Attch 2 - Drawings for Bldg 91262.pdf

PDF 13 MB Posted Jan 18, 2022

Attached to: Alter A/C Hangar, Bldg. 91262 Federal contract opportunity
Solicitation number: FA441722B0001
Issued by: Department of the Air Force Special Operations Command

About this file

Written by GovTribe AI · Dec 27, 2023

This document provides details for an upcoming federal construction contract opportunity to alter an aircraft maintenance hangar at an Air Force base. The project will replace three non-compliant storage mezzanines and bring an aircraft parts storage area into compliance with life safety requirements. The contract value is estimated between $1 million and $5 million. The solicitation is expected to be released on February 1, 2022. The contract will be awarded as a 100% set-aside for Service-Disabled Veteran-Owned Small Businesses as a single-award, firm-fixed-price contract. The contractor must complete all work within 291 calendar days. Interested parties must register in the System for Award Management to receive solicitation updates and be eligible for award. The contract will support the 1st Special Operations Civil Engineer Squadron of the Department of the Air Force Special Operations Command.

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Attch 1 - Specifications for Bldg 91262.pdf	PDF	Jan 18, 2022

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L e to ur n e a u C irc le

L e to ur n e au C irc le

F o xx A ve n u e

Tully Street

S im pso n A venue

Tully Street

Red Horse Road

Tupelo Circle

Bakke Street

M a yo S tre e t

Bakke Street

Red H orse

R oad

Tully Street

Grimm Lane

Hume Drive

Bland Street

Galvan Street

Hume Drive

Lewis Drive

Hodges Street

Walters Drive

H u m e

D riv e

Acha Drive

Harrison Dr ive

Hume Drive

McIntosh Court

US98

O 'N e il

A ve n u e

Independence Road

US98

C o dy A v e n u e

Purcell Drive

C a m p ai g n e

S tr e et

Whitbeck Street

Gelshlager Street

Clark Road

Hume Drive

Schmauss Lane

W ea ve r

A ve nu e

US98

McMillan Street

Corlew Road

W alkup W ay

Independen ce Road

Bedel Street

B e n n et t

A ve n u e

Frazier Street

C ru z A ve n u e

Red Horse Road

Benn ett

A ve nue

T u lly Street

T u lly S tr e e t

Bedel Street

Westfal l C ircl e

Ham by Place

Tully Street

Lukasik Avenue

Cod y

Ave nu e

K e rw oo d R o a d

US98

Lielmanis Avenue

Howie W alters W ay

US98

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US98

Harts on S tre et

McClean Stre et

T e rr y

Av en u e

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Mitchell Road

Bartley Street

Blessinger D r iv e

Kanu ha D riv e

Downs Road

M artin

L uther K ing

W alkup W ay

Downs R oad

M A

Y S

E T

Kissam Street

Spooky Ln.

Broadway Dr.

B ro a dw a y D r.

B roadw ay D r.

Piccadilly Dr.

Thursday Dr.

T h u r s d a y

D r .

Dagger D r.

T h u rs d ay

D r.

91266

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91272 91285

HIGHWAY 98

MARTIN LUTHER KING JR. BLVD

INTERSECTION ENTRANCE

COMMERCIAL VEHICLE INSPECTION

ENTRANCE PASS & ID OFFICE

HURLBURT EAST GATE, NO

COMMERCIAL ENTRANCE

FIRE DEPARTMENT BLDG 90734

CONTRACTOR HAUL ROUTE

NORTH

BASE MAP

DEPENDENCE R

BLDG 90053

1 SPEC OPS CIVIL ENG SQ

BLDG 90337

1 SPEC OPS CONTRACTING SQ

MAIN GATE

PASS ID OFFICE

PROJECT SITE

(EXISTING BLDG)

LAYDOWN

AREA

91262

AR94997

DERETSI

E R

A R C H

E C

FOETAT

FL O R ID

R ICE

ACREBO

RLT

08/18/2021

L O

M M

SHEET REFERENCE:

D A

T E

SHEET NUMBER:

D E

S C

N R

E V

F O

R C

L O

O N

S C

O M

M A

N D

R A

N S

N G

Q U

A D

R O

H U

U R

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

91262

G-001

FINAL SUBMITTAL

8/18/2021

H E

E T

GJD

LCS

CP1038344

A L T

E R

A C

M A

E N

A N

C E

H A

N G

A R

S O

A M

X S

ALTER AC MAINTENANCE HANGAR

801 SOAMXS, BLDG. 91262

HURLBURT FIELD, FLORIDA

CP1038344

PROJECT

SITE

PLAN

NORTH

AR94997

DERETSI

E R

A R C H

E C

FOETAT

FL O R ID

R ICE

ACREBO

RLT

08/18/2021

L O

M M

SHEET REFERENCE:

D A

T E

SHEET NUMBER:

D E

S C

N R

E V

F O

R C

L O

O N

S C

O M

M A

N D

R A

N S

N G

Q U

A D

R O

H U

U R

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

91262

G-002

FINAL SUBMITTAL

8/18/2021

D R

A W

E X

Author

Designer

CP1038344

A L T

E R

A C

M A

E N

A N

C E

H A

N G

A R

S O

A M

X S

INDEX OF DRAWINGS

SHEET

NUMBER SHEET NAME

FIRE PROTECTION

FX-111 1ST FLOOR DEMO PLAN - FIRE PROTECTION

FX-121 1ST FLOOR PLAN - FIRE PROTECTION

FX-122 2ND FLOOR PLAN - FIRE PROTECTION

FX-201 FIRE PROTECTION DETAILS

FIRE ALARM

F-101 FIRE ALARM NOTES, LEGEND AND MATRIX

F-121 1ST FLOOR PLAN - FIRE ALARM

F-122 2ND FLOOR PLAN - FIRE ALARM

MECHANICAL

M-001 GENERAL MECHANICAL INFORMATION

M-101 DEMOLITION - 1ST FLOOR HVAC

M-201 1ST FLOOR HVAC

M-202 2ND FLOOR HVAC

M-501 MECHANICAL DETAILS

M-601 MECHANICAL SCHEDULES AND CONTROLS

ELECTRICAL

E-001 LEGEND, GENERAL NOTES, POWER RISER DIAGRAM

E-002 LIGHTING FIXTURE SCHEDULE AND DETAILS

E-003 DIAGRAMS AND DETAILS

E-101 1ST FLOOR ELECTRICAL DEMOLITION PLAN

E-102 2ND FLOOR ELECTRICAL DEMOLITION PLAN

E-103 1ST FLOOR LIGHTING PLAN

E-104 2ND FLOOR LIGHTING PLAN

E-105 1ST FLOOR POWER PLAN

E-106 2ND FLOOR POWER PLAN

TELECOMMUNICATIONS

T-001 1ST FLOOR COMMUNICATIONS PLAN

T-101 1ST FLOOR COMMUNICATIONS PLAN

T-102 2ND FLOOR COMMUNICATIONS PLAN

INDEX OF DRAWINGS

SHEET

NUMBER SHEET NAME

GENERAL

G-001 TITLE SHEET

G-002 DRAWING INDEX

L-121 1ST FLOOR PLAN - LIFE SAFETY

L-122 2ND FLOOR PLAN - LIFE SAFETY

STRUCTURAL

S-001 GENERAL NOTES

S-002 GENERAL NOTES

S-100 SLAB-ON-GRADE PLAN

S-101 ENLARGED SLAB-ON-GRADE PLANS

S-110 MEZZANINE FRAMING PLAN

S-201 ELEVATIONS

S-202 ELEVATIONS

S-301 MEZZANINE SECTIONS

S-302 MEZZANINE SECTIONS

S-303 CMU OPENING SECTIONS

S-401 FOUNDATION SECTIONS

S-501 TYPICAL STEEL DETAILS

S-502 TYPICAL CMU DETAILS

S-503 TYPICAL SLAB-ON-GRADE DETAILS

ARCHITECTURAL

A-001 WALL TYPES, SYMBOLS & ABBREVIATIONS

A-100 OVERALL PLAN

A-111 1ST FLOOR PLAN - DEMOLITION

A-112 2ND FLOOR PLAN - DEMOLITION

A-121 1ST FLOOR PLAN - NEW WORK

A-122 2ND FLOOR PLAN - NEW WORK

A-151 1ST FLOOR RCP - DEMOLITION

A-152 2ND FLOOR RCP - DEMOLITION

A-161 1ST FLOOR RCP - NEW WORK

A-162 2ND FLOOR RCP - NEW WORK

A-201 ELEVATIONS & PARTIAL BUILDING SECTION

A-401 STAIRS & DETAILS

A-402 STAIRS, STAIR DETAILS & OHCD DETAILS

A-601 OPENING SCHEDULE AND DETAILS

A-602 OPENING DETAILS

A-701 CASEWORK & SECTION DETAILS

INTERIOR

I-101 1ST FLOOR PLAN - FINISH AND FURNITURE

I-102 2ND FLOOR PLAN - FINISH AND FURNITURE

I-103 1ST FLOOR PLAN - SIGNAGE

I-104 2ND FLOOR PLAN - SIGNAGE

I-601 FINISH SCHEDULE, NOTES, AND DETAILS

1.00 GENERAL NOTES

1.01 THESE DRAWINGS ADDRESS ONLY THE STRUCTURAL DESIGN OF THE STRUCTURE. THE DIMENSIONAL LAYOUT OF THE STRUCTURE HAS BEEN DICTATED TO JOE DEREUIL ASSOCIATES IN ORDER TO PRODUCE STRUCTURAL DESIGN DOCUMENTS. NO REPRESENTATION IS MADE REGARDING CODE CONFORMANCE OF NON-STRUCTURAL ASPECTS OF THE STRUCTURE.

1.02 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANY CONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER-OF-RECORD FOR RESOLUTION

BEFORE PROCEEDING WITH FABRICATION OR CONSTRUCTION.

1.03 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY SHOWN, PROVIDE

DETAILS SIMILAR TO THOSE SHOWN.

1.04 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFY STRUCTURAL ENGINEER OF

ANY DISCREPANCY.

1.05 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TAKE NECESSARY PRECAUTIONS TO PROTECT THE EXISTING STRUCTURE AND ITS FOUNDATION AND TO LIMIT, TO THE EXTENT POSSIBLE, THE EFFECTS OF CONSTRUCTION THAT THE NEW STRUCTURE HAS ON THE

EXISTING STRUCTURE.

1.06 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL.

NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION. CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL

DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS.

1.07 DESIGN CRITERIA:

THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:

A. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS

B. UFC 3-301-01, STRUCTURAL ENGINEERING

C. INTERNATIONAL BUILDING CODE, 2018

D. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

E. ACI 302.1 R-15, CONCRETE FLOOR AND SLAB CONSTRUCTION

F. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

G. ACI 360 R-10, DESIGN OF SLABS-ON-GROUND

H. AISC STEEL CONSTRUCTION MANUAL 15TH EDITION

I. ANSI/SDI, AMERICAN NATIONAL STANDARDS INSTITUTE/STEEL DECK INSTITUTE, RD-2010 STANDARD FOR STEEL FLOOR

DECK

J. TMS 402/602-16, BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES

1.08 DESIGN LOADS

A. DEAD LOADS:

1. MECHANICAL, ELECTRICAL, PLUMBING: 5 PSF

2. MISCELLANEOUS: 5 PSF

B. LIVE LOADS: (MAY BE REDUCED PER CODE)

1. STAIRS: 100 PSF

2. EXISTING MEZZANINE (OFFICE SPACE): 100 PSF

3. SLAB-ON-GRADE: 250 PSF

4. HEAVY STORAGE: 250 PSF

C. WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-16. SEE WIND

PRESSURE DIAGRAM & CHART FOR THE FOLLOWING:

1. BASIC WIND SPEED (3-SEC GUST)

2. BUILDING RISK CATEGORY

3. WIND EXPOSURE CATEGORY

4. INTERNAL PRESSURE COEFFICIENT

5. COMPONENT & CLADDING WIND PRESSURES

D. EARTHQUAKE LOADS:

1. SEISMIC IMPORTANCE FACTOR (Ie): 1.25

2. OCCUPANCY CATEGORY: III

3. SEISMIC DESIGN CATEGORY: B

4. MAPPED SPECTRAL RESPONSE ACCELERATIONS & PARAMETERS

Ss = 0.075g Sds = 0.080g S1 = 0.053g Sd1 = 0.085g

5. SITE CLASSIFICATION: D

6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS

7. DESIGN BASE SHEAR: 7.7 KIPS

8. SEISMIC RESPONSE COEFFICIENT, Cs = 0.050

9. RESPONSE MODIFICATION FACTOR(S): 2

10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

1.09 SHOP DRAWING SUBMITTALS:

A. THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS DONE BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE

CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE REVIEW BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE ONLY. IF SHOP DRAWINGS HAVE NOT BEEN REVIEWED AND APPROVED BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER, THEY SHALL

BE RETURNED WITHOUT APPROVAL.

B. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ANY AND ALL ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF ALL SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN

THE CONSTRUCTION DOCUMENTS.

C. ALL MODIFICATIONS MADE FOR SUBMITTALS THAT ARE RE-SUBMITTED SHALL CLEARLY NOTE ALL CHANGES.

D. REPRODUCING THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS IS NOT ALLOWED, AND SHOP DRAWINGS WILL

BE RETURNED WITHOUT APPROVAL.

E. GENERAL SHOP DRAWING REQUIREMENTS:

1. SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECCESSARY FOR PROPER FABRICATION, ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS. INCLUDE PLANS, ELEVATIONS, AND SECTIONS.

CLEARLY SHOW ANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD IN THE FORM OF PLACING OR

ERECTION DRAWINGS.

2. CONCRETE REINFORCING DETAILER - PROVIDE PLACING DRAWINGS FOR FABRICATION AND PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: BAR LISTS, SCHEDULES, BENDING DETAILS, PLACING DETAILS, PLACING PLANS, AND PLACING ELEVATIONS. CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR LENGTHS, LOCATION AND SPLICES OF CONTINUOUS BARS, AND BAR

SUPPORTS. CLEARLY SHOW LOCATIONS OF ALL DOWELS ON PLAN.

1.10 SHOP DRAWINGS BY SPECIALTY ENGINEER:

A. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY ENGINEERED ERECTION AND

FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, BUT ARE NOT LIMITED TO: WINDOW SYSTEMS, STOREFRONT SYSTEM, ROOF SYSTEMS, AWNINGS, LOUVERS, LADDERS, AND ALL EXTERIOR SOFFIT FRAMING.

B. THE SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SYSTEM IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE CONSTRUCTION DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL REQUIREMENTS OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE

STRINGENT.

C. SHOP DRAWINGS SHALL BE PROVIDED TO THE ARCHITECT/E.O.R. AND CALCULATIONS SHALL REQUIRE THE SEAL, DATE, AND SIGNATURE OF THE SPECIALTY ENGINEER REGISTERED IN THE PROJECT STATE.

2.00 FOUNDATIONS AND SLAB-ON-GRADE

2.01 REFER TO SECTION 7.00 FOR HELICAL PILES.

2.02 SIDES OF FOUNDATIONS SHALL BE FORMED. SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND

CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.

2.03 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.

2.04 DEWATER TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED. REFER TO DIVISION 1 SPECIFICATIONS FOR ENVIRONMENTAL CONTROLS & DEWATERING. THE SITE IS KNOWN TO HAVE CONTAMINATED

GROUNDWATER WHICH MAY BE ENCOUNTERED.

2.05 SEE SPECIFICATIONS FOR VAPOR RETARDER MATERIAL VAPOR RETARDER SHALL CONFORM TO ASTM E1745, CLASS A, B, & C AND A MINIMUM OF 15 MIL. THICKNESS. VAPOR RETARDER SHOULD BE PLACED OVER THE COMPACTED SUBGRADE. IF THE VAPOR BARRIER/RETARDER IS TO BE PLACED OVER A ROUGH GRANULAR FILL A THIN LAYER OF APPROXIMATELY 1/2 IN. OF FINE-GRADED MATERIAL SHOULD BE ROLLED OR COMPACTED OVER THE FILL PRIOR TO INSTALLATION OF THE VAPOR BARRIER/RETARDER TO REDUCE THE POSSIBILITY OF PUNCTURE. VAPOR RETARDER SHOULD BE OVERLAPPED 8 IN. AND TAPED AT THE JOINTS AND CAREFULLY

FITTED AROUND SERVICE OPENINGS.

3.00 REINFORCED CONCRETE

3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-16, SPECIFICATIONS FOR STRUCTURAL CONCRETE. DESIGN IS BASED ON ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315R-18, GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT

BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.

3.02 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS (Fc’), WATER TO CEMENTITIOUS CONTENT (W/CM) AND AIR CONTENT ACCORDING TO EXPOSURE CLASS (EC):

Fc’ MAX. W/CM AIR CONTENT

A. FOUNDATIONS

(EC)-F0, S0, W0, C0) 3500 PSI 0.50 N/A

B. FRAMED (ELEVATED) FLOOR SLABS - INTERIOR

(EC-F0, S0, W0, C0) 3500 PSI 0.50 N/A

C. SLAB-ON-GRADE - INTERIOR & EXTERIOR

(EC-F0, S0, W0, C0) 3500 PSI 0.50 N/A

CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY.

3.03 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE.

3.04 REASONABLE MEASURES HAVE BEEN TAKEN TO MITIGATE SHRINKAGE CRACKING THROUGH THE USE OF JUDICIOUS DETAILING AND REINFORCING. HOWEVER SOME VISIBLE CRACKING IS TO BE EXPECTED AS A RESULT OF CONCRETE SHRINKAGE RESTRAINT.

FURTHER MEASURES COULD BE TAKEN TO ELIMINATE ALL VISIBLE CRACKING, BUT THESE WOULD COME AT A COST IN THE FORM OF ADDITIONAL REINFORCING. ANY CRACKING THAT DOES OCCUR SHALL BE REPAIRED WITH APPROPRIATE PROCEDURES.

3.05 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNER'S TESTING LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.

3.06 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

3.07 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".

3.08 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION ACTIVITIES.

"STICKING” DOWELS INTO WET CONCRETE IS NOT PERMITTED.

3.09 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICE WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE.

TERMINATE BARS WITH STANDARD HOOKS.

3.10 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE (PER ACI 318-14 TABLE 20.6.1.3.1):

A. CONCRETE AGAINST EARTH (NOT FORMED): 3"

B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:

1. #6 THROUGH #18 BARS: 2"

2. #5 BARS AND SMALLER: 1-1/2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

1. SLABS AND WALLS: 3/4"

3.11 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.

3.12 THE DESIGN AND CONSTRUCTION OF FORMS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:

A. FORMS SHALL CONFORM TO SHAPE, FORM AND LINES ON DRAWINGS.

B. ADEQUATE BRACING SHALL BE USED.

C. FORMS SUPPORTED ON GROUND SHALL HAVE ADEQUATE MUDSILLS.

D. QUALIFIED WORKMEN SHALL CONSTANTLY OBSERVE AND ADJUST, AS REQUIRED, ALL SHORES DURING CONCRETE

PLACING.

E. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE ADEQUATE DESIGN AND CONSTRUCTION OF ALL FORMS.

F. SPECIAL ATTENTION IS DIRECTED TO THE REQUIREMENT THAT THE CONTRACTOR MUST ADJUST THE SHORING, USING

SURVEYING INSTRUMENTS, DURING AND IMMEDIATELY AFTER PLACING OF CONCRETE FOR SLABS; THIS ADJUSTMENT

MUST NOT BE ATTEMPTED AFTER THE INITIAL SET OF CONCRETE.

3.13 SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED 75% OF ITS 28-DAY STRENGTH.

3.14 THE LICENSED DESIGN PROFESSIONAL, A PERSON UNDER THE SUPERVISION OF A LICENSED DESIGN PROFESSIONAL, OR A QUALIFIED INSPECTOR SHALL VERIFY COMPLIANCE WITH CONSTRUCTION DOCUMENTS. (ACI 318-14 PAR. 26.13.1.3)

3.15 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER, OR BY A REPRESENTATIVE

RESPONSIBLE TO HIM. (RE: ACI 318 PAR. 26.13.1)

3.16 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

4.00 STRUCTURAL STEEL, STEEL DECK

4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC 360-10 SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS.

4.02 SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING

FOR STEEL CONSTRUCTION", LATEST EDITION. STEEL FABRICATOR SHALL SUPPLY ANCHOR

BOLT LOCATION DRAWINGS. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE

COMPLETED AND REVIEWED.

4.03 STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992.

STRUCTURAL STEEL SHAPES, PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM

A36 UNLESS NOTED OTHERWISE. STEEL GUSSET PLATES USED IN BRACED FRAME

CONNECTIONS SHALL CONFORM TO ASTM A572, GRADE 50. HOLLOW STRUCTURAL STEEL

SHAPES SHALL CONFORM TO ASTM A500, GRADE C, FY = 50 KSI, UNLESS NOTED OTHERWISE.

4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED

OTHERWISE. BOLTS IN BEARING CONNECTIONS SHALL BE DESIGNATED TYPE N, TENSIONED,

SNUG-TIGHT AS DEFINED BY AISC. BOLTS IN MOMENT CONNECTIONS AND IN TRUSSES SHALL BE DESIGNATED SLIP-CRITICAL (SC). FULLY TENSION SLIP-CRITICAL CONNECTIONS WITH DIRECT TENSION INDICATOR WASHERS INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER'S INSTRUCTION.

4.05 HEADED ANCHOR RODS: ASTM F 1554, GRADE 36 ASTM F 1554, GRADE 55, WELDABLE, STRAIGHT.NUTS: ASTM A 563 (ASTM A 563M) HEAVY-HEX CARBON STEEL, PLATE WASHERS: ASTM A 36/A 36M CARBON STEEL, WASHERS: ASTM F 436 (ASTM F 436M), TYPE 1, HARDENED CARBON STEEL. FINISH: HOT-DIP ZINC COATING, ASTM A 153/A 153M, CLASS C MECHANICALLY DEPOSITED ZINC COATING, ASTM B 695, CLASS 50.

4.06 ALL COLUMNS, UNLESS NOTED OTHERWISE, SHALL BEAR ON 1 ½” GROUT BED. GROUT SHALL BE NON-SHRINK, NON-METALLIC

AND SHALL BE PLACED PRIOR TO POURING OF UPPER FLOOR LEVELS.

4.07 HEADED STUD SHEAR CONNECTORS: ASTM A 108, GRADES 1010 THROUGH 1020, HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE B. USE AUTOMATIC END WELDING OF HEADED-STUD SHEAR CONNECTORS ACCORDING TO AWS D1.1 AND

MANUFACTURER’S WRITTEN INSTRUCTIONS.

4.08 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUX CLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.

4.09 CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

4.10 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS NOT

SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.

4.11 WHEN SPECIFICALLY NOT DETAILED ON THE DESIGN DRAWINGS PROVIDE THE FOLLOWING BEAM CONNECTIONS:

A. USE TWO-SIDE ANGLE CONNECTIONS PER AISC SPECIFICATIONS, LATEST EDITION.

B. WHERE BEAM REACTIONS ARE SHOWN, CONNECTIONS SHALL DEVELOP THE REACTION GIVEN.

C. WHEN BEAM REACTIONS ARE NOT SHOWN, CONNECTIONS SHALL BE DESIGNED TO SUPPORT ONE HALF THE TOTAL

UNIFORM LOAD CAPACITIES SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, PARTS 2 OF THE AISC MANUAL, FOR THE

GIVEN BEAM, SPAN, AND GRADE OF STEEL SPECIFIED.

D. WHERE REACTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT.

4.12 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN BENDING, SHEAR

AND AXIAL LOAD (COMPRESSION AND TENSION).

4.13 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND ACCEPTANCE IS GRANTED. HOWEVER, THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANY EVENT, THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS, WHICH HE PROPOSES.

4.14 PROVIDE STIFFENER PLATES ON EACH SIDE OF WEB OF BEAM OR GIRDER AT POINTS OF CONCENTRATED LOADS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 1/2" OR FLANGE THICKNESS OF COLUMNS ABOVE OR BELOW, WHICHEVER IS THICKER.

4.15 PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING TO PROVIDE LATERAL SUPPORT UNTIL ALL PERMANENT BRACING MOMENT CONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY INSTALLED.

4.16 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND DRAWINGS RELATED TO OTHER TRADES. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC.

WITH THE WORK OF OTHER TRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND OPENINGS IN FLOOR

AND ROOF SLAB AS INDICATED IN THE MECHANICAL AND ARCHITECTURAL DRAWINGS.

4.17 THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE WEB REINFORCEMENT AT OPENINGS IN STEEL BEAMS AND GIRDERS FOR MECHANICAL AND ELECTRICAL PENETRATIONS. WEB OPENINGS SHALL BE LOCATED IN THE MIDDLE 1/3 OF BEAM DEPTH. WEB REINFORCEMENT IS NOT REQUIRED FOR WEB OPENINGS LESS THAN 4" DIAMETER OR 3" X 3". A MAXIMUM OF ONE WEB OPENING IS

PERMITTED FOR EACH BEAM NOT HAVING WEB REINFORCEMENT.

4.18 STRUCTURAL STEEL CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATION WITH THE TOP OF CONCRETE ELEVATION. IN CASE OF CONFLICT, THE CONTRACTOR SHALL MAKE ALLOWANCE IN HIS BID FOR MORE STRINGENT REQUIREMENTS.

4.19 COMPOSITE CONSTRUCTION SHEAR CONNECTORS: SOLID FLUXED SHEAR CONNECTORS STUDS AUTOMATICALLY WELDED THROUGH THE METAL DECK AS SHOWN ON THE DRAWINGS AND IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

MANUFACTURER (NELSON DIVISION OF TRW OR APPROVED EQUAL).

4.20 ALL STUD WELDING SHALL BE INSPECTED AND FIELD-TESTED. ALL STUDS FAILING THE TEST SHALL BE REPLACED AT THE

CONTRACTORS EXPENSE.

4.21 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE OR RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS SLIP CRITICAL, OR TO BE WELDED.

STEEL SURFACES RECEIVING AUTOMATICALLY WELDED SHEAR CONNECTORS STUDS IN THE FIELD SHALL NOT BE PAINTED.

4.22 PRIMER: SSPC-PAINT 25, TYPE I, ZINC OXIDE, ALKYD, LINSEED OIL PRIMER.

SOJ

R E

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STATE OF

No. 54319

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ACFIT

C R

301 West Cervantes St.301 West Cervantes St.301 West Cervantes St.301 West Cervantes St. Tel. 850.429.1951Tel. 850.429.1951Tel. 850.429.1951Tel. 850.429.1951 Pensacola, FL 32501Pensacola, FL 32501Pensacola, FL 32501Pensacola, FL 32501

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

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PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

91262

STATE OF FLORIDASTATE OF FLORIDASTATE OF FLORIDASTATE OF FLORIDA

P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515P.E. NO. 54319 / C.A. NO. 9515

JDA JOB #18163

S-001

FINAL SUBMITTAL

8/18/2021

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4.23 HIGH PERFORMANCE PAINT SYSTEM SHALL BE USED FOR ALL EXTERIOR STEEL STRUCTURES. EQUIVALENT SYSTEM BY OTHER MANUFACTURERS MAY BE PROPOSED. HOWEVER, THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE

CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THE SPECIFIC SYSTEM.

A. HIGH PERFORMANCE ZINC RICH URETHANE PRIMER/ EPOXY INTERMEDIATE/ FLOUROPOLYMER URTETHANE FINISH PAINTSYSTEM: SURFACE PREPARATION REMOVE ALL GREASE AND OTHER SOLUBLE CONTAMINANTS IN ACCORDANCE

WITH SSPC-SP1 SOLVENT CLEANING.

B. SHOP SURFACE PREPARATION SHALL BE CLEANED IN ACCORDANCE WITH SSPC-SP10 NEAR WHITE BLAST CLEANING.

PRIME ANY BARE STEEL THE SAME DAYAS IT IS CLEANED AND BEFORE ANY RUST BLOOM HAS FORMED. SURFACE PROFILE

SHALL BE 1.5-2.5

C. PRIMER: TNEMEC SERIES 90-97 TNEME-ZINC (2.5 – 3.5 MILS DFT)

FIELD TOUCH UP REPAIR SHALL BE CLEANED IN ACCORDANCE WITH SSPC-SP11 POWER TOOL CLEANING TO BARE METAL.

FIELD TOUCH UP: TOUCH UP FIELD WELDS AND SCRATCHES WITH 90-97 TNEMEC ZINC PRIMER (2.5- 3.5 MILS DFT)

D. STRIPE COAT: ALL SHARP EDGES, BOLTED CONNECTIONS, WELDED CONNECTIONS AND OTHER DIFFICULT TO COAT AREAS SHALL RECEIVE ONE COAT, APPLIED BY BRUSH, OF TNEMEC SERIES 66 EPOXOLINE (4.0-6.0 MILS DFT) PREPARATION PRIOR TO APPLICATION OF FINISH COATS: ALL SURFACES TO BE COATED SHALL BE HIGH PRESSURE WATER WASHED USING CHLOR*RID TO REMOVE ALL CHLORIDES, DIRT, DUST, AND OTHER FOREIGN MATTER.

2ND COAT: TNEMEC SERIES 66 EPOXOLINE (4.0-6.0 MILS DFT)

3RD COAT: TNEMEC 1070 FLOURONAR (2.0 – 3.0 MILS DFT)

STEEL DECKING:

4.24 FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S (SDI) "SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-COMPOSITE STEEL DECK, AND STEEL ROOF DECK"

AS APPLICABLE TO THIS PROJECT.

4.25 MATERIAL FOR STEEL DECKING SHALL CONFORM TO ASTM A1008 OR A653 WITH 50 KSI MINIMUM YEILD STRENGTH. SEE

DRAWINGS FOR STEEL DECK TYPE, GAUGE, AND SECTION PROPERTIES.

4.26 FLOOR DECK SHALL BE COMPOSITE FLOOR DECK.

4.27 UNLESS NOTED OTHERWISE ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM A653, G90.

4.28 THE BELOW PRODUCTS ARE THE DESIGN BASIS FOR THIS PROJECT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS THAT MEET THE CODE REQUIREMENT FOR DECK ATTACHMENT, POSSESS A FM GLOBAL APPROVAL AND POSSESS A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT. CONTRACTOR SHALL CONTACT MANUFACTURER’S REPRESENTATIVE FOR PRODUCT INSTALLATION TRAINING, AND A LETTER SHALL BE SUBMITTED TO THE EOR INDICATING TRAINING HAS TAKEN PLACE. REFER TO THE BUILDING CODE AND THE MANUFACTURER’S LITERATURE FOR ANY OTHER REQUIREMENTS. FASTENERS SHALL BE COLLATED AND INSTALLED USING THE MANUFACTURER’S DELIVERY TOOL AND FOLLOWING MANUFACTURER’S INSTRUCTIONS. REFER TO PLAN NOTES, DETAILS OR SCHEDULES FOR THE SPECIFIC FASTENER PATTERN FOR VARIOUS ZONES OF THE

DECK.

4.29 STEEL FLOOR DECK ANCHORAGE (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS):

A. WELDING: ANCHOR STEEL DECKING TO THE SUPPORTING STRUCTURE INCLUDING BEARING WALLS WITH NOMINAL 5/8

INCH DIAMETER PUDDLE WELDS OR EQUIVALENT, AT ALL EDGE RIBS PLUS INTERIOR RIBS AT A MINIMUM SPACING OF 24 INCHES. WHERE SHEAR STUDS ARE USED FOR COMPOSITE CONSTRUCTION, THE STUDS MAY REPLACE THE WELDS.

B. SCREWS: AS AN ALTERNATE TO WELDING, DECK MAY BE ANCHORED TO SUPPORTING STRUCTURE USING #12 SELF- TAPPING STRONG-DRIVE XL LARGE-HEAD METAL SCREWS BY SIMPSON (OR APPROVED EQUAL), AT ALL EDGE RIBS PLUS INTERIOR RIBS AT A MINIMUM SPACING OF 24 INCHES. CONTRACTOR HAS THE OPTION TO USE POWDER ACTUATED

FASENTERS BY HILTI (OR APPROVED EQUAL):

BASE STEEL THICKNESS HILTI P.A.F.

<3/8” X-EDN 19 THQ 12

>3/8” X-ENP-19 L15

C. FASTEN SIDE LAPS OF ADJACENT UNITS AT A MAXIMUM SPACING OF 24 INCHES WITH #10 SELF-TAPPING XJ METAL

SCREWS BY SIMPSON (OR APPROVED EQUAL)..

4.30 PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.

4.31 STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S RECOMMENDATIONS

5.00 MASONRY

5.01 CONCRETE MASONRY DESIGN, CONSTRUCTION AND TESTING SHALL CONFORM TO TMS 402/602-16, BUILDING CODE

REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES.

5.02 PROVIDE LIGHTWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, UNLESS

NOTED OTHERWISE.

5.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 2,000 PSI.

5.04 PROVIDE TYPE "M" OR “S” MORTAR IN ACCORDANCE WITH ASTM C270 BY PROPORTION REQUIREMENTS, UNLESS NOTED

OTHERWISE.

5.05 VERTICAL CELLS SHALL BE REINFORCED AS INDICATED IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS MINIMUM AT SPLICES, U.N.O.) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE

GROUT POUR. U.N.O., POSITION VERTICAL REINFORCING IN THE CENTER OF THE CELL.

5.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY IS AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1-1/2 INCHES BELOW THE TOP OF THE UPPERMOST

UNIT.

5.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC COATED, PLACED 16

INCHES ON CENTER UNLESS NOTED OTHERWISE.

5.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE ALTERNATE COURSE BELOW, UNLESS NOTED OTHERWISE.

5.09 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE MASON.

5.10 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.

5.11 PROVIDE VERTICAL CONTROL JOINTS BETWEEN REINFORCED MASONRY WALLS AND MASONRY PARTITION WALLS, AND AT A

MINIMUM OF 20’-0” O.C.

5.12 SAMPLE AND TEST MASONRY MATERIAL IN ACCORDANCE WITH TMS 602-16, TABLE 3, QUALITY ASSURANCE LEVEL 2.

5.13 INSPECT MASONRY CONSTRUCTION IN ACCORDANCE WITH TMS 602-16, TABLE 4, QUALITY ASSURANCE LEVEL 2 .

6.00 POST-INSTALLED ANCHORS

6.01 EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS.

A. REBAR DOWELING INTO CONCRETE

1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH CONTINUOUSLY DEFORMED

REBAR PER ICC ESR-3187.

B. ANCHORAGE TO SOLID GROUTED MASONRY

1. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM (ICC PENDING).

b. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY

DEFORMED STEEL REBAR

2. MECHANICAL ANCHORS USE:

a. HILTI KWIK HUS-EZ SCREW ANCHOR PER ICC ESR-3056

b. HILTI KWIK BOLT-TZ2 MASONRY ANCHOR PER ICC ESR-4561

C. ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY

1. ADHESIVE ANCHORS USE:

a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-4144.

6.02 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE.

6.03 INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING AND IN STRICT

ACCORDANCE WITH THE CURRENT ICC ESR.

6.04 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

6.05 ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

6.06 EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI

FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS.

6.07 ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR

INSTALLATION IN ACCORDANCE WITH ACI 318-14 17.4.5.2.

6.08 PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE BUILDLING CODE AND PER

THE CURRENT ICC-ES REPORT FOR THE ANCHOR.

7.00 HELICAL PIERS

7.01 PIERS SHALL BE INSTALLED BY AN AUTHORIZED INSTALLING CONTRACTOR WHO HAS SATISFIED THE CERTIFICATION REQUIREMENTS RELATING TO THE TECHNICAL ASPECTS OF THE PRODUCT AND THE ASCRIBED INSTALLATION TECHNIQUES. PROOF OF

CURRENT CERTIFICATION BY THE HELICAL PILE MANUFACTURER MUST BE PRESENTED.

7.02 ALL WORK AS DESCRIBED HEREIN SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE SAFETY CODES IN EFFECT AT

THE TIME OF INSTALLATION.

7.03 HELICAL PIERS AS SPECIFIED SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE. AN OFFICIAL EVALUATION REPORT WITH ASSIGNED NUMBER SHALL BE PRESENTED UPON REQUEST TO THE OWNER AND/OR THEIR REPRESENTATIVE.

7.04 THE HELICAL LEAD SECTIONS AND EXTENSION SECTIONS SHALL BE SOLID STEEL, ROUND CORNERED SQUARE SHAFT, OR ROUND STEEL PIPE SHAFT, OR COMPOSITE STEEL AND GROUT SHAFT CONFIGURED WITH ONE OR MORE HELICAL BEARING PLATES WELDED TO

THE SHAFT.

7.05 ALL PIERS MUST BE CORROSION PROTECTED BY HOT DIP GALVANIZATION.

7.06 INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH FORWARD AND REVERSE CAPABILITIES. THESE

UNITS ARE TYPICALLY POWERED.

7.07 INSTALLATION UNITS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM TORQUE AS REQ'D.

7.08 INSTALLATION UNITS SHALL BE CAPABLE OF POSITIONING THE HELICAL PIER AT THE PROPER INSTALLATION ANGLE. THIS ANGLE MAY VARY BETWEEN VERTICAL AND 5 DEGREES DEPENDING UPON APPLICATION AND TYPE OF LOAD TRANSFER DEVICE SPECIFIED OR

REQUIRED.

7.09 INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT THE INSTALLATION PROCESS.

7.10 HELICAL PIERS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE LOAD CAPACITIES SHOWN ON

THE PLANS.

7.11 THE APPROPRIATE STEEL NEW CONSTRUCTION LOAD TRANSFER DEVICE SHALL BE USED.

7.12 APPROPRIATE HELICAL PIER SELECTION WILL CONSIDER DESIGN LOAD PLUS SAFETY FACTOR, SOIL PARAMETERS AND THE INSTALLATION TORQUE VS. CAPACITY EQUATION AS PER THE MANUFACTURER'S RECOMMENDATIONS.

7.13 DESIGN OF HELICAL SCREW PILES AND ANCHORS SHALL BE PERFORMED BY AN ENTITY AS REQUIRED IN ACCORDANCE WITH EXISTING LOCAL CODE REQUIREMENTS OR ESTABLISHED LOCAL PRACTICES. THIS DESIGN WORK SHALL BE PERFORMED BY A

LICENSED PROFESSIONAL ENGINEER.

WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2018

ROOF SLOPE

157 C 27 1 ON 12 III ENCLOSED

ULT. WIND

VELOCITY (MPH)

EXPOSURE