100_Percent_643005_Analytics_Lab_AFRL_Edwards_AFB_Combined_Drawings.pdf

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TASK ORDER # Q201

CONTRACT NO.: FA8903 - 16 - D - 0014

ISSUE DATE: ISSUE DATE

VOLUME: VOLUME 1

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AIR FORCE CIVIL

ENGINEERING

COMMAND

EDWARDS AIR FORCE BASE, CALIFORNIA

RENOVATIONS FOR ANALYTICS LABORATORY

BUILDING 8523

PROJECT # FSPM 16 1479

100% SUBMITTAL

5/12/2019 6:02:53 PM

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SHEET INDEXSHEET INDEX

GENERAL

G-000 COVER AND INDEX SHEET

G-001 CODE REVIEW AND GENERAL NOTES

G-002 LIFE SAFETY FLOOR PLAN

STRUCTURAL

S-001 GENERAL NOTES

S-002 SPECIAL INSPECTIONS

S-101 FOUNDATION PLAN

S-102 EQUIPMENT PLATFORM FRAMING PLAN

S-103 ROOF FRAMING PLAN

S-501 SECTIONS AND DETAILS

S-502 SECTIONS AND DETAILS

ARCHITECTURE

A-001 SYMBOLS & ABBREVIATIONS

A-002 OVERALL REFERENCE PLAN

AD101 FIRST FLOOR DEMOLITION PLAN

AD501 EXISTING CONDITIONS PHOTOS

A-101 FIRST FLOOR PLAN

A-102 EQUIPMENT PLATFORMS FLOOR PLANS

A-103 ROOF PLAN

A-111 FIRST FLOOR CEILING PLAN

A-112 EQUIPMENT PLATFORMS CEILING PLAN

A-201 BUILDING ELEVATIONS

A-210 INTERIOR ELEVATIONS AND BUILDING SECTIONS

A-401 ENLARGED RESTROOMS PLANS, ELEVATIONS, AND DETAILS

A-501 PARTITION TYPES AND DETAILS

A-601 DOOR SCHEDULE

A-701 STAIR PLANS AND SECTIONS

INTERIORS

I-001 FINISH SCHEDULE, SPECIFICATIONS AND NOTES

I-101 INTERIOR FINISH PLAN

LOCATION MAP: PROJECT SITE

VICINITY MAP: PROJECT LOCATION

120 FIRE PROTECTION

F-001 LEGEND

F-100 FIRST FLOOR EXISTING FIRE PROTECTION PLAN OVERALL

F-101 FIRST FLOOR FIRE PROTECTION PLAN

F-501 DETAILS

F-502 DETAILS

165 FIRE ALARM

FA001 LEGEND, ABBREVIATIONS, AND GENERAL NOTES

FA101 FIRE ALARM FLOOR PLAN

FA102 EQUIPMENT PLATFORM FIRE ALARM PLAN

FA501 DETAILS

FA502 DETAILS

FA503 DETAILS

FA601 RISER DIAGRAM

FA602 FUNCTIONAL MATRIX

130 PLUMBING

P-001 SYMBOLS AND ABBREVIATIONS

P-002 GENERAL NOTES

PD101 FIRST FLOOR DEMOLITION PLAN

P-101 OVERALL UNDERGROUND PIPING PLAN

P-102 UNDERGROUND PIPING PLANS

P-103 FIRST FLOOR PIPING PLAN

P-104 FIRST FLOOR LAB GAS PIPING PLAN

P-105 ROOF PIPING PLAN

P-401 ENLARGED PLANS

P-501 DETAILS

P-502 DETAILS

P-601 SCHEDULES

P-901 ISOMETRICS

P-902 ISOMETRICS

P-903 ISOMETRICS

P-904 ISOMETRICS

110 LAB PLANNING

Q-001 SYMBOLS AND ABBREVIATIONS

Q-002 LEGENDS

Q-401 ENLARGED LABORATORY FLOOR PLANS

Q-402 ENLARGED LABORATORY FLOOR PLANS

Q-403 LABORATORIES INTERIOR ELEVATIONS

Q-501 DETAILS

Q-601 SCHEDULES

MECHANICAL

M-001 SYMBOLS AND ABBREVIATIONS

M-002 GENERAL NOTES

MD101 FIRST FLOOR DEMOLITION HVAC PLANS

MD102 EQUIPMENT PLATFORM AND ROOF DEMOLITION HVAC PLANS

M-101 FIRST FLOOR HVAC PLANS

M-102 FIRST FLOOR HVAC PLAN - AREA A

M-103 FIRST FLOOR HVAC PLAN - AREA B

M-104 EQUIPMENT PLATFORM HVAC FLOOR PLAN

M-105 ROOF HVAC PLAN

M-106 FIRST FLOOR HVAC PIPING PLANS

M-301 SECTIONS

M-401 ENLARGED PLANS

M-501 DETAILS

M-502 DETAILS

M-503 DETAILS

M-601 SCHEDULES

M-602 SCHEDULES

M-603 DIAGRAMS

M-701 CONTROLS

M-702 CONTROLS

M-703 CONTROLS

M-704 CONTROLS

M-705 CONTROLS

M-706 CONTROLS

M-707 CONTROLS

M-708 CONTROLS

M-709 CONTROLS

M-710 CONTROLS

ELECTRICAL

E-001 SYMBOLS AND ABBREVIATIONS

ED101 FIRST FLOOR DEMOLITION PLANS

E-101 FIRST FLOOR LIGHTING PLANS

E-102 EQUIPMENT PLATFORM LIGHTING PLAN

E-200 OVERALL ELECTRICAL EQUIPMENT PLAN

E-201 FIRST FLOOR POWER PLANS

E-202 EQUIPMENT PLATFORM POWER PLAN

E-301 FIRST FLOOR MECHANICAL EQUIPMENT POWER PLANS

E-302 EQUIPMENT PLATFORM AND ROOF MECHANICAL EQUIPMENT POWER

PLANS

E-601 SCHEDULES

E-602 SCHEDULES

E-801 ELECTRICAL SINGLE-LINE DIAGRAM

TELECOMMUNICATION

T-001 GENERAL NOTES, LEGEND AND ABBREVIATIONS

T-101 FIRST FLOOR TELECOMMUNICATION PLAN

T-501 DETAILS

T-502 DETAILS

T-503 DETAILS

T-504 DETAILS

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LIFE SAFETY LEGEND

EXIT SIGN

1 HR PARTITION

BUILDING EXIT

TRAVEL DISTANCE

TRAVEL DISTANCE 233 FT

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KEYPLAN

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8' 16' 32'

SCALE: 1/16"=1'-0"

1/16" = 1'-0"G-002

01 FIRST FLOOR LIFE SAFETY PLAN N

STRUCTURAL DESIGN DATA

GOVERNING DESIGN SPECIFICATION

UFC 3-301-01 (2015 INTERNATIONAL BUILDING CODE)

RISK CATEGORY

CATEGORY: (IBC 1604.5/ASCE 7-1.5)

MECHANICAL PLATFORM LOADS

LID LIVE LOAD (MECHANICAL EQUIPMENT ROOM):

LID DEAD LOAD:

STEEL DECK + LIGHTWEIGHT CONCRETE:

CEILING & SUPPORT:

MEP ALLOWANCE & COLLATERAL :

TOTAL:

100 PSF

35 PSF

2 PSF

5 PSF

42 PSF

(IBC 1607.12/ASCE 7-4.3.1)

MECHANICAL PLATFORM

SNOW LOAD DESIGN DATA

ROOF SNOW LOAD

A. NOT APPLICABLE AS THE NEW LAB IS AN INTERIOR SPACE SHIELDED FROM SNOW BY

BUILDING 8423

B. STRUCTURE IS NOT DESIGNED TO REMAIN IN PLACE IF SURROUNDING BUILDING IS REMOVED

MECHANICAL PLATFORM/OPEN STRUCTURE

WIND LOAD DESIGN DATA

WIND LOAD:

A. NOT APPLICABLE AS THE NEW LAB IS AN INTERIOR SPACE SHIELDED FROM EXTERNAL

WIND BY BUILDING 8423

B. STRUCTURE IS NOT DESIGNED TO REMAIN IN PLACE IF SURROUNDING BUILDING IS REMOVED

C. INTERIOR WALL AND PARTITION HORIZONTAL LOAD:

MECHANICAL PLATFORM/OPEN STRUCTURE

SEISMIC LOAD DESIGN DATA

EARTHQUAKE DESIGN DATA:

A. SEISMIC IMPORTANCE FACTOR (Ie):

B. SPECTRAL RESPONSE ACCELERATIONS (Ss):

SPECTRAL RESPONSE ACCELERATIONS (S1)

C. SOIL SITE CLASS (PRESUMED):

D. SPECTRAL RESPONSE COEFFICIENT (Sds):

SPECTRAL RESPONSE COEFFICIENT (Sd1):

E. SEISMIC DESIGN CATEGORY:

F. BASIC SEISMIC-FORCE-RESISTING SYSTEMS:

ORDINARY PLAIN MASONRY SHEAR WALLS

G. RESPONSE MOD FACTOR (R) :

H. ANALYSIS PROCEDURE:

I. DESIGN BASE SHEAR:

1.00 1.00g 0.43g

D 0.73g 0.45g

D

1 1/2

ELFP

0.487 x W

(ASCE 7-11.5)

(IBC 1613.3.1/ASCE 7-11.4.1)

(IBC 1613.3.1/ASCE 7-11.4.1)

(IBC 1613.3.2/ASCE 7-11.4.2)

(IBC 1613.3.4/ASCE 7-11.4.4)

(IBC 1613.3.4/ASCE 7-11.4.4)

(IBC 1613.3.5/ASCE 7-11.6)

(ASCE 7-12.2.1)

(ASCE 7-12.2.1)

(ASCE 7-12.8)

(ASCE 7-12.8.1)

II

5 PSF

( + SELF WEIGHT OF

FRAMING MEMBERS)

OPEN STRUCTURE LOADS

LIVE LOAD:

DEAD LOAD:

CEILING & SUPPORT:

MEP ALLOWANCE & COLLATERAL :

TOTAL:

0 PSF

3 PSF

7 PSF

10 PSF

(IBC 1607.12/ASCE 7-4.3.1)

( + SELF WEIGHT OF

FRAMING MEMBERS)

WIND LOAD DESIGN DATA FOR

EXTERIOR BUILDING COMPONENTS

WIND LOADS:

CALCULATED IN ACCORDANCE WITH ASCE 7-10 AND UFC 3-301-01

A. BASIC WIND SPEED:

B. EXPOSURE CATEGORY:

C. ENCLOSURE CLASSIFICATION:

D. INTERNAL PRESSURE COEFFICIENT:

110 MPH

C

ENCLOSED

+/- 0.18

R

L

K

J

X

H

260'-0"

3'-0"

ZONE 2

ZONE 2

Z O

N E

Z O

N E

Z

O N

E

ZONE 3

ZONE 3ZONE 3

ZONE 3

ZONE 2 ZONE 1

ZONE 3

ZONE 3

GROSS COMPONENT AND CLADDING WIND LOAD (PSF)

>5002001005020<10

ZONE

EFFECTIVE

AREA

SQ FT

+16.0 -30.4

+16.0 -29.7

+16.0 -28.6

+16.0 -27.9

+16.0 -27.9

+16.0 -27.9

+16.0 -51.1

+16.0 -45.7

+16.0 -38.5

+16.0 -33.0

+16.0 -33.0

+16.0 -33.0

+16.0 -76.9

+16.0 -63.7

+16.0 -46.2

+16.0 -33.0

+16.0 -33.0

+16.0 -33.0

+27.9 -30.2

+26.6 -29.0

+25.0 -27.3

+23.8 -26.1

+22.5 -24.9

+20.9 -23.2

+27.9 -37.2

+26.6 -34.7

+25.0 -31.4

+23.8 -29.0

+22.5 -26.5

+20.9 -23.2

COMPONENT AND CLADDING TABLE NOTES:

1. WIND DESIGN PRESSURE (COMPONENTS AND CLADDING):

REFER TO DIAGRAM FOR ROOF ZONE 1, 2, AND 3. ZONES 4 AND 5 ARE WALL

ZONES THAT CORRESPOND TO THE LOCATION OF ROOF ZONES 2 AND 3, RESPECTIVELY

WITH THE SAME "a".

2. POSITIVE AND NEGATIVE VALUES REFER TO PRESSURE ACTING TOWARD AND AWAY

FROM THE SURFACE, RESPECTIVELY. THE VALUES INCLUDE EXTERNAL AND INTERNAL

PRESSURE OR SUCTION.

3. NET UPLIFT VALUES INCLUDE THE ALLOWABLE REDUCTIONS DUE TO ROOF DEAD LOAD

(ASCE 7-10 LOAD COMBINATION USING ALLOWABLE STRESS DESIGN 0.6D + 0.6W)

GROSS DEAD LOAD TO BE USED FOR THIS LOAD COMBINATION IS 15 PSF.

4. THE DESIGN WIND PRESSURE SHALL NOT BE LESS THAN A NET PRESSURE OF

16 LB/SQ FT ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE.

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643005_Structural_Central_2018.rvt

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GENERAL NOTES

1. THE CONTRACTOR SHALL CONDUCT ALL OPERATIONS IN STRICT ACCORDANCE WITH THE

SAFETY REQUIREMENTS IMPOSED BY THE OWNER AND OSHA. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND

REGULATIONS GOVERNING THIS WORK. THE CONTRACTOR SHALL REMOVE ALL DEBRIS

FROM THE OWNER'S PROPERTY AND DISCARD ACCORDING TO LOCAL REGULATIONS.

2. THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER IT IS FULLY

COMPLETED. HOWEVER, THE CONTRACTOR IS SOLELY RESPONSIBLE TO DETERMINE THE

ERECTION PROCEDURES AND SEQUENCES REQUIRED TO ENSURE STABILITY OF THE

STRUCTURE AND ITS COMPONENT PARTS DURING CONSTRUCTION. ANY TEMPORARY

BRACING, CONNECTIONS, GUYS, OR TIE-DOWNS THAT MAY BE NECESSARY DURING

ERECTION ARE NOT SHOWN ON STRUCTURAL DRAWINGS. IF APPLIED, THEY SHALL BE

REMOVED AS CONDITIONS PERMIT, AND SHALL REMAIN THE PROPERTY OF THE

CONTRACTOR. THIS CONSTRUCTION STABILITY REQUIREMENT APPLIES CONTINUOUSLY

AND IS NOT LIMITED TO NORMAL WORKING HOURS.

3. ALL TEMPORARY SHORING DRAWINGS SHALL BE PREPARED AND STAMPED BY A LICENSED

ENGINEER.

4. EXISTING UTILITIES AND ALL OTHER OBSTRUCTIONS TO WORK SHALL BE TEMPORARILY

REMOVED AND RE-INSTALLED (INCLUDING NECESSARY MODIFICATIONS) BY THE

CONTRACTOR AFTER COMPLETION OF NEW WORK.

5. DIMENSIONS PERTAINING TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE

CONTRACTOR PRIOR TO ANY FABRICATION, CONSTRUCTION, OR ERECTION.

6. ALL DETAILS, SECTIONS, AND NOTES PROVIDED ON STRUCTURAL DRAWINGS ARE

INTENDED TO BE TYPICAL FOR SIMILAR SITUATIONS ELSEWHERE, UNLESS SPECIFICALLY

NOTED OTHERWISE. FOR ANY DETAILS AND DIMENSIONS NOT PROVIDED, REFER TO

ARCHITECTURAL DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL

DRAWINGS WERE INTENDED TO CONFORM WITH THE INFORMATION PROVIDED ON

ARCHITECTURAL DRAWINGS. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO

THE ARCHITECT OR STRUCTURAL ENGINEER FOR RESOLUTION BEFORE PROCEEDING WITH

ANY ADDITIONAL WORK.

7. OPENING SIZES AND LOCATIONS SHOWN FOR PIPES, DUCTS, ETC. ARE SHOWN FOR

GENERAL INFORMATION ONLY. REFER TO RELATED DRAWINGS (ARCH., MECH., ELECT,

ETC.) FOR OTHER POSSIBLE EQUIPMENT SUPPORTS; WALL, FLOOR AND ROOF OPENINGS;

SLEEVES; AND OTHER EMBEDDED ITEMS NOT SPECIFICALLY INDICATED ON STRUCTURAL

DRAWINGS. COORDINATE ALL REQUIRED DIMENSIONS WITH APPLICABLE TRADE

CONTRACTORS PRIOR TO ANY STEEL FABRICATION OR CONCRETE PLACEMENT. ANY

OPENINGS REQUIRED TO BE LARGER THAN OPENINGS SHOWN SHALL BE VERIFIED PRIOR

TO CONSTRUCTION.

8. ALL FRAMING MEMBERS PROVIDED FOR MECHANICAL TRADES, ELEVATOR SUPPORT

BEAMS, LINTELS, ROOF OPENINGS, ETC. ARE FOR BIDDING PURPOSES ONLY. THE

CONTRACTOR SHALL SUBMIT MANUFACTURER'S DESIGN DATA FOR THE PROPOSED

EQUIPMENT PRIOR TO STEEL SHOP DRAWING SUBMITTAL, SO STRUCTURAL ENGINEER CAN

VERIFY AND REDESIGN THE SUPPORT FRAMING (IF NECESSARY) TO ACCOMMODATE THE

ACTUAL CONDITION.

9. ALL SPECIAL INSPECTIONS REQUIRED BY THE BUILDING OFFICIAL SHALL BE CONDUCTED IN

ACCORDANCE WITH THE APPLICABLE SECTIONS OF THE GOVERNING BUILDING CODE.

REFER TO THE SPECIAL INSPECTION REQUIREMENTS ON SHEET S.002.

10. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWINGS AND SUBMITTAL

REQUIREMENTS.

11. SHOP DRAWINGS AND SUBMITTALS PREPARED BY SUPPLIERS AND/OR SUBCONTRACTORS

SHALL BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR PRIOR TO

SUBMISSION TO THE STRUCTURAL ENGINEER. ALL DEVIATIONS FROM THE CONTRACT

DOCUMENTS SHALL BE CIRCLED AND NOTED ON THE SHOP DRAWINGS BY THE

CONTRACTOR. THE SCOPE OF THE STRUCTURAL ENGINEER'S REVIEW WILL BE LIMITED TO

CHECKING CONTRACTOR'S GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS

AND DESIGN CONCEPT. NO SHOP WORK IS PERMITTED TO COMMENCE UNTIL THE RETURN

OF THE SHOP DRAWINGS BY THE GENERAL CONTRACTOR. DO NOT BEGIN SHOP WORK

UNTIL SHOP DRAWINGS ARE RETURNED WITH ENGINEER’S COMMENTS.

12. USE THE PROJECT SPECIFICATIONS IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS

TO DETERMINE THE COMPLETE PROJECT REQUIREMENTS. ANY DISCREPANCIES OR

CONFLICTS FOUND BETWEEN THE PROJECT SPECIFICATIONS AND THE STRUCTURAL

DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR STRUCTURAL

ENGINEER IMMEDIATELY. THE STRICTEST PROVISION SHALL GOVERN UNLESS THE A/E

DETERMINES OTHERWISE.

CAST-IN-PLACE CONCRETE

ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE CURRENT ACI 301,

"SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 117 "STANDARD SPECIFICATIONS

FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS" WITH THE

FOLLOWING SUPPLEMENTAL REQUIREMENTS:

1. ALL CONCRETE SHALL BE NORMAL WEIGHT WITH TYPE I OR TYPE II PORTLAND CEMENT

CONFORMING TO ASTM C150 AND AGGREGATES CONFORMING TO ASTM C33.

2. CONCRETE SHALL DEVELOP THE FOLLOWING 28-DAY COMPRESSIVE STRENGTH (F'c):

A. ALL CONCRETE WORK UNLESS NOTED OTHERWISE - 4,000 PSI.

B. CONCRETE SHALLOW SPREAD FOOTINGS - 3,000 PSI

3. GROUT UNDER STEEL COLUMN AND BEAM BEARINGS SHALL BE NON-METALLIC,

NON-SHRINK, NON-GAS FORMING, EXPANSIVE TYPE "SONOGROUT" BY

SONNEBORN/CONTECH, "SEALTIGHT 588" BY W.R. MEADOWS, "EUCO NS" BY THE EUCLID

CHEMICAL COMPANY, OR "MASTERFLOW 928" BY MASTERBUILDERS. GROUT UNDER STEEL

BEARINGS SUPPORTING EQUIPMENT SHALL BE "SIKADUR-42" HIGH STRENGTH POURABLE

EPOXY RESIN GROUT BY THE SIKA CORPORATION. TYPICAL, UNLESS NOTED OTHERWISE.

4. CONCRETE SHALL BE PLACED AT THE SITE WITHIN 90 MINUTES AFTER WATER HAS BEEN

ADDED TO THE CEMENT AND AGGREGATE. ADDITION OF WATER TO THE MIX AT THE

PROJECT SITE WILL NOT BE ALLOWED. ALL WATER MUST BE ADDED AT THE BATCH PLANT.

5. MAXIMUM LENGTH OF WALL POUR BETWEEN CONSTRUCTION JOINTS SHALL NOT EXCEED

60 FEET. JOINTS NOT INDICATED ON STRUCTURAL DRAWINGS ARE NOT PERMITTED

WITHOUT WRITTEN APPROVAL FROM STRUCTURAL ENGINEER.

6. MAXIMUM LENGTH OF SLAB POUR BETWEEN CONSTRUCTION JOINTS SHALL NOT EXCEED

100 FEET, WHILE MAXIMUM AREA OF A SINGLE SLAB POUR SHALL NOT EXCEED 10,000

SQUARE FEET. JOINTS NOT INDICATED ON STRUCTURAL DRAWINGS ARE NOT PERMITTED

WITHOUT WRITTEN APPROVAL FROM STRUCTURAL ENGINEER.

7. CHLORIDE BASED ADMIXTURES ARE PROHIBITED IN ALL REINFORCED CONCRETE. OTHER

ADMIXTURES SHALL CONFORM TO ASTM C494.

8. MAXIMUM SLUMP SHALL BE 4" +/- 1", AS DETERMINED IN ACCORDANCE WITH ASTM C143.

9. AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER 6% +/- 1 1/2%.

10. CONCRETE FINISH:

A. INTERIOR FLOOR SLABS - HARD TROWELED FINISH

B. PAVING SLABS/SIDEWALKS - FLOAT/BROOM

11. WHERE INDICATED ON DRAWINGS PROVIDE NO. 15 LB. ASPHALT ROOFING FELT BOND

BREAKER BETWEEN SLABS AND EXISTING CONSTRUCTION.

12. ALL REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615 GRADE 60,

EXCEPT AS NOTED. WELDED REINFORCING STEEL SHALL BE DEFORMED AND CONFORM

TO ASTM A706 GRADE 60. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064,

AND BE FURNISHED IN FLAT SHEETS.

13. CONCRETE COVER ON REINFORCING STEEL SHALL BE PER CURRENT ACI 318 UNLESS

NOTED OTHERWISE.

14. REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONSTRUCTION JOINTS, UNLESS

NOTED OTHERWISE.

15. REINFORCING BARS REQUIRED FOR PROPER SUPPORT OF THE PRINCIPAL REINFORCING

SHALL BE DETAILED AND SUPPLIED BY THE CONTRACTOR WHETHER OR NOT THEY ARE

INDICATED ON THE DRAWINGS.

16. ALL HOOK BARS SHALL HAVE 90 DEGREE ACI STANDARD HOOKS, UNLESS NOTED

OTHERWISE. HOOKS MAY BE ROTATED TO MAINTAIN CLEARANCES. ALL BAR SPLICES AND

LAPS, WHEN NOT SPECIFICALLY DIMENSIONED ON DRAWINGS, SHALL BE PER ACI

STANDARD REQUIREMENTS. CLASS B LAPS SHALL BE USED, UNLESS NOTED OTHERWISE.

17. TOP AND BOTTOM BARS DESIGNATED AS CONTINUOUS IN STRUCTURAL DRAWINGS SHALL

BE LAPPED AS FOLLOWS:

A. TOP BARS NEAR MIDSPAN

B. BOTTOM BARS DIRECTLY OVER SUPPORTS

18. ALL LAP SPLICES, WHEN NOT SPECIFICALLY DIMENSIONED ON DRAWINGS, SHALL BE PER

ACI 318 SECTION 12.2. LAPPING BARS OF TWO DIFFERENT SIZES SHALL BE PER ACI 318

SECTION 12.15.3.

19. PROVIDE HORIZONTAL EXTERIOR CORNER BARS WITH SAME SIZE AND SPACING AS WALL

REINFORCING BARS, UNLESS NOTED OTHERWISE.

20. THE PLACEMENT OF CONDUITS IN CONCRETE SHALL ONLY BE ACCEPTED IN ISOLATED

CASES AND SHALL ADHERE TO THE FOLLOWING:

A. CONDUITS PLACED IN SLAB ON GRADE SHALL BE PLACED DIRECTLY ON THE SUBGRADE

OR VAPOR RETARDER. OUTSIDE DIAMETER OF CONDUIT SHALL NOT EXCEED 1/4 OF SLAB

THICKNESS.

B. ALUMINUM CONDUITS, PIPES, OR SLEEVES ARE NOT PERMITTED.

C. OUTSIDE DIAMETER OF CONDUITS SHALL BE 1" OR LESS WHERE EMBEDDED IN

STRUCTURAL SLABS, AND 1 1/2" OR LESS WHERE EMBEDDED IN BEAMS, WALLS OR

COLUMNS.

D. BUNCHING OF CONDUITS IS NOT PERMITTED. CONDUITS SHALL BE SPACED 3

DIAMETERS OR GREATER ON CENTER. NO CROSSOVERS ARE PERMITTED IN SLABS.

E. MINIMUM CONCRETE COVER ON CONDUITS SHALL BE 1 1/2".

21. ALL INTERIOR FLOOR SLABS SHALL BE FINISHED TO THE FOLLOWING TOLERANCES AND

SHALL BE MEASURED PER ASTM E1155 LATEST EDITION AND SHALL BE MEASURED WITHIN

72 HOURS OF SLAB CONCRETE PLACEMENT:

PER SPECIFICATIONS

22. MAXIMUM WATER CEMENT RATIO FOR SLAB ON GRADE SHALL BE 0.45. CONCRETE SHALL

BE POURED AT THE SITE WITHIN 90 MINUTES AFTER WATER HAS BEEN ADDED TO THE

CEMENT AND AGGREGATE. ADDITION OF WATER TO THE MIX AT THE PROJECT SITE WILL

NOT BE ALLOWED. ALL WATER MUST BE ADDED AT THE BATCH PLANT.

STRUCTURAL STEEL

THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO ALL

REQUIREMENTS OF THE CURRENT AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS" AND AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND

BRIDGES" WITH THE FOLLOWING SUPPLEMENTAL REQUIREMENTS:

1. WIDE FLANGE ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI, WHILE ALL PLATES, BARS, CHANNELS, AND ANGLES SHALL CONFORM TO ASTM A36, Fy=36 KSI.

HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE B, WITH A

MINIMUM YIELD STRESS (Fy) OF 46 KSI FOR SQUARE AND RECTANGULAR SHAPES, AND A MINIMUM YIELD STRESS (Fy) OF 42 KSI FOR ROUND SHAPES.

2. SPLICING OF STRUCTURAL STEEL IS PROHIBITED EXCEPT AS DETAILED.

3. ALL STRUCTURAL STEEL SHALL BE NEW UNLESS NOTED OTHERWISE, AND SHALL BE MADE

FREE OF RUST, SCALE, ETC., AND SHIPPED WITH ONE COAT OF OXIDE PRIMER. ALL STEEL

TO RECEIVE FIREPROOFING SHALL NOT BE PRIME PAINTED, AND ALL STEEL EXPOSED TO

WEATHER OR BELOW GRADE SHALL BE HOT-DIP GALVANIZED, EXCEPT AS NOTED.

4. ALL BOLTS FOR STRUCTURAL STEEL SHALL CONFORM TO ASTM A325X AND SHALL BE 3/4"

DIAMETER MINIMUM UNLESS NOTED OTHERWISE. BOLTS SHALL BE INSTALLED WITH VISUAL

TENSION INDICATORS, ASTM A563 NUTS, AND SHALL HAVE AN ASTM F436 HARDENED STEEL

WASHER UNDER THE TURNED ELEMENT. BOLTS FOR JOISTS AND JOISTS GIRDERS SHALL

BE PER SJI.

5. WELDING SHALL CONFORM TO THE CURRENT AWS D1.1 "STRUCTURAL WELDING

CODE-STEEL", AND WELDING ELECTRODES SHALL BE E70. ALL FIELD WELDS ON

GALVANIZED STEEL SHALL BE TOUCHED UP WITH COLD GALVANIZING COMPOUND.

6. WELDS SHALL BE MADE ONLY BY CERTIFIED WELDERS AND WELDING OPERATORS WHO

HAVE BEEN PREVIOUSLY QUALIFIED BY TESTS AS PRESCRIBED IN THE CURRENT AWS D1.1

"STRUCTURAL WELDING CODE-STEEL". PROOF OF CERTIFICATION SHALL BE SUBMITTED TO

THE OWNER FOR APPROVAL BEFORE ANY WELDING IS PERMITTED TO BEGIN.

7. ANCHOR BOLTS FOR COLUMNS SHALL CONFORM TO ASTM F1554, GRADE AS NOTED ON

DRAWINGS, AND SHALL BE SET BY A TEMPLATE METHOD, OR AN APPROVED EQUIVALENT

METHOD.

8. ALL COLUMN CAP PLATES SHALL BE 5/8" UNLESS NOTED OTHERWISE.

9. ALL VERTICAL BRACING SHALL BE INSTALLED ALONG THE CENTERLINE OF COLUMNS,

UNLESS NOTED OTHERWISE.

10. DESIGN CONNECTIONS FOR THE FULL UNIFORM LOAD CAPACITY OF THE CONTINUOUS

BRACED MEMBER, UNLESS NOTED OTHERWISE.

STEEL JOISTS

1. ALL JOISTS SHALL CONFORM TO THE STEEL JOIST INSTITUTE (SJI) STANDARD

SPECIFICATION, LOAD TABLES AND DETAILS FOR STEEL JOISTS AND JOIST GIRDERS.

2. NO JOISTS SHALL BE CUT OR OTHERWISE MODIFIED WITHOUT THE MANUFACTURER'S

KNOWLEDGE AND WRITTEN APPROVAL.

3. JOIST BRIDGING SHALL BE FURNISHED IN ACCORDANCE WITH SJI STANDARDS EXCEPT

WHERE THESE DRAWINGS DICTATE HEAVIER OR MORE FREQUENT BRIDGING. DESIGN

JOISTS AND GIRDERS FOR THE UPLIFT SHOWN ON THE DESIGN DOCUMENTS.

4. THE TOP AND BOTTOM CHORDS OF THE JOISTS SHALL BE CAPABLE OF SUPPORTING

LIMITED CONCENTRATED LOADS AT ANY POINT WITHOUT ADDITIONAL REINFORCING. THEY

SHALL SUPPORT A CONCENTRATED LIVE LOAD OF 100 POUNDS ON THE BOTTOM CHORD

AND 100 POUNDS ON THE TOP CHORD, NONCONCURRENT WITH THE SPECIFIED UNIFORM

LIVE LOAD. REINFORCE THE JOISTS FOR HEAVIER CONCENTRATED LOADS WHERE

INDICATED ON THE DRAWINGS.

5. LOADS ON JOISTS ARE BASED ON ALLOWABLE STRESS DESIGN.

6. TYPICAL K-SERIES JOIST SEAT DEPTH SHALL BE 2 1/2". TYPICAL LH-SERIES JOIST SEAT

DEPTH SHALL BE 5". TYPICAL UNLESS NOTED OTHERWISE.

7. ALL STEEL JOISTS SHALL BE STORED AND INSTALLED PER SJI RECOMMENDATIONS.

8. DO NOT SUSPEND ANY OBJECT OR LOAD FROM JOIST BRIDGING.

STEEL FLOOR DECK

1. METAL DECK FOR FLOORS SHALL CONFORM TO THE STEEL DECK INSTITUTE DESIGN

MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS.

2. ALL STEEL FLOOR AND ROOF DECK SHALL BE GALVANIZED G60 AND INSTALLED

CONTINUOUS OVER A MINIMUM OF 3 SPANS, UNLESS NOTED OTHERWISE.

3. DECK WORK SHALL INCLUDE ANY MISCELLANEOUS CLOSURE PIECES, METAL SCREEDS,

CURBS, REINFORCING AROUND OPENINGS, ETC REQUIRED TO COMPLETE THE FLOOR

DECK INSTALLATION. MISCELLANEOUS ITEMS SHALL BE GALVANIZED.

4. FLOOR DECK SHALL BE FASTENED TO ALL SUPPORTS WITH #12 TEK SCREWS WITH A 33/4

PATTERN AND AT 6" O.C. AT ALL EDGES. DECK SIDELAPS SHALL BE FASTENED WITH #10

TEK SCREWS AT MID-POINTS. UNLESS NOTED OTHERWISE, ALL DECK SHALL HAVE A

MINIMUM END LAP OF 3".

5. THE STEEL FLOOR DECK FUNCTIONS AS A STRUCTURAL ELEMENT IN RESISTING LATERAL

LOADS AND PROVIDES OVERALL STABILITY FOR THE BUILDING. THEREFORE, TEMPORARY

CONSTRUCTION BRACING SHALL NOT BE REMOVED UNTIL ALL STEEL DECK IS COMPLETELY

FASTENED IN PLACE.

6. THE STEEL DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

1 1/2" x 20 GA. COMPOSITE FLOOR DECK - Ip=0.186 IN4, Sp=0.224 IN3, In=0.222 IN4, Sn=0.231 IN3, Fy=50KSI

ANTI-TERRORISM AND FORCE PROTECTION

1. BUILDING AND COMPONENTS SHALL BE DESIGNED IN ACCORDANCE WITH THE MINIMUM

PROTECTIVE MEASURES AS SPECIFIED BY THE CURRENT DEPARTMENT OF DEFENSE

MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS, UFC 4-010-01.

SUPPORT OF NON-STRUCTURAL COMPONENTS

1. COMPONENT LOADS SHALL BE DISTRIBUTED TO THE STRUCTURE SO THAT THE

COLLATERAL LOAD ALLOWANCES PROVIDED WITH THE STRUCTURAL DESIGN DATA ARE

NEVER EXCEEDED. SUPPORT ANCHORS SHALL HAVE AN ULTIMATE SAFETY FACTOR OF AT

LEAST 4.0.

2. LOADS SUPPORTED FROM BAR JOISTS OR JOIST GIRDERS SHALL BE APPLIED AT A PANEL

POINT. IF LOADS ARE LOCATED OFF A PANEL POINT, REINFORCE THE JOIST/JOIST GIRDER

PER 15/S-501. LOADS SHALL BE APPLIED IN A MANNER WHICH DOES NOT CAUSE TORSION

ABOUT THE LONGITUDINAL AXIS OF THE JOIST OR JOIST GIRDER.

3. COORDINATE AND VERIFY EXACT SIZE AND LOCATION OF MECHANICAL UNITS AND ALL

FRAMED OPENINGS IN FLOORS AND/OR ROOF WITH MECHANICAL DRAWINGS AND

EQUIPMENT SUPPLIER. HVAC CONTRACTOR SHALL PROVIDE ACCURATE DIMENSIONAL

INFORMATION TO STEEL FABRICATOR PRIOR TO FABRICATION OF ALL SUPPORT FRAMES.

4. DO NOT HANG OR OTHERWISE SUPPORT ANY ITEMS DIRECTLY FROM STEEL ROOF DECK.

ROOF CURBS MUST BEAR DIRECTLY ON SUPPORT STEEL WITH SHIMS TO TRANSFER LOADS

THROUGH THE ROOF DECK.

MISCELLANEOUS FRAMING NOTES

1. UNLESS NOTED OTHERWISE ON FRAMING PLANS, FLOOR BEAMS, ROOF BEAMS, AND

JOISTS ARE EVENLY SPACED BETWEEN COLUMN GRID LINES.

2. ALL FRAMING CONNECTIONS SHALL BE COMPLETED PRIOR TO CASTING ELEVATED FLOOR

SLABS. SLABS SHALL BE CAST TO A LEVEL SURFACE AS SHOWN BY A LASER LEVEL. SLAB

THICKNESS INDICATED ON PLANS ARE MINIMUMS, AND SUPPLY ADDITIONAL CONCRETE AS

REQUIRED TO MEET LEVEL TOLERANCES. FINISH SLABS TO REQUIRED TOLERANCES

CONTAINED IN THE PROJECT SPECIFICATIONS.

ADHESIVE FASTENERS

1 EPOXY ADHESIVE SHALL BE EPCON "CERAMIC 6" EPOXY MANUFACTURED BY ITW RAMSET /

RED HEAD. OR HIT RE 500 EPOXY ADHESIVE MANUFACTURED BY THE HILTI COMPANY.

INSTALL PER MANUFACTURER'S RECOMMENDATIONS. SUBSTITUTES MAY BE CONSIDERED;

SUBMIT MANUFACTURER'S DATA PRIOR TO INSTALLATION.

2 THREADED RODS SHALL BE ASTM A36. SIZES AND EMBEDMENT AS INDICATED ON THE

DRAWINGS.

3 CONDUCT JOB-SITE TRAINING OF ALL CONTRACTOR’S PERSONNEL INSTALLING THIS

PRODUCT FOR SAFE AND PROPER INSTALLATION, HANDLING, AND STORAGE OF THE

EPOXY SYSTEM.

4 ANCHORAGE TO CONCRETE: HILTI "HIT-RE 500-SD" EPOXY (ICC ESR-2322). INSTALL PER ICC

REPORT AND MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).

SUBSTITUTES COMPLYING WITH ACCEPTANCE CRITERIA AC 308 FOR USE IN CRACKED

CONCRETE MAY BE CONSIDERED; SUBMIT EVALUATION REPORT DEMONSTRATING

COMPLIANCE WITH GOVERNING CODE PRIOR TO INSTALLATION.

A. STEEL THREADED ROD ANCHORS SHALL BE HILTI "HAS-E" STANDARD RODS. SIZE AND

EMBEDMENT SHALL BE AS INDICATED ON DRAWINGS.

5 ANCHORAGE TO SOLID GROUTED CONCRETE MASONRY UNITS: HILTI "HIT HY 150 MAX" (ICC

ESR-1967). INSTALL PER ICC REPORT AND MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS (MPII). SUBSTITUTES COMPLYING WITH ACCEPTANCE CRITERIA AC 58 MAY

BE CONSIDERED; SUBMIT EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH

GOVERNING CODE PRIOR TO INSTALLATION.

A. STEEL THREADED ROD ANCHORS SHALL BE HILTI "HAS-E" RODS. SIZE AND EMBEDMENT

SHALL BE AS INDICATED ON DRAWINGS.

B. FOR TEMPERATURES BETWEEN 40 °F AND -10 °F, USE HILTI HIT-ICE ADHESIVE ANCHORS.

6 CONTRACTOR SHALL VERIFY THAT THE SHELF LIFE OF THE ADHESIVE HAS NOT BEEN

EXCEEDED ON THE DATE OF INSTALLATION.

7 TESTING AND INSPECTION: REFER TO ICC REPORT(S) AND SPECIAL INSPECTION TABLE FOR

TESTING AND INSPECTION REQUIREMENTS.

MECHANICAL FASTENERS

1 EXPANSION ANCHORS SHALL BE THE TYPE, SIZE, AND EMBEDMENT INDICATED ON

DRAWINGS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS AND ICC ESR REPORTS.

SUBSTITUTES MAY BE CONSIDERED; SUBMIT MANUFACTURER'S DATA PRIOR TO

INSTALLATION.

2 ANCHORAGE TO CONCRETE: INSTALL PER ICC REPORT AND MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES COMPLYING WITH ACCEPTANCE

CRITERIA AC 193 AND ACI 355.2-07 FOR USE IN CRACKED CONCRETE MAY BE CONSIDERED;

SUBMIT EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH GOVERNING CODE

PRIOR TO INSTALLATION.

3 ANCHORAGE TO CONCRETE MASONRY UNITS: INSTALL PER ICC REPORT AND

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTES

COMPLYING WITH ACCEPTANCE CRITERIA AC 01 INCLUDING SEISMIC TESTS MAY BE

CONSIDERED; SUBMIT EVALUATION REPORT DEMONSTRATING COMPLIANCE WITH

GOVERNING CODE PRIOR TO INSTALLATION.

4 TESTING AND INSPECTION: REFER TO ICC REPORT(S) AND SPECIAL INSPECTION TABLE FOR

TESTING AND INSPECTION REQUIREMENTS.

FOUNDATIONS

1. ALL EXCAVATION WORK SHALL PROCEED WITH CAUTION TO AVOID DAMAGE TO UNKNOWN

UNDERGROUND UTILITIES.

2. THE FOUNDATION DESIGN IS BASED UPON THE RECOMMENDATIONS OUTLINED IN THE

GEOTECHNICAL STUDY BY xxxxxxxxx (PROJECT NO. xxxxxxxxxx DATED NOVEMBER xx,20xx).

CONTRACTOR SHALL REVIEW ENTIRE GEOTECHNICAL INVESTIGATION REPORT PRIOR TO

EXCAVATION WORK.

3. ALL EXCAVATION AND FILL SHALL BE PERFORMED ACCORDING TO THE ABOVE

REFERENCED GEOTECHNICAL REPORT.

4. ALL EXCAVATIONS SHALL BE INSPECTED BY A REPRESENTATIVE OF THE GEOTECHNICAL

ENGINEER, OR AN APPROVED GEOTECHNICAL TESTING AGENCY TO VERIFY THE PROPER

BEARING MATERIAL EXISTS PRIOR TO PLACING ENGINEERED FILL, FOUNDATION CONCRETE

AND/OR SLAB ON GRADE. FOUNDATION ELEVATIONS SHOWN ARE FOR BIDDING PURPOSES

ONLY, AND MAY VARY TO SUIT ACTUAL SUBSURFACE SOIL CONDITIONS.

5. SHALLOW SPREAD FOOTINGS BEARING ON NATURAL SOIL OR NEW GRANULAR

ENGINEERED FILL ARE DESIGNED FOR A MAXIMUM SOIL BEARING PRESSURE OF 2,000 PSF.

SHALLOW SPREAD FOOTINGS BEARING ON SLURRY OF INFILLED PIT ARE DESIGNED FOR A

MAXIMUM BEARING CAPACITY OF 5,000 PSF. SOILS UNSUITABLE FOR SUPPORTING

FOUNDATIONS SHALL BE REMOVED AND BACKFILLED TO THE DESIGN BEARING ELEVATION,

AS DIRECTED BY THE GEOTECHNICAL ENGINEER.

6. ALL FOUNDATION BEARING SURFACES SHALL BE UNDISTURBED, LEVEL (WITHIN 1 IN 12),

AND UNLESS NOTED OTHERWISE, ALL FOOTINGS MAY BE POURED NEAT (WITHOUT SIDE

FORMS) WHERE SOIL CONDITIONS PERMIT.

7. ALL COLUMN DOWELS AND ANCHOR BOLTS SHALL BE SET BY A TEMPLATE METHOD PRIOR

TO CONCRETE PLACEMENT.

COMPONENT AND CLADDING DIAGRAM

COMPONENT AND CLADDING

MASONRY

MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE CURRENT ACI 530

"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND ACI 530.1

"SPECIFICATION FOR MASONRY STRUCTURES", WITH THE FOLLOWING SUPPLEMENTAL

REQUIREMENTS:

1. HOLLOW CONCRETE MASONRY UNITS (CMU) SHALL BE TYPE I OR II, MEDIUM WEIGHT, IN

ACCORDANCE WITH ASTM C90. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF UNITS SHALL

BE 1,800 PSI BASED ON THE NET AREA.

2. MORTAR FOR CONCRETE MASONRY SHALL BE TYPE S, IN ACCORDANCE WITH ASTM C270,

AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI IN 28 DAYS. ALL UNITS

SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED (FACE SHELLS), WEBS, AND

COLLAR JOINTS.

3. ALL MASONRY REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO ASTM A615

OR A996 GRADE 60. THE MINIMUM LAP FOR SPLICES SHALL BE 48 BAR DIAMETERS.

REINFORCING SHALL BE HELD IN POSITION AT INTERVALS NOT TO EXCEED 192 BAR

DIAMETERS.

4. GROUT SHALL CONFORM TO ASTM C476, "FINE" AND SHALL HAVE A MINIMUM 28-DAY

COMPRESSIVE STRENGTH OF 2,000 PSI AND A SLUMP BETWEEN 8" AND 11". THE LOW-LIFT

METHOD SHALL BE USED TO PLACE GROUT.

5. ALL VERTICAL MASONRY REINFORCING SHALL BE PLACED IN FULLY GROUTED CELLS.

6. DOWELS FROM FOUNDATION INTO MASONRY WALLS SHALL MATCH SIZE AND SPACING OF

WALL VERTICAL BARS, UNLESS NOTED OTHERWISE. DOWELS SHALL BE PROVIDED AND

INSTALLED BY THE FOUNDATION CONTRACTOR, BUT MASONRY CONTRACTOR SHALL

REVIEW THE ACCURACY OF THE DOWEL LAYOUT AND PLACEMENT PRIOR TO THE

PLACEMENT OF FOUNDATION CONCRETE.

7. VERTICAL BARS SHALL BE CONTINUOUS THROUGH BOND BEAMS UNLESS NOTED

OTHERWISE.

8. ALL CMU MASONRY WALLS SHALL BE REINFORCED WITH 9 GAUGE STANDARD TRUSS-TYPE

DURAWALL (OR APPROVED EQUAL), CONFORMING TO ASTM A82, AND CONTINUOUSLY

PLACED IN ALTERNATE HORIZONTAL MORTAR JOINTS (16" OC VERTICALLY). ALL WIRE

REINFORCING SHALL BE HOT-DIPPED GALVANIZED, AND SHALL CONFORM TO ASTM A951.

HORIZONTAL JOINT REINFORCING SHALL ALSO BE PROVIDED AT THE TOP AND BOTTOM OF

WALL OPENINGS, AND SHALL EXTEND NOT LESS THAN 2'-0" PAST THE OPENING.

9. ALL HOLLOW METAL DOOR/WINDOW FRAMES AND STRUCTURAL STEEL JAMB/HEADER TO

BE INSTALLED WITH ADJUSTABLE ANCHORS AND "BUILT INTO" THE CMU. GROUT FRAMES

SOLID AS CMU INSTALLATION PROGRESSES.

10. PROVIDE A VERTICAL CONTROL JOINT AT LOCATIONS INDICATED ON ARCHITECTURAL

ELEVATION SHEETS. BOND BEAM REINFORCING AND GROUT SHALL BE CONTINUOUS AT

MASONRY WALL CONTROL JOINTS.

11. PROVIDE LINTELS OVER OPENINGS IN MASONRY WALLS. SEE SHEET S.501 FOR LINTEL

SIZES AND REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS (WHEN APPLICABLE)

FOR EXACT NUMBER, LOCATION, AND SIZES OF WALL OPENINGS.

12. SOLID FILL ALL MASONRY POCKETS AND BEARINGS WITH MASONRY AND DRY PACK GROUT.

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REQUIRED SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

TYPE CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. STRUCTURAL STEEL

A. INSPECT IN ACCORDANCE WITH THE QUALITY ASSURANCE PLAN

REQUIREMENTS OF AISC 341.

AISC 341 1705.12.1

2. STORAGE RACKS

A. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER IN HEIGHT. X 1705.12.7

3. ARCHITECTURAL COMPONENTS

A. ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND

EXTERIOR NONBEARING WALLS, AND INTERIOR AND EXTERIOR VENEER

X 1705.12.5

B. ANCHORAGE OF ACCESS FLOORS X 1705.12.5.1

4. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS

A. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY AND

STANDBY POWER SYSTEMS

X 1705.12.6

B. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT X 1705.12.6

C. INSTALLATION AND ANCHORAGE OF PIPING SYSTEMS INTENDED TO

CARRY HAZARDOUS MATERIALS, AND THEIR ASSOCIATED MECHANICAL

UNITS

X 1705.12.6

D. INSTALLATION AND ANCHORAGE OF HVAC DUCTWORK DESIGNED TO

CARRY HAZARDOUS MATERIALS

X 1705.12.6

E. INSTALLATION AND ANCHORAGE OF VIBRATION ISOLATION SYSTEMS,

WHERE THE CONSTRUCTION DOCUMENTS REQUIRE A NOMINAL

CLEARANCE OF 1/4 INCH OR LESS BETWEEN THE EQUIPMENT SUPPORT

FRAME AND RESTRAINT

X 1705.12.6

5. DESIGNATED SEISMIC SYSTEMS

A. EXAMINE DESIGNATED SEISMIC SYSTEMS REQUIRING SEISMIC

QUALIFICATION IN ACCORDANCE WITH 13.2.2 OF ASCE 7 AND VERIFY THAT

THE LABEL, ANCHORAGE OR MOUNTING CONFORMS TO THE CERTIFICATE

OF COMPLIANCE.

1705.12.4

NOTES

1. "SFRS" REFERS TO "SEISMIC FORCE RESISTING SYSTEM".

REQUIRED SPECIAL INSPECTIONS OF COLD-FORMED STEEL DECK

TYPE CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT. SD1 QA/QC 1705.2.2

A VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK

ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING

PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS

X

B DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK

ACCESSORIES.

X

2. INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT SD1 QA/QC 1705.2.2

A VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES

INSTALLATION WITH CONSTRUCTION DOCUMENTS.

X

B VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL

CERTIFICATIONS THAT COMPLY WITH THE CONSTRUCTION

DOCUMENTS.

X

C DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF

DECK AND DECK ACCESSORIES.

X

3. INSPECTION OR EXECUTION TASKS PRIOR TO WELDING. SD1 QA/QC 1705.2.2

A WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE. X

B MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLE

AVAILABLE.

X

C MATERIAL IDENTIFICATION (TYPE/GRADE). X

D CHECK WELDING EQUIPMENT.. X

4. INSPECTION OR EXECUTION TASKS DURING WELDING. SD1 QA/QC 1705.2.2

A USE OF QUALIFIED WELDERS. X

B CONTROL AND HANDLING OF WELDING CONSUMABLES. X

C ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE,

TEMPERATURE).

X

D WPS FOLLOWED. X

5. INSPECTION OR EXECUTION TASKS AFTER WELDING. SD1 QA/QC 1705.2.2

A VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT,

SIDELAP, AND PERIMETER WELDS.

X

B WELDS MEET VISUAL ACCEPTANCE CRITERIA. X

C VERIFY REPAIR ACTIVITIES. X

D DOCUMENT ACCEPTANCE OR REJECTION OF WELDS. X

6. INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL

FASTENING.

SD1 QA/QC 1705.2.2

A MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR

MECHANICAL FASTENERS.

X

B PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION. X

C PROPER STORAGE FOR MECHANICAL FASTENERS. X

7. INSPECTION OR EXECUTION TASKS DURING MECHANICAL

FASTENING.

SD1 QA/QC 1705.2.2

A FASTENERS ARE POSITIONED AS REQUIRED. X

B FASTENERS ARE INSTALLED IN ACCORDANCE WITH

MANUFACTURER'S INSTRUCTIONS.

X

8. INSPECTION OR EXECUTION TASKS AFTER MECHANICAL

FASTENING.

SD1 QA/QC 1705.2.2

A CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT

FASTENERS.

X

B CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP

FASTENERS.

X

C CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER

FASTENERS.

X

D VERIFY REPAIR ACTIVITIES. X

E DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL

FASTENERS.

X

REQUIRED SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION

TYPE CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT. X ACI 318 CH.

20, 25.2, 25.3, 26.6.1-26.6.3

1908.4

2. REINFORCING BAR WELDING: AWS D1.4

ACI 318: 26.6.4

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706; X

B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16” X

C. INSPECT ALL OTHER WELDS. X

3. INSPECT ANCHORS CAST IN CONCRETE. X ACI 318: 17.8.2

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

SEE NOTE 1

BELOW

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

X ACI 318:

17.8.2.4

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.A. X ACI 318: 17.8.2

5. VERIFY USE OF REQUIRED DESIGN MIX. X ACI 318: Ch.

19, 26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

X ASTM C172

ASTM C31

ACI 318: 26.4,

26.12

1908.10

7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

X ACI 318: 26.5 1908.6,

1908.7, 1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

X ACI 318:

26.5.3-26.5.5

1908.9

9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

X ACI 318:

26.11.1.2(b)

SUBMIT CERTIFIED MILL TEST REPORTS FOR REINFORCEMENT. X ACI 318:

21.1.5.2

1705.12.1

NOTES:

1. ESR REPORTS CORRESPONDING TO EACH POST-INSTALLED ANCHOR

PRODUCT SHALL BE REVIEWED FOR SPECIAL INSPECTION

REQUIREMENTS. SUCH REQUIREMENTS SHALL BE COMPLETED IN

ACCORDANCE WITH THESE SPECIAL INSPECTION TABLES.

REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS

TYPE CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS. 1705.2.3

A. END CONNECTIONS - WELDING OR BOLTED X SJI

SPECIFICATIONS

LISTED IN

SECTION 2207.1.

B. BRIDGING - HORIZONTAL OR DIAGONAL

1. STANDARD BRIDGING X SJI

SPECIFICATIONS

LISTED IN

SECTION 2207.1.

2. BRIDGING THAT DIFFERS FROM THE SJI SPECIFICATIONS LISTED

IN SECTION 2207.1.

X

REQUIRED SPECIAL INSPECTIONS OF SOILS

TYPE CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

X 1705.6

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

X 1705.6

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS.

X 1705.6

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

X 1705.6

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND

VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

X 1705.6

NOTES:

1. THE PROJECT GEOTECHNICAL REPORT AND THE CONSTRUCTION

DOCUMENTS PREPARED BY THE ENGINEER OF RECORD SHALL BE USED

TO DETERMINE COMPLIANCE.

2. DURING FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL DETERMINE

THAT PROPER MATERIALS AND PROCEDURES ARE USED IN ACCORDANCE

WITH THE PROVISIONS OF THE GEOTECHNICAL REPORT.

SPECIAL INSPECTION GENERAL NOTES

IBC

REFERENCE

1. REPORT REQUIREMENT 1704.2.4

A. APPROVED AGENCIES SHALL KEEP RECORDS OF SPECIAL INSPECTIONS AND TESTS.

B. THE APPROVED AGENCY SHALL SUBMIT REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE BUILDING

OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.

C. REPORTS SHALL INDICATE THAT WORK INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN

CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.

D. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE

PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.

E. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS OR TESTS, SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON PRIOR TO THE START OF WORK BY THE OWNER OR THE OWNER’S AUTHORIZED AGENT TO THE

BUILDING OFFICIAL.

F. SPECIAL INSPECTOR OF RECORD SHALL CONFORM TO THE REQUIREMENTS OF UFC 3-301-01 (01 JUNE 2013)

PARAGRAPH 2-2.3.

2. DEFINITIONS 202

A. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT

CONTINUOUSLY WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED.

B. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY

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

3. INSPECTION OF FABRICATORS 1704.2.5

A. SPECIAL INSPECTIONS REQUIRED BY THESE SCHEDULES APPLY TO WORK WHETHER COMPLETED ON SITE

OR ELSEWHERE, SUCH AS AT A FABRICATOR'S SHOP.

B. SPECIAL INSPECTOR SHALL VERIFY THAT FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY CONTROL PROCEDURES, AND SHALL REVIEW PROCEDURES FOR COMPLETENESS RELATIVE TO THE CODE

REQUIREMENTS FOR FABRICATOR'S SCOPE OF WORK.

1704.2.5.1

C. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WORK DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE CONSTRUCTION

DOCUMENTS.

1704.2.5.1 1704.2.5.2

4. EXCEPTIONS

A. SPECIAL INSPECTIONS AND TESTS ARE NOT REQUIRED FOR CONSTRUCTION OF A MINOR NATURE OR AS WARRANTED BY CONDITIONS IN THE JURISDICTION AS APPROVED BY THE BUILDING OFFICIAL.

1704.2.1

5. STATEMENT OF RESPONSIBILITY

A. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND- OR SEISMIC

FORCE-RESISTING SYSTEM, 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 THE OWNER OR THE OWNER’S AUTHORIZED AGENT

PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR’S

STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL

REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.

1704.4

6. REFERENCE STANDARDS

A. THE SPECIAL INSPECTOR SHALL HAVE AVAILABLE ON THE SITE A COPY OF THE STANDARD DOCUMENTS

REFERENCED FOR EACH TASK BEING INSPECTED.

REQUIRED SPECIAL INSPECTIONS OF HOT-ROLLED STRUCTURAL STEEL

TYPE

FOR EACH

LOCATION PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. PRIOR TO WELDING AISC 360 N5.4

A. WELDING PROCEDURE SPECIFICATIONS (WPS'S) ARE AVAILABLE X AWS D1.1 (6.3)

B. MANUFACTURER CERTIFICATIONS FOR CONSUMABLES ARE AVAILABLE X AWS D1.1 (6.2)

C. MATERIAL IDENTIFICATION (PROPER TYPE/GRADE OF ALL MATERIALS AND

CONSUMABLES)

X AWS D1.1 (6.2)

D. WELDER IDENTIFICATION SYSTEM X AISC 360 N5.4

E. FIT-UP OF GROOVE WELDS X AWS D1.1

(5.10, 5.15, 5.18, 5.22, 6.5.2)

F. CONFIGURATION AND FINISH OF ACCESS HOLES X AWS D1.1

(5.17, 6.5.2)

G

FIT-UP OF FILLET WELDS X AWS D1.1

(5.15, 5.18, 5.22.1)

2. DURING WELDING AISC 360 N5.4

A. USE OF QUALIFIED WELDERS X AWS D1.1 (6.4)

B. CONTROL AND HANDLING OF CONSUMABLES (PACKAGING; EXPOSURE

CONTROL)

X AWS D1.1 (5.3,

6.2)

C. NO WELDING OVER CRACKED TACK WELDS X AWS D1.1

(5.18)

D. ENVIRONMENTAL: WIND SPEED, PRECIPITATION, AND TEMPERATURE

WITHIN LIMITS

X AWS D1.1

(5.12.1, 5.12.2)

E. WELDING PROCEDURE SPECIFICATIONS (WPS) ARE FOLLOWED (SETTINGS

ON WELDING EQUIPMENT; TRAVEL SPEED; SELECTED WELDING

MATERIALS; SHIELDING GAS TYPE/FLOW RATE; PREHEAT APPLIED;

INTERPASS TEMPERATURE MAINTAINED, MIN AND MAX; PROPER

POSITION, F/V/H/OH)

X AWS D1.1 (5.5,

5.6, 5.7, 5.21, 6.3.3, 6.5.2)

F. WELDING TECHNIQUES (INTERPASS AND FINAL CLEANING; EACH PASS

WITHIN PROFILE LIMITATIONS AND MEETS QUALITY REQUIREMENTS)

X AWS D1.1

(5.24, 5.30.1, 6.5.2, 6.5.3)

3. AFTER WELDING AISC 360 N5.4

A. WELDS CLEANED X AWS D.1.1

(5.30.1)

B. SIZE, LENGTH, AND LOCATION OF WELDS X AWS D1.1

(6.5.1)

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA (CRACK PROHIBITION;

WELD/BASE METAL FUSION; CRATER CROSS SECTION; WELD PROFILES;

WELD SIZE; UNDERCUT; POROSITY)

X AWS D1.1 (6.1,

6.5.3)

D. ARC STRIKES X AWS D1.1

(5.29)

E. K-AREA: VISUALLY INSPECT FOR CRACKING IN WEB WITHIN 3" OF WELDS

LOCATED IN K-AREA.

X AISC 360 N5.4

F. BACKING AND WELD TABS REMOVED IF REQUIRED X AWS D1.1

(5.10, 5.31)

G

REPAIR ACTIVITIES X AWS D1.1

(5.26, 6.5.3)

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER X AWS D1.1

(6.5.4, 6.5.5)

4. NON-DESTRUCTIVE TESTING AISC 360 N5.5

A. CJP GROOVE WELDS: ULTRASONIC TESTING X AWS D1.1,

AISC 360 N5.5b

B. CJP GROOVE WELDS: PROVIDE ULTRASONIC TESTING OF 10% OF WELDS X AWS D1.1,

AISC 360

N5.5b,f

C. ACCESS HOLES: TEST THERMALLY CUT SURFACES OF ACCESS HOLES

WITH MAGNETIC PARTICLE OR PENETRANT TESTING. REJECT ANY CRACK

OF ANY SIZE/LOCATION.

X AISC 360 N5.5c

D. WELDED JOINTS SUBJECTED TO FATIGUE LOADING X AISC 360 N5.5d

5. BEFORE HIGH-STRENGTH BOLTING (PRETENSIONED AND SLIP-CRITICAL)

THIS INSPECTION DOES NOT APPLY TO SNUG-TIGHT JOINTS

A. MANUFACTURER CERTIFICATION FOR FASTENERS IS AVAILABLE X AISC 360 N5.6

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM X AISC 360 N5.6

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL X AISC 360 N5.6

D. PROPER BOLTING PROCEDURE SELECTED FOR THE JOINT DETAIL X AISC 360 N5.6

E. CONNECTING ELEMENTS, INCLUDING FAYING SURFACE CONDITION AND

HOLE PREP, MEET REQUIREMENTS

X AISC 360 N5.6

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLER OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

X AISC 360 N5.6

G

PROPER STORAGE FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER

COMPONENTS

X AISC 360 N5.6

6. DURING HIGH STRENGTH BOLTING (PRETENSIONED AND SLIP-CRITICAL)

THIS INSPECTION DOES NOT APPLY TO SNUG-TIGHT JOINTS

THIS INSPECTION MAY BE PERFORMED AFTER-THE-FACT IF CONDITIONS

OF AISC N5.6 (2) ARE MET.

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

AND WASHERS POSITIONED AS REQUIRED

X AISC 360 N5.6

B. JOINTS SNUG-TIGHT PRIOR TO PRETENSIONING X AISC 360 N5.6

C. FASTENER COMPONENT NOT TURNED BY WRENCH IS PREVENTED FROM

ROTATING

X AISC 360 N5.6

D. FASTENERS PRETENSIONED PER RCSC SPECIFICATION X AISC 360 N5.6

7. AFTER HIGH-STRENGTH BOLTING

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTION X AISC 360 N5.6

NOTES:

1. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR STEEL WORK OF A MINOR

NATURE.

2. SPECIAL INSPECTORS SHALL COMPLETE ALL TASKS ASSIGNED TO

"QUALITY ASSURANCE"/"QA" IN AISC 360 CHAPTER N.

3. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR WORK COMPLETED IN

THE SHOP BY AN AISC CERTIFIED FABRICATOR. THIS DOES NOT RELIEVE

THE FABRICTOR FROM INSPECTIONS REQUIRED BY THE AISC

CERTIFICATION PROGRAM, NOR FROM AISC 360 "QUALITY CONTROL"

INSPECTIONS.

1704.2.5

4. FOR FULLER EXPLANATION OF WELDING STANDARDS FOR INSPECTION,

REFER TO COMMENTARY OF AISC 360.

REQUIRED SPECIAL INSPECTIONS OF MASONRY CONSTRUCTION - LEVEL B

TYPE

CONTINUOU

S PERIODIC

ACI 530

REFERENCE

ACI 530.1

REFERENCE

1. VERIFICATION OF SLUMP FLOW X 1.5B.1.b.3

2. VERIFICATION OF f'm PRIOR TO CONSTRUCTION EXCEPT WHERE

SPECIFICALLY EXEMPTED BY ACI 530/530.1.

X 1.4B

3. VERIFY COMPLIANCE WITH THE REVIEWED SUBMITTALS AND THE

REQUIRED INSPECTION PROVISIONS OF THE CONSTRUCTION

DOCUMENTS.

X 1.5

4. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE

VERIFIED TO ENSURE COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR X 2.1, 2.6A

B. CONSTRUCTION OF MORTAR JOINTS X 3.3B

C. LOCATION OF REINFORCEMENT AND CONNECTORS X 3.4, 3.6A

5. PRIOR TO GROUTING, VERIFY THE FOLLOWING TO ENSURE COMPLIANCE:

A. GROUT SPACE X 3.2D, 3.2F

B. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS X 1.16 2.4, 3.4

C. PLACEMENT OF REINFORCEMENT AND CONNECTORS X 1.16 3.2E, 3.4,

3.6A

D. PROPORTIONS OF SITE-PREPARED GROUT X 2.6B,

2.4G.1.b

E. CONSTRUCTION OF MORTAR JOINTS X 3.3B

6. VERIFY DURING CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X 3.3F

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

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR

OTHER CONSTRUCTION.

X 1.16.4.3, 1.17.1

C. WELDING OF REINFORCING BARS X 2.1.7.7.2,

3.3.3.4.C, 8.3.3.4.B

D. PREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40 DEG F) OR HOT WEATHER

(TEMPERATURE ABOVE 90 DEG F)

X 1.8C, 1.8D

7. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS SHALL BE OBSERVED.

X 1.4B.2.A.3, 1.4B.2.B.3, 1.4B.2.C.3, 1.4B.3, 1.4B.4

NOTES:

1. SPECIAL INSPECTIONS ARE NOT REQUIRED FOR MASONRY WORK OF A

MINOR NATURE.

2. QUALIFICATIONS OF WELDERS MUST BE VERIFIED PRIOR TO THE START

OF THE WORK.

DW DW

B L F+34

BL60F

3 4 5 6 7 83.5 4.5 5.5 6.5

L

K

MM

J

G

H

3.6

6.4

K.8 K.8

K.2 K.2

5.8

20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

12'-9" 7'-3" 19'-3" 9"

F01

F01

F02

F02

F06

F06

F40

F40 F7055

F7055 F45

F45

F03

F03

F03F04

3.2

10'-0"

K.7 2

S-501

S-501

S-501

EXISTING SLAB

CONTROL JOINTS

EXISTING EMBEDED

STEEL BEAM

10'-1 1/2"

F05 F05 F05 F05 F05 F05 F05 F05 F05

F05F05F05F05F05F05F05F05

20'-0"

S-501

A.

B.

C.

REFER TO SHEETS S-001 AND S-002 FOR GENERAL NOTES AND SPECIAL

INSPECTIONS.

REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN.

EXISTING CONDITIONS SHOWN ARE BASED ON A COMBINATION OF EXISTING

DRAWINGS AND FIELD MEASUREMENTS. EXISTING CONDITIONS TO BE VERIFIED

BY GENERAL CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION.

REPORT ANY DISCREPANCIES TO ENGINEER.

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-1

1/8" = 1'-0"S-101

01 FOUNDATION PLAN

GENERAL NOTES

N

16'4' 8'

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

DRAWING NOTES

F01 SAWCUT EXISTING 8" THICK SLAB. EXCAVATE 12" OF SLURRY FILL.

CAST NEW FOOTING -8" BELOW FINISH FLOOR. POUR BACK 8"

CONCRETE FLOOR OVER NEW FOOTING.

F02 SAWCUT EXISTING 6" THICK SLAB. EXCAVATE AND CAST NEW FOOTING

-8" BELOW FINISH FLOOR. POUR BACK 8" CONCRETE FLOOR OVER NEW

FOOTING.

F03 EXISTING 6" SLAB ON GRADE.

F04 PER EDWARDS AIR FORCE BASE; LIMITS OF INFILLED PIT. INFILL

CONSISTS OF 22'± OF SLURRY MIX CAPPED WITH AN 8" THICK SLAB

WITH (2) LAYERS OF REINFORCING.

F05 REMOVE STEEL PLATE. INFILL TRENCH WITH LOW DENSITY CONCRETE

FILL TO AND ELEVATION OF 8" BELOW FINISH FLOOR. CAP WITH 8"

CONCRETE. FINISH WITH SMOOTH TROWEL.

F06 SAWCUT EXISTING 6" THICK SLAB. EXCAVATE AND REMOVE EXISTING

FOOTING. CAST NEW FOOTING -8" BELOW FINISH FLOOR. POUR BACK 8"

CONCRETE FLOOR OVER NEW FOOTING.

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCING

REMARKSWIDTH LENGTH DEPTH

TRANSVERSE LONGITUDINAL

QUANTITY SIZE QUANTITY SIZE

F40 4' - 0" 4' - 0" 1' - 0" 6 #4 6 #4

F45 4' - 6" 4' - 6" 1' - 0" 6 #4 6 #4

F7055 5' - 6" 7'…