, TYP. U.N.O.

ON DRAWINGS AND GEOTECHNICAL REPORT.

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. 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.

13.5 ALL SLABS ARE TO BE SUPPORTED BY A MIN. OF 24" STRUCTURAL FILL. SEE CIVIL

FOR MORE INFORMATION.

14 CONCRETE ACCESSORIES:

14.1 U.N.O., HEADED SHEAR STUDS TO BE NELSON HEADED ANCHORS WITH FLUXED

ENDS OR APPROVED EQUIVALENT AND SHALL BE AUTOMATICALLY END WELDED BY

UTILIZING THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

14.2 U.N.O., DEFORMED BAR ANCHORS (D.B.A.) SHALL BE NELSON, TYPE D2L, OR

APPROVED EQUIVALENT AND SHALL BE AUTOMATICALLY END WELDED BY UTILIZING THE

MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

14.3 U.N.O., EXPANSION BOLTS TO BE HILTI KWIK BOLT TZ, 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.

14.4 U.N.O., ADHESIVE 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 EMBEDDED PLATES AND ANGLES TO BE HOT-DIP

GALVANIZED AFTER FABRICATION, U.N.O. NO LOADS OR WELDS SHALL BE PLACED ON

EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING.

16 2" RIGID EXTRUDED POLYSTYRENE PERIMETER INSULATION OR EQUAL TO BE

INSTALLED ON INSIDE FACE OF FOUNDATIONWALL/GRADE BEAM, EXTENDING DOWN

FROM THE TOP OF FOUNDATION 42 INCHES, AND EXTENDING IN FROM THE EDGE OF

FOUNDATION 24 INCHES BELOW SLAB.

17 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.

18 COLD WEATHER PROTECTION

18.1 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR

PROTECTING CURING CONCRETE PER THE RQMTS. OF ACI 306.

18.2 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 COMPENSATED BY CHANGE ORDER.

18.3 CONTRACTOR TO PROVIDE A FROST STOOP PER TYP. STOOP DETAIL @ ALL

EXTERIOR DOORS, SEE ARCH. FOR DOOR LOCATIONS.

COLD-FORMED STEEL STUDS (EXTERIOR WALLS)

1 COLD-FORMED STEEL STUD WORK SHALL CONFORM WITH CHAPTER 22 OF THE IBC.

2 COLD-FORMED STEEL STUDS SHALL BE C-SHAPED STUDS FORMED FROM STRUCTURAL

QUALITY STEEL HAVING A MINIMUM YIELD STRENGTH OF 33 KSI FOR 18 AND 20 GA. AND

50 KSI FOR 12, 14, AND 16 GA. AND CONFORM TO THE REQUIREMENTS OF ASTM A955.

STUDS SHALL BE OF THE SIZE, GA., AND SPACING SHOWN ON THE DRAWINGS.

3 ALL COLD-FORMED STUDS, TRACK, BRIDGING, AND ACCESSORIES SHALL BE FORMED

FROM STEEL HAVING A GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM

A653, G-60 GALVANIZED FINISH.

4 HORIZONTAL DEFLECTION OF THE WALL RESULTING FROM LATERAL LOAD (WIND LOAD,

ETC.) SHALL NOT EXCEED L/600.

5 VERTICAL DEFLECTION OF THE WALL RESULTING FROM THE WEIGHT OF THE WALL

EXTERIOR FACING MATERIAL SHALL NOT EXCEED L/600 OR 1/4", WHICHEVER IS LESS.

6 LOAD BEARING STUDS SHALL HAVE HORIZONTAL STRAPPING ON BOTH FACES AT 4'-0"

O.C. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY

OF THE STUDS.

7 FOR LOAD BEARING STUDS, STUDS SHALL BE FULLY SEATED IN TRACK. TRACK SHALL

BE OVERSIZED TO PROVIDE FULL STUD BEARING.

8 SCREWS SHALL BE ELCO DRIL-FLEX, HILTI KWIK-FLEX, OR AN APPROVED EQUIVALENT.

9 COLD-FORMED STEEL WELDING SHALL CONFORM WITH AWS D1.3.

10 COLD-FORMED SIZES SHOWN ARE FOR PRICING PURPOSES ONLY. FINAL DESIGN AND

CONNECTIONS BY COLD-FORMED DESIGNER.

11 U.N.O., PROVIDE (1) 0.157" DIA. PAF @ 16" O.C. (1 1/4" EMBED) @ BOTTOM WALL

TRACKS FOR WALLS ≤ 6". PROVIDE (2) 0.145" DIA. PAFS @ 16" O.C. (1 1/4" EMBED) @

BOTTOM WALL TRACKS FOR WALLS > 6".

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

2.7 HEADED ANCHOR SHEAR STUDS ASTM A108 GR C-1010 THRU C-1020

MIN. TENSILE STRENGTH FY=55,000 PSI

MIN. YIELD STRENGTH FY=55,000 PSI

2.8 STEEL JOIST SJI K AND KSP SERIES

2.9 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.

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 THE CONTRACTOR SHALL NOTIFY THE SPECIAL INSPECTOR AND PROVIDE ACCESS TO

PROVIDE THE FOLLOWING TASKS.

6 SPECIAL INSPECTION PROGRAM:

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 USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION

WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES

THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.

VERIFICATION AND INSPECTION FREQ/TASK

STEEL (IBC SECTION 1702 AND AISC 360 SECTION N5)

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. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY):

• JOINT PREPARATION

• DIMS. (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES) OBSERVE

• TACKING (TACK WELD QUALITY & LOCATION)

• BACKING TYPE & FIT (IF APPLICABLE)

F. CONFIGURATION & FINISH OF ACCESS HOLES. OBSERVE

G. 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. STRUCTURAL STEEL & COLD-FORMED STEEL DECK:

1) COMPLETE & PARTIAL PENETRATION GROOVE WELDS. CONT.

2) MULTIPASS FILLET WELDS. CONT.

3) SINGLE-PASS FILLET WELDS > 5/16". CONT.

4) PLUG & SLOT WELDS. CONT.

5) SINGLE-PASS FILLET WELDS ≤ 5/16". PERIODIC

6) FLOOR & DECK WELDS. CONT.

B. USE OF QUALIFIED WELDERS. OBSERVE

C. CONTROL & HANDLING OF WELDING CONSUMABLES: OBSERVE

• EXPOSURE CONTROL • PACKAGING

D. NO WELDING OVER CRACKED TACK WELDS. OBSERVE

E. ENVIRONMENTAL CONDITIONS: OBSERVE

• WIND SPEED WITHIN LIMITS • PRECIPITATION & TEMP.

F. 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)

G. 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. PERIODIC

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 PERIODIC

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 ELEM. OF COMP. CONST. PRIOR TO CONC. PLACEMENT:

A. PLACEMENT & INSTALLATION OF STEEL DECK. PERFORM

B. PLACEMENT & INSTALLATION OF STEEL HEADED STUD ANCHORS. PERFORM

C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS. PERFORM

8. INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL:

A. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

1) IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS PERIODIC

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

2) MANUFACTURER'S CERTIFIED TEST REPORTS. PERIODIC

B. INSPECTION OF WELDING:

1) FLOOR & ROOF DECK WELDS. PERIODIC

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

3) 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

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 FOR COMPLETE JOINT PENETRATION WELDS, WELDS SHALL BE MADE WITH FILLER

METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40° F.

9 WELDING TO JOIST WEB MEMBERS IS PROHIBITED. WELDING TO JOIST BOTTOM

CHORDS IS PROHIBITED WITHOUT THE APPROVAL OF THE ENGINEER, WITH THE SOLE

EXCEPTION OF JOIST BRIDGING. WALL PANEL BRACING, GIRDER BRACING, AND ALL

OTHER WELDED ATTACHMENTS SHALL BE MADE TO JOIST TOP CHORDS. ATTACHMENTS

MADE TO JOIST TOP CHORD SHALL BE MADE ONLY AT JOIST PANEL POINTS.

10 ALL STEEL BEAMS, COLUMNS, AND BRACING SHALL RECEIVE A SINGLE COAT OF SHOP

APPLIED PRIMER. EXCEPT AS NOTED IN NOTE 11 BELOW.

11 HOT-DIP GALVANIZE STEEL FOR THE FOLLOWING CONDITIONS:

11.1 STEEL ELEMENTS PERMANENTLY EXPOSED TO WEATHER.

11.2 STEEL ELEMENTS LOCATED IN UNCONDITIONED SPACES.

11.3 STEEL ELEMENTS LOCATED OUTSIDE THE BUILDING THERMAL ENVELOPE.

11.4 STEEL ELEMENTS LOCATED IN AREAS WITH HIGH HUMIDITY.

11.5 ALL LINTEL ASSEMBLIES LOCATED IN EXTERIOR WALLS.

11.6 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 NO CONNECTION SHALL USE LESS THAN 2 ROWS OF BOLTS.

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

12.4 MOMENT CONNECTIONS ARE INDICATED ON DRAWINGS BY A DARKENED

TRIANGLE ON THE END OF THE MEMBER TO BE MOMENT CONNECTED. IF THE BEAM END

MOMENT IS NOT SHOWN, DEVELOP PLASTIC MOMENT CAPACITY OF MEMBER ABOUT

MAJOR AXIS. WHERE POSSIBLE, USE SHEAR TAB WEB CONNECTION WITH MOMENT

CONNECTION.

12.5 U.N.O., POCKET BEAMS 5" MIN. INTO CONCRETE AND BEAR ON 3/4" GROUT, MIN.

ANCHOR WITH (2) 3/4"Φ x 1'-4" HEADED ANCHOR BOLTS. SLOT HOLES IN BEAM FLANGE 2"

PARALLEL TO BEAM SPAN. GROUT POCKETS SOLID.

12.6 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.

18 (+###’-#”) CALLOUT ON PLANS AT BEAM LOCATIONS INDICATES TOP OF BEAM U.N.O.

CONCRETE MASONRY NOTES

1 CONCRETE MASONRY WORK SHALL CONFORM TO CHAPTER 21 OF THE IBC.

2 ALL WALLS ARE NOMINAL SIZE CMU STACKED WITH A RUNNING BOND PATTERN

UNLESS NOTED OTHERWISE ON THE DRAWINGS. JOINT REINFORCING SHALL NOT

EXTEND THROUGH CONTROL JOINTS. BOND BEAM REINFORCING SHALL BE CONTINUOUS

THROUGH CONTROL JOINTS. INTERSECTING WALLS SHALL BE BONDED BY OVERLAPPING

COURSES.

3 ALL UNITS SHALL BE NORMAL WEIGHT CONCRETE MASONRY W/ MINIMUM

COMPRESSIVE STRENGTH = 1,900 PSI (ASSEMBLY f'm = 1,500 PSI) AND CONFORM TO ASTM

C90. UNITS SHALL BE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140. LINEAL

SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. CONCRETE MASONRY WALLS SHALL

BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS AND, IF NOT SHOWN, SHALL BE

REINFORCED AS NOTED BELOW.

4 CONCRETE MASONRY REINFORCEMENT:

4.1 REINFORCING STEEL SHALL CONFORM TO IBC SECTION 2103.13. REBAR

REINFORCEMENT SHALL BE ASTM A615 GRADE 60 U.N.O. AND SHALL BE SECURELY

PLACED IN ACCORDANCE WITH ACI 530.1 SECTION 3.4. TIES AND STIRRUPS SHALL BE

ASTM A615 GRADE 40 (MIN.). PROVIDE MINIMUM LAP FOR REINFORCING BARS PER ACI

530(48 BAR DIAMETERS, WITH A MINIMUM OF 18").

4.2 JOINT REINFORCING SHALL BE ASTM A82, LADDER TYPE DESIGN, NO. 9 WIRE AT

SIDES AND CROSS RODS. INSTALL CONTINUOUS JOINT REINFORCING 16" ON CENTERS

VERTICALLY. INSTALL CONTINUOUS JOINT REINFORCING IN THE FIRST AND SECOND BED

JOINTS ABOVE AND BELOW OPENINGS AND EXTEND REINFORCING 24" BEYOND EACH

SIDE OF OPENING. LAP JOINT REINFORCING SPLICES A MINIMUM OF 6 INCHES.

4.3 CONTINUOUS BOND BEAMS REINFORCED WITH (2) #5 CONTINUOUS BARS SHALL BE

PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALLS. STEP BOND

BEAMS AS REQUIRED TO MATCH ROOF SLOPES. CONTINUE BOND BEAM REINFORCING

THROUGH CONTROL JOINTS U.N.O. AT OPENINGS WHERE A STRUCTURAL STEEL HEADER

IS NOT SHOWN ON PLAN OR HEADER SCHEDULE, SEE NOTE 8. PROVIDE A BOND BEAM

REINFORCED W/ (2) #5 BARS AT SILL LOCATIONS. EXTEND BARS AT OPENINGS 2'-0" PAST

THE OPENING AT EACH SIDE. PROVIDE (1) BAR, MATCHING VERTICAL BAR SIZE, FOR THE

FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS, AND WALL

INTERSECTIONS, U.N.O.

4.4 DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6" OR

HOOKED INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING

AS WALL REINFORCING. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL

REINFORCING AT WALL INTERSECTIONS.

4.5 ALL EXTERIOR MASONRY WALLS AND INTERIOR LOAD BEARING MASONRY WALLS

SHALL BE REINFORCED WITH #5 BARS VERTICAL, CENTERED IN WALL, AT 40" O.C. UNLESS

NOTED OTHERWISE IN THE PLANS AND SECTIONS.

4.6 NON-LOAD BEARING MASONRY WALLS (NOT SHOWN ON STRUCTURAL DRAWINGS)

SHALL BE REINFORCED WITH #4 BARS VERTICAL, CENTERED IN WALL, AT 48" O.C. UNLESS

NOTED OTHERWISE IN THE PLANS AND SECTIONS. SEE ARCH. FOR NON-LOAD BEARING

MASONRY WALL LOCATIONS.

4.7 SEE SPECIFICATIONS FOR REQUIRED REINFORCING AT WALL OPENINGS AND

INTERSECTIONS, AND TERMINATIONS.

5 VERTICAL EXPANSION JOINTS SHALL BE SPACED NO GREATER THAN 30 FEET ON

CENTER. COORDINATE JOINTS w/ ARCH. DRAWINGS. BOND BEAM REINFORCING SHALL BE

CONTINUOUS THROUGH CONTROL JOINTS. INDICATE PROPOSED LOCATIONS OF

CONTROL JOINTS ON SUBMITTALS.

6 MORTAR SHALL BE TYPE S, WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF

1,900 PSI AND SHALL CONFORM TO IBC SECTION 2103.

7 GROUT:

7.1 GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI

(TYPE S) AND SHALL CONFORM TO IBC SECTION 2103. GROUT SHALL CONSIST OF A

MIXTURE OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER

HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION OF THE

CONSTITUENTS.

7.2 GROUT CELLS SOLID AT REINFORCING, BOND BEAMS, INSERTS, ANCHORS,

ELEVATOR GUIDE RAILS, AND 24" BELOW BEARING POINT OF STEEL SECTIONS AND 12"

TO EACH SIDE. CELLS WHICH ARE TO RECEIVE GROUT ARE TO BE FREE OF PROTRUDING

MORTAR AND DROPPINGS. GROUT BOND BEAMS OVER OPENINGS IN ONE CONTINUOUS

POUR. SUPPORT AND SECURE REINFORCEMENT AGAINST DISPLACEMENT BEFORE

GROUTING. GROUT SOLID ALL CMU BELOW FINISHED FLOOR ON GRADE ELEV.

7.3 FULLY GROUT ALL CMU CORES BELOW FINISHED FLOOR ELEVATION.

8 PROVIDE MASONRY LINTELS OVER OPENINGS AS INDICATED BELOW, U.N.O. LINTELS

SHALL BEAR 8" ON EACH SIDE OF OPENING. PERMANENTLY EXPOSED LINTELS TO BE

HOT-DIP GALVANIZED AFTER FABRICATION, U.N.O.

8.1 FOR EVERY 4" NOMINAL THICKNESS OF MASONRY:

SPAN: LINTEL

0-2FT 1/4" PLATE, OR BOND BEAM WITH 2#5

2FT-4FT L-3.5x3.5x1/4" 4FT-6FT L-5x3.5x1/4" LLV 6FT-8FT L-5x3.5x1/4" LLV

8.2 FOR EVERY 6" NOMINAL THICKNESS OF MASONRY (EG. 6" CMU):

SPAN: LINTEL:

0-2FT 1/4" PLATE, OR BOND BEAM WITH 1#5

2FT-4FT WT4x9 4FT-6FT WT4x9 6FT-8FT L5x3.5x1/4" WITH BOTTOM PLATE- 1/4"x5"

8.3 BACK-TO-BACK ANGLES SHALL BE WELDED TOGETHER WITH 2" WELD AT 12" O.C.

REMAINING JOINT BETWEEN ANGLES TO BE FILLED WITH BODY PUTTY AND GROUND

SMOOTH TO MAKE SEAMLESS IN APPEARANCE.

8.4 ALL LINTELS OVER 6'-0" LONG SHALL HAVE #5 DBA x 2'-6" SPACED TO MATCH WALL

REINFORCING.

STEEL JOIST AND JOIST GIRDERS

1. INSTALLATION OF OPEN WEB-STEEL JOIST AND JOIST GIRDERS:

A. END CONNECTIONS - WELDED OR BOLTED PERIODIC

B. BRIDGING - HORIZONTAL OR DIAGONAL

1) STANDARD BRIDGING. PERIODIC

2) BRIDGING THAT DIFFERS FROM SJI SPECIFICATIONS LISTED IN SECTION 2207.1 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.

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO PERIODIC

ACHIEVE THE DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH & HAVE REACHED PERIODIC

PROPER MATERIAL.

3. PERFORM CLASSIFICATION & TESTING OF COMPACTED FILL MATERIALS. PERIODIC

4. VERIFY USE OF PROPER MATERIALS, DENSITIES & LIFT THICKNESSES DURING CONT.

PLACEMENT & COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE & VERIFY PERIODIC

THAT SITE HAS BEEN PREPARED PROPERLY.

MASONRY - LEVEL B

1. COMPLIANCE w/ REQ'D INSPECTION PROVISIONS OF THE CONSTRUCTION PERIODIC

DOCUMENTS & THE APPROVED SUBMITTALS SHALL BE VERIFIED.

2. VERIFICATION OF f'm IN ACCORDANCE w/ MSJC ARTICLE 1.4B PRIOR TO PERIODIC

CONSTRUCTION EXCEPT WHERE SPECIFICALLY EXEMPTED BY THE IBC.

3. VERIFICATION OF SLUMP FLOW & VSI AS DELIVERED TO THE SITE IN CONT.

ACCORDANCE w/ MSJC ARTICLE 1.5.B.1.b.3 FOR SELF-CONSOLIDATING GROUT.

4. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING

ARE IN COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR. PERIODIC

B. CONSTRUCTION OF MORTAR JOINTS. PERIODIC

C. LOCATION OF REINFORCEMENT & CONNECTORS. PERIODIC

5. PRIOR TO GROUTING, VERIFY THE FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE. PERIODIC

B. GRADE, TYPE, & SIZE OF REINFORCEMENT & ANCHOR BOLTS PERIODIC

C. PLACEMENT OF REINFORCEMENT & CONNECTORS. PERIODIC

D. PROPORTIONS OF SITE-PREPARED GROUT. PERIODIC

E. CONSTRUCTION OF MORTAR JOINTS. PERIODIC

6. VERIFY DURING CONSTRUCTION:

A. SIZE & LOCATION OF STRUCTURAL ELEMENTS. PERIODIC

B. TYPE, SIZE & LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR PERIODIC

OTHER CONSTRUCTION.

C. WELDING OF REINFORCING BARS. CONT.

D. PREPARATION, CONSTRUCTION & PROTECTION OF MASONRY DURING COLD PERIODIC

WEATHER (TEMP. BELOW 40°F) OR HOT WEATHER (TEMP. ABOVE 90°F).

E. PLACEMENT OF GROUT. CONT.

7. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS PERIODIC

&/OR PRISMS.

MARK:

W2

W3

MASONRY WALL SCHEDULE

BLOCK SIZE:

(2) 4"

8"

VERTICAL REINFORCING:

#5 AT 48" O.C.

HORIZONTAL REINFORCING:

LADDER TYPE AT 16" O.C.

NOTES:

SEE SPECIFICATIONS FOR ADDITIONAL REINFORCING AND JOINTING.

#4 AT 16" O.C. LADDER TYPE AT 16" O.C. AND BOND BEAM W/ (1) #5 CONT.

AT 16" O.C. FULL HEIGHT

NOTES:

1. MASONRY WALLS SHOWN ON PLAN ARE TYPE W4 U.N.O.

2. SEE STRUCTURAL NOTES FOR NON-LOAD BEARING MASONRY WALL REINFORCEMENT.

W4 8" #5 AT 48" O.C. LADDER TYPE AT 16" O.C. AND BOND BEAM W/ (2) #5

CONT.AT TOP OF WALL EXCEPT AT INFILL LOCATIONS

SEE SPECIFICATIONS FOR ADDITIONAL REINFORCING AND JOINTING.

SEE DETAIL F4/S1 FOR ADDITIONAL INFORMATION.

SEE SPECIFICATIONS FOR ADDITIONAL REINFORCING AND JOINTING.

W1 4" - LADDER TYPE AT 16" O.C. SEE SPECIFICATIONS FOR ADDITIONAL REINFORCING AND JOINTING.

C

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(E) 3'-0"x3'-0"x1'-0"

CONC FTG (-6'-0")

(E) 3'-0"x3'-0"x1'-0"

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