ATTACHMENT 12 - Drawings - Volume 2 - 1 of 4.pdf

SUMMIT FIRE CONSULTING

575 MINNEHAHA AVE WEST

ST. PAUL, MINNESOTA 55103

(612) 387-7050

CALIBRE

9090 S RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH COLORADO 80129

PHONE (303) 730-0434

ALBERTSON ENGINEERING INC.

3202 W MAIN ST C,

RAPID CITY, SOUTH DAKOTA 57702

PHONE (605) 343-9606

FOURFRONT DESIGN, INC.

517 7TH STREET

RAPID CITY, SOUTH DAKOTA

57701

PH: (605) 342-9470

FAX: (605) 342-2377

WWW.FOURFRONTDESIGN.COMFOURFRONT

D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg.

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECTCONSULTANTS:

DateRevisions:

VA FORM 08-6231

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9

Department of Veterans Affairsof

/1 /2

:2

:2

A M

CONSTRUCTION DOCUMENTS

11/16/21

COVER SHEET - VOLUME 2

G2.00

EXPAND BLDG. 1 FOR

PRIMARY CARE

AuthorJS

2101 ELM STREET

FARGO, ND 58102FARGO VAHCS

437-315

57 128

EXPAND BUILDING 1 FOR PRIMARY CARE

PROJECT NO. 437-315

FARGO VA HEALTH CARE SYSTEM

DEPARTMENT OF VETERAN'S AFFAIRS

2101 ELM STREET

FARGO, NORTH DAKOTA 58102

VA

U.S DEPARTMENT OF VETERAN'S AFFAIRS

VETERAN'S HEALTH ADMINISTRATION

1/2" 1"0" 2"SCALE: FULL

MATCH LINE

SEE XN/XXNNN

XC1 R1

XX" Ø X

XX'-X" XX'-X"

X

XN

XXNNN

XN

XXNNN

XN

XXNNN

F1

A

HSS _x_x_

B1

20GA TYPE 'W3' MTL DECK

PC S

PAN

Hx R15:12

B

B

GENERAL STRUCTURAL NOTES INDEX TO STRUCTURAL SHEETSSYMBOLS LEGEND

COORDINATE SYSTEM

S J

W--x--

(XXX'-XX")

ELEVATION

INDICATOR

CUT SECTION

INDICATOR

WALL

REINFORCING

INDICATOR

PC SPAN

IDENTIFIER

STEP TOP OF

WALL INDICATOR

PIER TAG CALLOUT INDICATOR

ROOF SLOPE

INDICATOR

STEP TOP OF

FOOTING

IDENTIFIER

MASONRY PIER

INDICATOR

CORNER REINF

INDICATOR

CONTINUOUS

BEAM

INDICATOR

MATCH LINE INDICATOR

PLAN NORTH ORIENTED 90°

TO THE SHEET W/ MAGNETIC

NORTH (OPTIONAL)

SHEET TYPE DESIGNATORS

SHEET IDENTIFICATION

SHEET TYPE

DESIGNATOR

SHEET SEQUENCE

NUMBER 01-99

MODIFIER

CHARACTER

DISCIPLINE

CHARACTER

-S

AA

DETAIL BUBBLE

INDICATOR

DETAIL/SECTION/PLAN

BLOCK TITLE INDICATOR

EXT ELEVATION

INDICATOR

COLUMN

INDICATOR(S)

KEYNOTE

IDENTIFIER

REVISION

SYMBOL

NNN

0 GENERAL (SYMBOLS LEGEND, NOTES, ETC)

1 PLANS (HORIZONTAL VIEWS)

2 ELEVATIONS (VERTICAL VIEWS)

3 SECTIONS (SECTIONAL VIEWS)

4 LARGE SCALE VIEWS (PLANS, ELEV, OR SECTIONS, NOT DETAILS)

5 DETAILS

6 SCHEDULES AND DIAGRAMS

7 USER DEFINED

8 USER DEFINED

9 3D REPRESENTATIONS (ISOMETRICS, PERSPECTIVES, PHOTOGRAPHS)

A1

54321

FOOTING/PIER

IDENTIFIER

STEP

INDICATOR

HOLDOWN

INDICATOR

BEAM

INDICATOR(S)

MOMENT

INDICATOR

DECK INDICATOR

SHEAR WALL

INDICATOR

LINTEL

INDICATOR

RAFTER

INDICATOR

ASTERISK

INDICATOR

SLOPE

INDICATOR

WORK POINT

INDICATOR

54321

D

B

A

C

D

B

A

C

A3

C5C4

D4

C3

D3

XN

ELEVATION INDICATOR

SECTION

INDICATOR

COLUMN/FND

GRID INDICATOR

SLAB JOINT

INDICATOR

STRUCTURAL HATCH PATTERNS

BRICK

CONCRETE

NATIVE

UNDISTURBED

SOIL

BACKFILL/FILL

ENGINEERED FILL

DRAINAGE

COURSE

GYPSUM

BOARD

WD- BLKG

OR SHIM

PLYWOOD/OSB

/PARTICLE BD

WD- GLUED

/LAMINATED

WOOD-

CONTINUOUS

FRAMING

INSUL/FIRE

SAFING

METAL FLOOR

GRATING

GROUT

RIGID

INSUL/ICF/SIP

/EIFS SYSTEMS

METALS

MORTAR

CMU

ROUGH LOG

WALL

WOOD STUD

BRG WALL

CONC WALL

HOLDOWN

(BLOCKOUT)

STONE/

ROCK WALL

C1

Hx

S W x

XXX' - XX"

TOx

N

CONT

MC-x

-xx"

CONCRETE CURING

STRENGTH SCHEDULE

LOCATION

28 DAY

COMPRESSIVE

STRENGTH

ENTRAINED

AIR

SLUMP

MAX W/C

RATIO

HELICAL PIER CAPS

INTERIOR SLABS

GRADE BEAMS &

ALL OTHER CONC

EXTERIOR SLABS

3,500 PSI

4,500 PSI

4,000 PSI

5,000 PSI

4.0% - 6.0%

5.0% - 7.0%

< 3.0%

5.0% - 7.0%

5" +/- 1"

4"+/- 1"

3" +/- 1"

3" +/ - 1"

0.55

0.45

0.5

0.40

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND

SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

2. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE

PROCEEDING WITH THE AFFECTED PART OF THE WORK.

3. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE

BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO

DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION

OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING (AND ACCOMPANYING

FOOTINGS), GUYS OR TIE-DOWNS.

4. ADDITIONAL OBSERVATIONS AS A RESULT OF REJECTION OF WORK COMPLETED

AND/OR ADDITIONAL OBSERVATIONS DUE TO THE DEFICIENCIES IN WORK OBSERVED

WILL BE AT THE EXPENSE OF THE CONTRACTOR.

5. ALL STRUCTURAL SHOP DRAWINGS TO BE REVIEWED BY JOB SUPERINTENDENT IN

ADDITION TO ALL PERSONNEL DEEMED NECESSARY BY CONTRACTOR PRIOR TO

SUBMITTAL TO ENGINEER FOR APPROVAL.

6. ALL SHOP DRAWINGS TO BE REVIEWED BY ALBERTSON ENGINEERING INC. SHALL

HAVE ELECTRONIC COPIES PROVIDED TO ALBERTSON ENGINEERING INC. FOR

REVIEW. AN ELECTRONIC MARKED SET OF THOSE DRAWINGS WILL BE RETURNED TO

THE CONTRACTOR. NO ADDITIONAL HARD COPIES OF THE SHOP DRAWINGS NEED TO

BE PROVIDED TO ALBERTSON ENGINEERING INC., ALTHOUGH OTHER PARTIES MAY

REQUIRE HARD COPIES OF THE MARKED UP DRAWINGS. THESE REQUIREMENTS ARE

IN ADDITION TO THE TYPICAL PROJECT SHOP DRAWING SUBMITTAL REQUIREMENTS

STATED IN THE PROJECT SPECIFICATIONS.

7. THE DESIGN OF THE STRUCTURE SHOWN IN THESE CONSTRUCTION DOCUMENTS IS

FOR THE ONE-TIME USE AT THE SPECIFIC SITE REFERENCED IN THE GEOTECHNICAL

REPORT.

1. SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS

AND INSTALLATION PROCEDURES. SITE PREPARATION AND FOUNDATION SHALL

COMPLY WITH THE FOLLOWING:

PREPARED BY: NORTHERN TECHNOLOGIES, LLC

TITLE: GEOTECHNICAL EXPLORATION AND ENGINEERING REVIEW

VA BUILDING 1 EXPANSION

FARGO, NORTH DAKOTA

NTI PROJECT 20.FGO 10880

DATE: DECEMBER 3, 2020

2. GEOTECHNICAL RECOMMENDATIONS WERE PREPARED WITH SPECIFIC KNOWLEDGE

OF THE SPECIFIC BUILDING TYPE, CONSTRUCTION TYPE, AND LIKELY LOADS SHOWN ON

THE CONSTRUCTION DOCUMENTS. DETERMINING THE AMOUNT OF SETTLEMENT

ACCEPTABLE FOR THE BUILDING TYPE IS THE RESPONSIBILITY OF THE GEOTECHNICAL

ENGINEER. ALL STRUCTURAL DESIGNS WERE BASED UPON STAYING WITHIN THE

LIMITS GIVEN WITHIN THE GEOTECHNICAL REPORT FOR THE LOADS PRESCRIBED BY

THE BUILDING CODE REFERENCED IN THE DESIGN CODES SECTION OF THESE

STRUCTURAL NOTES.

3. DESIGNS BASED UPON HELICAL PIER SYSTEM DESIGNED BY OTHERS. SEE

GEOTECHNICAL REPORT FOR ALL REQUIREMENTS RELATED TO THE CONSTRUCTION

OF THE HELICAL PIER SYSTEM AND SLAB-ON-GRADE.

MINIMUM SLEEVE SPACING SHALL BE TWO DIAMETERS CENTER TO CENTER TO THE

LARGER SLEEVE OR 6" CLEAR BETWEEN SLEEVES, WHICHEVER IS GREATER. PRIOR TO

CONSTRUCTION SLEEVE LOCATIONS AND SIZES SHALL BE APPROVED BY THE

STRUCTURAL ENGINEER OF RECORD.

SHALL BE A POLYMER INJECTION SYSTEM SUCH AS HILTI-HY 200 EPOXY, OR APPROVED

EQUAL, INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS.

INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

1. SHALL BE A36 THREADED ROD. PROVIDE HOT DIP GALVANIZE FINISH ON ALL

ANCHOR BOLTS PERMANENTLY EXPOSED TO EXTERIOR OR IN CONTACT WITH

PRESSURE TREATED LUMBER.

2. THREADED ROD EMBEDMENT DEPTH SPECIFIED IN THE DRAWINGS SHALL BE FROM

TOP OF CONCRETE TO TOP OF DOUBLE NUT.

1. CONCRETE TESTING SHALL BE PAID FOR BY THE CONTRACTOR. TESTING

LABORATORY APPROVED BY THE CONTRACTING OFFICER SHALL PERFORM THE

FOLLOWING TEST ON CAST-IN-PLACE CONCRETE:

A. ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT

CONCRETE."

B. ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF

CYLINDRICAL CONCRETE SPECIMENS. A SEPARATE TEST SHALL BE CONDUCTED

FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED

PER DAY. REQUIRED CYLINDER(S) QUANTITIES AND TEST AGE AS FOLLOWS:

a. AT 7 DAYS

b. AT 28 DAYS

C. PROVIDE ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE

DIRECTION OF THE ENGINEER, IF REQUIRED. IF 28 DAY STRENGTH IS ACHIEVED,

THE ADDITIONAL CYLINDER(S) MAY BE DISCARDED.

D. TESTING SHALL BE BASED UPON CONCRETE TAKEN AT POINT OF PLACEMENT.

E. IN ADDITION TO TYPICAL TESTING REQUIREMENTS, SLUMP AND AIR CONTENT

SAMPLES SHALL BE TAKEN AT BEGINNING OF FIRST TRUCK PRIOR TO ANY

PLACEMENT AND REPEATED AT THE MIDDLE OF FIRST TRUCK. CONCRETE

PLACEMENT SHALL NOT START IF INITIAL TEST(S) FAIL AND SHALL NOT CONTINUE

OF TEST TAKEN AT MIDDLE OF FIRST LOAD FAILS.

F. IF ANY SLUMP OR AIR CONTENT FAILS DURING PLACMENT, TESTS SHALL BE

IMMEDIATELY REPORTED AND RETAKEN. IF RETAKEN TESTS FAIL THEN ALL

SUBSEQUENT LOADS MUST BE TESTED AT ARRIVAL AND TEST MUST SHOW

COMPLIANCE PRIOR TO THE CONCRETE IN THAT TRUCK BEING ALLOWED FOR USE

ON PROJECT. ALL COSTS FOR ADDITIONAL TESTING SHALL BE THE RESPONSIBILITY

OF THE CONTRACTOR.

NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE

LOCATED ON THESE DRAWINGS.

1. CONCRETE MIX SHALL BE DESIGNED BY RECOGNIZE TESTING LABORATORY TO

ACHIEVE A STRENGTH AT 28 DAYS AS SHOWN IN THE BELOW CONCRETE CURING

STRENGTH SCHEDULE WITH A PLASTIC AND WORKABLE MIX:

2. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR

REVIEW PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR

OTHER POSITIVE IDENTIFICATION. CONCRETE SHALL COMPLY WITH ALL THE

REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING,

TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN

CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING

WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED

ONE AND ONE HALF (1-1/2) HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY

THAN STATED ABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE

RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE

AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL SLABS

SHALL BE CURED USING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE

1 AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON

AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS LEFT THE

UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CURING

MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE

UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE

ENGINEER.

3. CONCRETE SHALL UTILIZE TYPE I/II CEMENT.

4. COARSE AND FINE AGGREGATES SHALL COMPLY WITH ASTM C33 AND ACI 302.1,

CURRENT VERSIONS.

a. COMPLIANCE WITH THE NON-REACTIVE REQUIREMENTS OF ACI 302.1 SHALL NOT

BE PROVIDED FOR BY THE PROVISION OF ACI 302.1 (SUBSECTION 7.3) THAT

EXCLUDES THE AGGREGATES BEING CLASSIFIED AS DELETERIOUSLY REACTIVE

WITH ALKALIES IF THE AGGREGATE HAS A SATISFACTORY SERVICE RECORD

EVALUATION OR WITH THE ADDITION OF A MATERIAL THAT HAS SHOWN TO

PREVENT HARMFUL EXPANSION DUE TO ALKALI-AGGREGATE REACTION.

b. CONCRETE MIX DESIGN SHALL INCLUDE TEST RECORDS OF THE COMPLIANCE

OF THE AGGREGATE MEETING THE REQUIREMENTS OF ASTM C1260, AND THAT

THE EXPANSION OF THE MORTAR SAMPLE SHALL NOT EXCEED 0.10% WHEN

TESTED IN ACCORDANCE WITH ASTM C1260 AT 14 DAYS. USE OF ADMIXTURES

THAT MITIGATE THE EFFECT OF THE REACTIVE AGGREGATE TO BE PROPOSED

IN CONCRETE MIX SHOP DRAWING MAY BE AN APPROVED APPROACH BY THE

ENGINEER TO ALLOW FOR THE USE OF OTHERWISE REACTIVE AGGREGATES. IF

SUCH MITIGATING MEASURES ARE PROPOSED, THEY MUST BE INCLUDED WITHIN

MIX DESIGN SUBMITTAL. THE ENGINEER IS GIVEN DISCRETION AS TO WHETHER

OR NOT TO ACCEPT MITIGATING MEASURES OR TO MAINTAIN REQUIREMENTS

THAT NONREACTIVE AGGREGATES MUST BE USED. AT A MINIMUM, SUCH

DOCUMENTATION MUST SHOW THAT REACTIVE AGGREGATES USED IN

COMBINATION WITH A GIVEN AMOUNT OF ADMIXTURE RESULTS IN THE

EXPANSION OF THE MORTAR SAMPLE BEING LESS THAN 0.10% WHEN TESTED IN

ACCORDANCE WITH ASTM C1567 AT 14 DAYS. LIABILITY OF THE PERFORMANCE

OF THE CONCRETE MIX REMAINS SOLELY WITH GENERAL CONTRACTOR.

c. IF CONCRETE MIXES ARE APPROVED BY THE ENGINEER THAT CONTAIN EITHER

FINE OR COARSE AGGREGATE, THAT EITHER SEPARATELY OR IN COMBINATION

EXCEED THE 0.10% EXPANSION WHEN TESTED ACCORDING TO ASTM C1260,

SPECIAL CONSIDERATIONS MUST BE GIVEN TO SLAB CURING (SLABS ON GRADE

AND ELEVATED SLABS). IN SUCH INSTANCES SLABS SHALL BE CURED USING

EITHER A WET BURLAP OR CONTINUOUS WETTING/FOGGING METHOD FOR

SLABS FOR AT LEAST 10 DAYS. USE OF CURING AND/OR SEALING COMPOUNDS

IS NOT ACCEPTABLE UNTIL THE SLAB HAS CURED A MINIMUM OF 28 DAYS AND

THE CONDITIONS FOR THE APPLICATION OF THE CURING COMPOUND ON THE

CONCRETE SLAB SET BY THE MANUFACTURER’S RECOMMENDATIONS HAVE

BEEN MET.

d. ENGINEER HAS SOLE DISCRETION IN DETERMINING ACCEPTABILITY OF A

CONCRETE SLAB THAT IS EXHIBITING ALKALI-SILICA REACTION. FOR SLABS

SHOWING AN ALKALI SILICA REACTION SOLELY WITHIN THE FINE AGGREGATE: A

SLAB SHOWING AN AVERAGE DENSITY OF POPOUTS GREATER THAN 1 PER 8

SQUARE FEET OVER ANY CONTIGUOUS AREA OF 100 SQUARE FEET OR LARGER,

OR ANY AREA WITH A DENSITY OF 1 POPOUTS PER 2 SQUARE FEET WITHIN ANY

AREA UP TO 100 SQUARE FEET WOULD BE CONSIDERED AS A BASIS FOR THE

REJECTION OF THE SLAB FROM WHICH THOSE SAMPLE AREAS ARE INCLUDED.

FOR A ALKALI SILICA REACTION WITHIN THE COARSE AGGREGATE: THE POPOUT

DENSITIES CONSIDERED FOR REJECTION OF THE CONCRETE SLAB SHALL BE ½

OF THE DENSITIES GIVEN FOR FINE AGGREGATE. THE EXTENT OF REJECTED

SLAB TO BE DETERMINED BY ENGINEER. THE TIME FRAME FOR OBSERVATION

OF ALKALI SILICA REACTIONS AND DETERMINATION OF REJECTION OF THE

CONCRETE SLAB SHALL BE AT LEAST 56 DAYS FROM THE DATE OF POUR.

e. CONCRETE MIXES UTILIZING CRUSHED LIMESTONE AS COARSE AGGREGATE

AND CONTAINING AT LEAST 25% CLASS F FLY ASH AND HAVING A

SATISFACTORY SERVICE RECORD PER ACI 302.1 IS CONSIDERED AN

ACCEPTABLE ALTERNATIVE APPROACH TO THE COMPLIANCE REQUIREMENTS

OUTLINED IN PROVISIONS 4a THROUGH 4d ABOVE.

5. THE CONCRETE STRENGTHS SHOWN IN THE SECTION ABOVE AND IN THE

SPECIFICATIONS ARE MINIMUM COMPRESSIVE STRENGTHS. THE ENGINEER SHALL

DETERMINE IF THE CONCRETE IS ACCEPTABLE, OR TO BE REMOVED, OR TO

RECEIVE SPECIAL CURING IF THE COMPRESSIVE STRENGTHS ARE LESS THAN

SPECIFIED.

6. WATER REDUCING AGENTS MAY BE USED IN THE CONCRETE MIX. PLASTICIZERS

AND SUPER-PLASTICIZERS MAY BE USED ONLY WHEN WRITTEN PERMISSION OF THE

ENGINEER IS GIVEN.

7. NO SALTS OF ANY KIND MAY BE USED IN CONCRETE BEFORE OBTAINING THE

ENGINEER'S WRITTEN PERMISSION FOR THEIR USE.

1. PRIOR TO BEGINNING WORK, THE CONTRACTOR SHALL CONSTRUCT THREE (3) TEST

PRISMS FOR TESTING. THEY SHALL BE CONSTRUCTED OF TWO (2) 8"x8"x16" PRISMS

FOR TESTING, ONE (1) ON TOP OF THE OTHER, JOINED WITH TYPE "S" MORTAR, AND

FILLED WITH 3,000 PSI CONCRETE GROUT. PRISMS SHALL BE CURED FOR 28 DAYS. NO

REINFORCING SHALL BE USED IN THE CONSTRUCTION OF THE PRISMS.

2. PRISMS SHALL BE MADE OF THE SAME MATERIALS, UNDER THE SAME CONDITIONS,

AND INSOFAR AS POSSIBLE, WITH THE SAME BONDING ARRANGEMENTS AS FOR THE

STRUCTURE. THE MOISTURE CONTENT OF THE UNITS AT THE TIME OF LAYING,

CONSISTENCY OF MORTAR, AND WORKMANSHIP SHALL BE THE SAME AS WILL BE USED

IN THE STRUCTURE. THE VALUE OF f'm SHALL BE THE AVERAGE OF ALL SPECIMENS

TESTED BUT SHALL BE NOT MORE THAN 125 PERCENT OF THE MINIMUM VALUE

DETERMINED BY THE TEST, WHICHEVER IS LESS.

3. TESTING SHALL INCLUDE TESTS IN ADVANCE OF BEGINNING OPERATIONS AS

DESCRIBED ABOVE, AND AT LEAST ONE (1) FIELD TEST DURING CONSTRUCTION FOR

EACH 5,000 SQUARE FEET OF WALL, BUT NOT LESS THAN ONE (1) FIELD TEST MINIMUM

IF TOTAL SQUARE FEET OF WALL FOR ENTIRE PROJECT IS LESS THAN 5,000 S.F. ONLY

WALLS INDICATED ON STRUCTURAL PLANS NEED BE TESTED.

4. THE COMPRESSIVE STRENGTH, f'm, SHALL BE COMPUTED BY DIVIDING THE ULTIMATE

LOAD BY THE NET AREA OF THE MASONRY USED IN THE CONSTRUCTION OF THE

PRISMS.

5. TEST PRISMS SHALL BE STORED FOR SEVEN DAYS IN AIR, AT A TEMPERATURE OF 70

DEGREES, PLUS OR MINUS 5 DEGREES, IN A RELATIVE HUMIDITY EXCEEDING 90%, AND

THEN IN AIR AT A TEMPERATURE OF 70 DEGREES, PLUS OR MINUS 5 DEGREES, UNTIL

TESTED. THOSE CONSTRUCTED IN THE FIELD SHALL BE STORED UNDISTURBED FOR

FROM 48 TO 96 HOURS UNDER WET MATERIAL TO SIMULATE 90% HUMIDITY, THEN

TRANSPORTED TO LABORATORY FOR CONTINUED CURING AS DESCRIBED ABOVE.

6. NOT LESS THAN THREE (3) PRISM SPECIMENS SHALL BE MADE FOR EACH FIELD TEST

TO CONFIRM THAT THE MATERIALS ARE AS ASSUMED IN THE DESIGN. THE STANDARD

AGE OF TEST SPECIMENS SHALL BE 28 DAYS, BUT 7 DAY TESTS MAY BE USED,

PROVIDED THE RELATION BETWEEN THE 7 DAY AND 28 DAY STRENGTHS OF THE

MASONRY IS ESTABLISHED BY ADEQUATE TEST DATA FOR THE MATERIALS USED.

1. MASONRY UNITS SHALL MEET ASTM C90 FOR HOLLOW LOAD BEARING TYPE MASONRY

WITH A UNIT STRENGTH OF 2,800 PSI ON THE NET AREA (f'm = 2,000 PSI).

2. MORTAR SHALL BE TYPE "M" (BELOW GRADE) OR "S" (ABOVE GRADE) AND SHALL MEET

ASTM C270. GROUT SHALL BE 3,000 PSI PEA-GRAVEL CONCRETE AND SHALL MEET ASTM

C476. MORTAR MIX SHALL BE A PRE-BLENDED MIX AS MANUFACTURED BY SPEC-MIX, OR

APPROVED EQUAL. GROUT SHALL BE A READY-MIX GROUT AND SHALL HAVE THE MIX

DESIGN SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION.

1. ALL MASONRY SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE.

MATERIALS TO BE LAID AND MATERIALS TO BE BUILT UPON SHALL BE FREE FROM

SNOW & ICE.

2. PROVIDE DUR-O-WALL (OR EQUAL PER SPECIFICATIONS) LADDER OR TRUSS

HORIZONTAL JOINT REINFORCEMENT AT EACH SECOND COURSE IN RUNNING BOND,

AND EACH COURSE IN STACKED BOND, UNLESS NOTED OTHERWISE. DISCONTINUE

HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINTS.

3. PROVIDE BOND BEAMS REINFORCED WITH (2) #5 BARS EVERY 6'-0" OF VERTICAL

WALL, AT TOPS OF ALL MASONRY WALLS, AND WHERE SHOWN ON DRAWINGS. AT

BOND BEAM CORNERS AND TEE JOINTS, PROVIDE BENT BARS TO MATCH QUANTITY

AND BAR SIZE IN THE BOND BEAM. LAPS IN BOND BEAMS SHALL BE 48 BAR

DIAMETERS OR A MINIMUM OF 2'-0", WHICHEVER IS GREATER.

4. WHERE SHOWN ON THE DRAWINGS, CORES IN CONCRETE BLOCKS UNITS SHALL BE

FILLED WITH 3,000 PSI CONCRETE GROUT FROM TOP OF FOOTING TO BOTTOM OF

BEARING, OR TO THE TOP OF WALL, DEPENDING ON THE CONDITION. INSPECTION OF

OPENING AT BOTTOM IS REQUIRED.

5. WHERE REINFORCING STEEL IS CALLED FOR IN FILLED CORES, IT SHALL EXTEND

FROM TOP OF FOOTING TO BOTTOM OF BEARING, OR TOP OF WALL. DEPENDING ON

CONDITION.

6. WHERE REINFORCING STEEL IS INTERRUPTED BY AN OPENING IN THE WALL, THE

QUANTITY OF BARS INTERRUPTED ARE TO BE MOVED TO EACH SIDE OF THE

OPENING, HALF OF REINFORCING TO ONE SIDE AND REMAINING HALF TO THE OTHER

SIDE. REINFORCING SHALL BE FROM TOP OF FOOTING TO TOP OF WALL. PROVIDE A

MINIMUM OF (2) #5 VERTICAL REINFORCING BARS AT EACH JAMB. SEE PLAN NOTES

AND / OR DETAILS FOR VERTICAL REINFORCING SPACING.

7. WHERE VERTICAL REINFORCING STEEL IS SPLICED IN MASONRY, PROVIDE A MINIMUM

OF 48 BAR DIAMETERS, LAP SPLICE, UNLESS NOTED OTHERWISE.

8. THE MINIMUM DISTANCE BETWEEN PARALLEL BARS, EXCEPT IN COLUMNS, SHALL BE

NOT LESS THAN THE DIAMETER OF THE BAR EXCEPT THAT LAPPED SPLICES MAY BE

WIRED TOGETHER. THE CENTER TO CENTER SPACING OF BARS WITHIN A COLUMN

SHALL BE NOT LESS THAN 2 AND ONE-HALF TIMES THE BAR DIAMETER.

9. ALL BARS SHALL BE COMPLETELY EMBEDDED IN MORTAR OR CONCRETE.

REINFORCEMENT EMBEDDED IN HORIZONTAL MORTAR JOINTS SHALL HAVE NOT LESS

THAN 5/8" MORTAR COVERAGE FROM THE EXPOSED FACE. ALL OTHER REINFORCING

SHALL HAVE A MINIMUM COVERAGE OF ONE BAR DIAMETER OVER ALL BARS, BUT NOT

LESS THAN 3/4", EXCEPT WHERE EXPOSED TO WEATHER OR SOIL IN WHICH CASE THE

MINIMUM COVERAGE SHALL BE 2".

10. WHERE REINFORCING IS SHOWN TO BE LOCATED ALONG TWO FACES OF A MASONRY

BLOCK WALL, THE CONTRACTOR SHALL BREAK OUT THE SHELL OF THE LOWEST

MASONRY BLOCK TO GAIN ACCESS TO THE REINFORCING STEEL. THE REINFORCING

STEEL SHALL THEN BE WIRED INTO ITS CORRECT POSITION, AND THE ACCESS HOLE

COVERED. THE CONCRETE GROUT FILL SHALL BE PUDDLED OR VIBRATED TO

ASSURE COMPLETE FILLING OF THE CORE.

11. REINFORCED MASONRY PIERS AND COLUMNS SHALL HAVE THE REINFORCING STEEL

ACCURATELY LOCATED BY WIRING THE TOP AND BOTTOM OF ALL VERTICAL STEEL

INTO ITS CORRECT POSITION. PROVIDE AN ACCESS HOLE AT THE BOTTOM OF ALL

COLUMNS OR PIERS.

12. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE

UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND

CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULLBEDDED IN

MORTAR TO PREVENT LEAKAGE OF CONCRETE GROUT. ALL HEAD (OR END) JOINTS

SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE

WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS.

BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR

BY EQUIVALENT MECHANICAL ANCHORAGE.

A. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO

MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL CELL MEASURING

NOT LESS THAN 2"x3".

B. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE

FILLED AT EACH POUR OF CONCRETE WHERE SUCH CONCRETE POUR IS IN

EXCESS OF 6' IN HEIGHT. ANY OVERHANGING MORTAR, OTHER OBSTRUCTION OR

DEBRIS SHALL BE REMOVED AND / OR CLEANED AT TIME OF INSPECTION AND

PRIOR TO CORE FILLING. INSPECT AND SEAL ALL OPENINGS BEFORE

CONCRETING.

C. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM

AND AT INTERVALS NOT EXCEEDING 192 DIAMETERS OF THE REINFORCEMENT.

D. ALL CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITH

CONCRETE. CONCRETE SHALL BE POURED IN LIFTS OF 8' MAXIMUM HEIGHT. ALL

CONCRETE SHALL BE CONSOLIDATED AT THE TIME OF POURING BY PUDDLING

FOR LIFTS OF 4' OR LESS, OR BY VIBRATING FOR LIFTS GREATER THAN 4'.

CONCRETE SHOULD LATER BE CONSOLIDATED AGAIN BY PUDDLING, BEFORE

PLASTICITY IS LOST.

E. WHEN TOTAL CONCRETE POUR EXCEEDS 8' IN HEIGHT, THE CONCRETE SHALL BE

PLACED IN 4' MAXIMUM LIFTS MINIMUM CELL DIMENSION SHALL BE 3".

F. WHEN CONCRETING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL

CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF

CONCRETE 1 1/2" BELOW THE TOP OF THE UPPERMOST UNIT.

13. PROVIDE A MINIMUM OF 8" BEARING FOR ALL MASONRY LINTELS.

14. WHERE LINTEL BLOCKS ARE USED IN LIEU OF HOLLOW MASONRY BLOCKS, THE

REINFORCING STEEL SHALL BE ANCHORED TO THE LOWER STEEL OR DOWELS AND

THE LINTEL BLOCKS LAID AROUND THE STEEL. THE CONCRETE FILL SHALL BE

INSTALLED IN LIFTS NO TO EXCEED 2' IN HEIGHT. THE REINFORCING STEEL SHALL BE

MAINTAINED IN THE SAME POSITION AS THE DOWELS. STOP THE POUR OF THE

CONCRETE 1 1/2" BELOW THE TOP OF THE UPPERMOST UNIT.

15. SPECIFICATION REQUIREMENTS FOR COLD WEATHER AND HOT WEATHER MASONRY

CONSTRUCTION SHALL BE MAINTAINED.

1. UNLESS NOTED OTHERWISE ALL BEAMS SUPPORTED BY MASONRY WALLS SHALL BEAR

ON A BEAM BEARING PLATE POCKETED INTO THE WALL. BEAM SHALL BEAR A

DISTANCE NO LESS THAN THE SPAN DISTANCE DIVIDED BY 16. FOR BEAMS

PERPENDICULAR TO THE SUPPORTING WALL, THE BEAM SHALL EXTEND TO WITHIN 2"

OF THE OPPOSITE SIDE OF WALL. BEAM BEARING PLATES SHALL BE 5/8" THICK AND

SHALL HAVE (2)1/2"DIA.x5" H.S. STUDS AT 8" ON CENTER MAXIMUM (2 MINIMUM). PLATES

SHALL BE 2" WIDER THAN BEAM. ALL CELLS IN MASONRY BELOW BEAM BEARING

PLATES SHALL BE GROUTED SOLID. THESE REQUIREMENTS APPLY TO NEW AND

EXISTING CMU WALLS UNLESS NOTED OTHERWISE.

1. STEEL SHALL CONFORM TO ASTM A992 (Fy=50 KSI) FOR ALL W-SHAPES, AND ASTM A36 (Fy=36 KSI) FOR ALL OTHER MISCELLANEOUS SHAPES AND PLATES.

STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B OR GRADE C (Fy=46

KSI). STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B, TYPE "E" OR "S"

(Fy=35 KSI).

2. STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS.

3. ALL SHOP CONNECTIONS TO BE WELDED (UTILIZING E70XX ELECTRODES) AND FIELD

CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED. STEEL TO RECEIVE ONE

SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE

GALVANIZED IS INDICATED ON THE DRAWINGS.

4. WELDS FOR ALL EXPOSED STRUCTURAL STEEL SHALL BE GROUND SMOOTH UNLESS

NOTED OTHERWISE.

5. ALL BOLTED CONNECTIONS SHALL CONSIST OF 3/4" DIA. (MIN.) F3125 GR A325 GR

F1852 BOLTS, UNLESS NOTED OTHERWISE

A. FAILURE OF A BOLT OR NUT DURING INSTALLATION PROCESS RESULTING IN A

CRACK IN THE BOLT OR NUT SHALL BE GROUNDS FOR REJECTION OF ALL THE

FAILED BOLTS OR NUTS COMING FROM THE SAME LOT. IF THE DOCUMENTATION

OF THE LOT OF ORIGIN FOR THE FAILED NUT(S) OR BOLT(S) DOES NOT EXIST, OR

IS NOT PROVIDED, THEN ALL OF THE BOLT(S) OR NUT(S) SHALL BE ASSUMED TO

COME FROM THE LOT CONTAINING THE FAILED NUT(S) OR BOLT(S).

6. CONTRACTOR SHALL MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL AND

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

7. ANCHOR BOLT HOLES IN STRUCTURAL STEEL SHALL BE OVERSIZED NO MORE THAN

1/8" MAX, UNLESS NOTED OTHERWISE.

1. SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE

WITH AWS D1.1, "STRUCTURAL WELDING CODE", SECTION 7 - STUD WELDING. STUDS

SHALL BE TYPE "B", HEADED STUDS, HAVING A MINIMUM TENSILE STRENGTH OF 60,000

PSI, AND SHALL BE OF LENGTH AND DIAMETER SHOWN ON THE DRAWINGS.

1. COMPOSITE FORM DECK SHALL BE 2" DEEP, 18 GAUGE G60 CORRUGATED STEEL

COMPOSITE DECK (2VLI-18) AND SHALL CONFORM TO THE PROVISIONS OF THE STEEL

DECK INSTITUTE (SDI) SPECIFICATIONS FOR COMPOSITE STEEL DECK.

2. POUR STOPS AND GIRDER FILLERS: WELD STEEL SHEET POUR STOPS AND GIRDER

FILLERS TO SUPPORTING STRUCTURE ACCORDING TO SDI RECOMMENDATIONS,

UNLESS OTHERWISE INDICATED.

3. FLOOR DECK CLOSURES: WELD STEEL SHEET COLUMN CLOSURES, CELL CLOSURES,

AND Z-CLOSURES TO DECK, ACCORDING TO SDI RECOMMENDATIONS, TO PROVIDE

TIGHT FITTING CLOSURES AT OPEN ENDS OF RIBS AND SIDES OF DECKING. WELD

COVER PLATES AT CHANGES IN DIRECTION OF FLOOR DECK PANELS, UNLESS

OTHERWISE INDICATED.

4. DECKING SHALL HAVE MINIMUM OF (3) SPANS.

1. STEEL STUD, TRACK, AND LINTEL MEMBERS SHALL BE OF THE TYPE SHOWN ON THE

DRAWINGS AND IN THE SPECIFICATIONS AND SHALL CONFORM TO ASTM A653

STRUCTURAL QUALITY GRADE 33 FOR 18 GAUGE THICKNESS OR LESS, AND ASTM A653

STRUCTURAL QUALITY GRADE 50, CLASS 1 FOR 16 GAUGE OR GREATER. MEMBERS

SHALL HAVE HOT DIPPED GALVANIZED COATING CONFORMING TO ASTM A924, CLASS

G60.

2. METAL STUD MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM AISI

SECTIONS:

6"x16 GA. : 600 S 162-54

3. ALL FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO

FIT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN

PLACE UNTIL PROPERLY JOINED.

4. JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF-DRILLING SCREWS

OR WELDED. WIRE TYING OF FRAMING MEMBERS IN STRUCTURAL APPLICATIONS

SHALL NOT BE PERMITTED.

5. ATTACHMENT OF COLLATERAL MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH

SELF-DRILLING SCREWS OR HARDENED SCREW SHANK NAILS. METAL LATH MAY ALSO

BE CONNECTED TO STEEL BY STAPLES OR OTHER FASTENERS, IF APPROVED BY

LOCAL BUILDING CODES.

6. STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACK WITH

ABUTMENT AGAINST TRACK WEBS. STUDS SHALL BE ALIGNED OR PLUMBED AND

SECURELY FASTENED TO THE FLANGES OF BOTH TOP AND BOTTOM RUNNER TRACKS.

7. VERTICAL SLIP CONNECTORS TO ALLOW THE VERTICAL MOVEMENT OF THE

SUPPORTING STRUCTURE RELATIVE TO THE STUD. CONNECTOR MANUFACTURER

RESPONSIBLE FOR PROVIDING DOCUMENTATION THAT CONNECTOR HAS ADEQUATE

CAPACITY FOR INSTALLATIONS IN WHICH THEY ARE TO BE INSTALLED, AS WELL AS

SPECIFYING THE CONNECTION OF THEIR CONNECTOR TO BOTH THE METAL STUD AND

SUPPORTING STRUCTURE.

STRUCTURAL SHEET INDEX

SHT NO SHEET NAME

S-001 STRUCTURAL GENERAL NOTES

S-002 STRUCTURAL ABBREVIATIONS & IBC INSPECTION TABLES

S-003 IBC INSPECTION TABLES

S-004 SNOW DRIFT AND WIND UPLIFT PLANS

S-005 CONCRETE SURFACE REQUIREMENTS

S-601 STANDARD DETAILS / SCHEDULES

S-602 METAL STUD DETAILS / SCHEDULES

SB101 FOUNDATION PLAN LEVEL B1

SB501 FOUNDATION DETAILS

SB502 FOUNDATION DETAILS

SF101 FLOOR FRAMING PLAN LEVEL 01

SF102 ROOF/FUTURE FLOOR FRAMING PLAN LEVEL 02

SF103 FUTURE FLOOR FRAMING PLAN LEVEL 03

SF104 FUTURE FLOOR FRAMING PLAN LEVEL 04

SF105 FUTURE FLOOR FRAMING PLAN LEVEL 05

SF106 FUTURE FLOOR FRAMING PLAN LEVEL 06

SF401 LATERAL FRAMING ELEVATIONS

SF402 LATERAL FRAMING ELEVATIONS & DETAILS

SF403 LATERAL FRAMING DETAILS

SF404 ENLARGED STAIR FRAMING PLANS AND DETAILS

SF501 FRAMING DETAILS

SF502 FRAMING DETAILS

SF503 FRAMING DETAILS

1. ALL CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 301 AND ACI 117

EXCEPT AS MODIFIED BELOW:

A. ACI 117 ITEM 4.3.1.1 ELEVATIONS OF SLABS-ON-GRADE TOP OF SLAB ELEVATION

SHALL BE WITHIN A 3/8" ENVELOPE EITHER SIDE OF THE THEORETICAL DESIGN

SURFACE.

B. ACI 117 ITEM 4.5.7 FLOOR FINISH TOLERANCES AS MEASURED BY PLACING A

FREESTANDING (UNLEVELED) 10 FT. STRAIGHTEDGE ANYWHERE ON THE SLAB

AND ALLOWING IT TO REST UPON TWO HIGH SPOTS WITHIN 28 DAYS AFTER

SLAB CONCRETE PLACEMENT. THE GAP AT ANY POINT BETWEEN THE

STRAIGHT EDGE AND THE FLOOR SHALL NOT EXCEED 1/4".

2. ALL REINFORCING STEEL TO BE ASTM A615, GRADE 60 (#4 AND LARGER), EXCEPT

WHERE NOTED OTHERWISE. REINFORCING SHALL NOT BE WELDED

3. WELDED WIRE FABRIC TO CONFORM TO ASTM A185 AND SHALL BE FREE FROM OIL,

SCALE, AND RUST. PLACE WWF IN ACCORDANCE WITH THE TYPICAL PLACING

DETAILS OF ACI STANDARDS AND THE SPECIFICATIONS. MINIMUM LAPS SHALL BE

ONE SPACE PLUS 2"

4. ALL REINFORCING STEEL BARS TO BE DETAILED AND PLACED IN ACCORDANCE

WITH THE LATEST ACI MANUALS.

5. LAP ALL REINFORCING SPLICES IN CONCRETE A MINIMUM OF 48 BAR DIAMETERS

OR 24 INCHES, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE ON

DRAWINGS (CLASS B SPLICE).

6. PROVIDE CORNER BARS OF SAME BAR DIAMETER AS SPECIFIED FOR THE WALL,

BEAM OR FOOTING. PROVIDE MINIMUM OF 40 BAR DIAMETER LAP FOR ALL CORNER

BARS, UNLESS NOTE OTHERWISE.

7. PROVIDE FOUNDATION DOWELS AS SHOWN. MINIMUM SIZE DOWELS TO BE #4,

UNLESS OTHERWISE NOTED. ALL VERTICAL REINFORCING STEEL IN COLUMNS AND

PIERS, OR VERTICAL REINFORCING IN WALLS, SHALL BE DOWELED INTO THE

FOOTINGS WITH SAME SIZE AND QUANTITY DOWEL AS THE VERTICAL

REINFORCING.

8. WHERE SHOWN ON THE DRAWINGS, PROVIDE WELD PLATES, WELDMENTS, OR

CONCRETE INSERTS FOR FASTENING AND SECURING OTHER COMPONENTS.

CONCRETE INSERTS SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM AND INSTALLED BY THE CONTRACTOR CASTING THE CONCRETE AROUND

THEM. CLIP ANGLES SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM.

9. REINFORCING STEEL SHALL RECEIVE CONCRETE COVER AS FOLLOWS:

DESCRIPTION MINIMUM COVER

CAST AGAINST & PERMANENTLY 3"

EXPOSED TO EARTH

EXPOSED TO EARTH OR WEATHER

#6 THROUGH #18 BARS 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO EARTH OR WEATHER

OR IN CONTACT WITH THE GROUND, SLABS

AND WALLS

#11 BARS OR SMALLER 3/4"

#14 AND #18 1 1/2"

BEAMS AND COLUMNS 1 1/2"

SHELLS, FOLDED PLATE MEMBERS:

NO. 6 BAR AND LARGER 3/4"

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER 1/2"

10. PROVIDE TWO (2) #5'S, ONE AT EACH FACE, UNLESS NOTED OTHERWISE, AROUND

ALL OPENINGS GREATER THAN 12"x12" IN CAST-IN-PLACE CONCRETE. EXTEND

REINFORCING 2'-0" BEYOND OPENING IN BOTH DIRECTIONS. CONTACT ENGINEER

FOR ALL OPENINGS GREATER THAN 12"x12" FOR DESIGN.

11. COLD WEATHER AND HOT WEATHER PROVISIONS OF ACI 306 AND 305 (CURRENT

EDITIONS), RESPECTIVELY, SHALL BE MAINTAINED.

12. UNLESS NOTED OTHERWISE ALL UNDER SLAB VAPOR RETARDERS SHALL

CONFORM TO THE REQUIREMENTS OF ASTM E1745 CLASS A AND SHALL BE

INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS.

13. PRIOR TO SCREEDING AN ELEVATED SLAB, CONCRETE SHALL BE UNIFORMLY

PLACED ON ALL (3) SPANS OF THE DECK TO A THICKNESS APPROXIMATELY EQUAL

TO THE SPECIFIED SLAB THICKNESS AT EACH BEAM OR JOIST LINE.

14. CONTRACTOR IS RESPONSIBLE FOR ESTIMATING CONCRETE QUANTITIES ON

ELEVATED SLABS AND SHALL ACCOUNT FOR DEFLECTIONS IN THE FLOOR

STRUCTURE.

15. CONTRACTOR SHALL MAINTAIN A CONSTANT THICKNESS OVER THE ENTIRE

ELEVATED SLAB. ELEVATED SLAB THICKNESS SHALL NOT BE 1/4" LESS THAN THE

SPECIFIED THICKNESS.

16. LASER SCREED OR OTHER SIMILARLY FUNCTIONING EQUIPMENT SHALL NOT BE

PERMITTED FOR ELEVATED SLABS UNLESS AUTHORIZED BY ALBERTSON

ENGINEERING INC.

GENERAL NOTES:

DESIGN CODES:

DESIGN LOADS:

FOUNDATIONS:

PLUMBING SLEEVES:

PENETRATIONS:

CONCRETE MIX DESIGN: CONCRETE AND REINFORCING PLACEMENT:

CONCRETE TESTING:

CHEMICAL ANCHORS:

ANCHOR BOLTS:

MASONRY AND REINFORCING MASONRY PLACEMENT:

MASONRY PRISM TESTING:

MASONRY BEAM BEARING PLATES:

MASONRY MATERIALS:

STRUCTURAL STEEL:

SHEAR STUD CONNECTORS:

COMPOSITE STEEL FORM DECK:

COLD FORMED LIGHT GAUGE STRUCTURAL STEEL:

• STRUCTURAL DESIGN MANUAL FOR HOSPITAL PROJECTS: DEPARTMENT OF

VETERANS AFFAIRS, FEBRUARY 1, 2014.

• 2018 INTERNATIONAL BUILDING CODE.

• ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND

COMMENTARY.

• AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

• AISI S100-16 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS.

• ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND

OTHER STRUCTURES.

• SDI C-2017 STANDARD FOR COMPOSITE STEEL FLOOR DECK.

• SDI NC-2017 STANDARD FOR NON-COMPOSITE STEEL FLOOR DECK.

• TMS 402-16 / ACI 530-16 BUILDING CODE FOR MASONRY STRUCTURES.

PE-5261

MICHAEL D.

ALBERTSON

R E

G

IS

T E

R

ED E

NG

I N

E E

R

PROFESS I ONAL

N O

R T H

D A KO TA

DATE

SUMMIT FIRE CONSULTING

575 MINNEHAHA AVE WEST

ST. PAUL, MINNESOTA 55103

(612) 387-7050

CALIBRE

9090 S RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH COLORADO 80129

PHONE (303) 730-0434

ALBERTSON ENGINEERING, INC.

315 NORTH MAIN AVENUE, SUITE 200

SIOUX FALLS, SOUTH DAKOTA 57104

PH: (605) 343-9606

FOURFRONT DESIGN, INC.

517 7TH STREET

RAPID CITY, SOUTH DAKOTA

57701

PH: (605) 342-9470

FAX: (605) 342-2377

WWW.FOURFRONTDESIGN.COMFOURFRONT

D E S I G N I N C.

Office of Construction and Facilities Management

Project Number

Building Number

Drawing Number

Dwg.

DrawnCheckedDate

Location

Project TitleDrawing Title

Approved: Project Director

ARCHITECTCONSULTANTS:

DateRevisions:

VA FORM 08-6231

o n e e ig h th in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e in c h o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t th re e in c h e s o n e fo o t

F

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CONSTRUCTION DOCUMENTS

11/16/2021

STRUCTURAL GENERAL NOTES

S-001

EXPAND BLDG. 1 FOR

PRIMARY CARE

MDRAJH

2101 ELM STREET

FARGO, ND 58102FARGO VAHCS

437-315

58 128

PHOTO DOCUMENTATION OF CONSTRUCTION OF STRUCTURAL ITEMS

1. CONTRACTOR SHALL PROVIDE SETS OF PERIODIC DIGITAL PHOTOGRAPHS OF THE CONSTRUCTION OF THE STRUCTURAL PORTIONS OF THE CONSTRUCTION PROJECT TO THE ENGINEER FOR APPROVAL. PHOTOGRAPHS SHALL BE SUBMITTED TO THE ENGINEER WITHIN 2 WORKING DAYS OF WHEN THEY WERE TAKEN. THE MINIMUM SETS OF PHOTOGRAPHS TO BE TAKEN

INCLUDE THE FOLLOWING:

EVENT

OVERALL CONSTRUCTION PROGRESS

OCCURRENCES

MINIMUM OF ONCE WEEKLY DURING CONSTRUCTION. CAN

INCLUDE PHOTOS FROM OTHER REQUIRED AREAS.

ITEMS TO DOCUMENT

GENERAL PROGRESSION OF CONSTRUCTION PROJECT. SET

OF PHOTOGRAPHS TO BE SUFFICIENT TO SHOW MAJOR

ASPECTS OF CONSTRUCTION, WITH A MINIMUM OF 8

PHOTOGRAPHS PER SET.

CONCRETE POURS PRIOR TO EACH CONCRETE POUR CONDITION OF FORM WORK, PLACEMENT OF CONCRETE

REINFORCING, METHODS USED TO SECURE REINFORCING IN

CORRECT LOCATIONS. MINIMUM NUMBER OF

PHOTOGRAPHS TO BE AS REQUIRED TO SHOW ALL

DIFFERING CONDITIONS.

CONCRETE MASONRY CONSTRUCTION PRIOR TO GROUTING PLACEMENT OF REINFORCING AND METHODS USED TO

SECURE REINFORCING IN CORRECT LOCATIONS. MINIMUM

NUMBER OF PHOTOGRAPHS TO BE AS REQUIRED TO SHOW

ALL DIFFERING CONDITIONS

STEEL CONSTRUCTION PRIOR TO ENCLOSURE TYPICAL CONNECTIONS. MINIMUM NUMBER OF

PHOTOGRAPHS TO BE AS REQUIRED TO SHOW ALL

DIFFERING CONDITIONSMAJOR MILESTONES

2. ALL PHOTOGRAPHS TAKEN SHALL CLEARLY SHOW THE LOCATIONS AT WHICH THE PHOTOGRAPHS ARE BEING TAKEN. TYPICALLY THE LOCATIONS ARE SELF-EVIDENT, BUT FOR THOSE CASES WHERE THEY ARE NOT, CONTRACTOR TO INCLUDE SOME METHOD OF DOCUMENTING THE LOCATIONS. THE PHOTOGRAPHS SUBMITTED MAY BE EITHER A HARD COPY OR ELECTRONIC FORMAT. HARD COPIES OF THE PHOTOGRAPHS ARE NOT REQUIRED, AND IT IS STRONGLY PREFERRED THAT THE PHOTOGRAPHS BE E-MAILED TO ALBERTSON ENGINEERING, VA COR AND THE ARCHITECT AT THE FOLLOWING E-MAIL ADDRESSES:

ALBERTSON ENGINEERING INC.

ENGINEER OF RECORD: E-MAIL ADDRESS: VA COR: E-MAIL ADDRESS:

MICHAEL D. ALBERTSON mike@albertsonengineering.com DENNIS LANGEVIN Dennis.Langevin@va.gov AARON HARTWELL aaron@albertsonengineering.com

ARCHITECT: E-MAIL ADDRESS:

FOURFRONT DESIGN Joel.Simonyak@fourfrontdesign.com

THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED WITH THE

FOLLOWING SUPERIMPOSED LOADINGS BASED ON A RISK CATEGORY IV:

ROOF:

SNOW LOAD 42 PSF + DRIFT

GROUND SNOW LOAD 50 PSF

SNOW EXPOSURE FACTOR 1.0

SNOW THERMAL FACTOR 1.0

SNOW IMPORTANCE FACTOR 1.2

DEAD LOAD 20 PSF

LIVE LOAD 20 PSF (REDUCIBLE)

RAIN INTENSITY 3.0 IN/HR

WIND:

ULTIMATE WIND SPEED 124 MPH

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT 0.18

COMPONENT AND CLADDING PRESSURES SEE TABLE ON SHEET S-004

SEISMIC:

SEISMIC DESIGN CATEGORY A

SITE CLASSIFICATION D

SEISMIC IMPORTANCE FACTOR 1.5

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 0.059 S1 = 0.019

SEISMIC FORCE RESISTING SYSTEM

RIGID DIAPHRAGM (COMPOSITE METAL DECK), STEEL ORDINARY

CONCENTRICALLY BRACE FRAMES, AND STEEL ORDINARY MOMENT FRAMES

DESIGN BASE SHEAR 0.01W

SEISMIC RESPONSE COEFFICIENT 0.03

RESPONSE MODIFICATION COEFFICIENTS (R)

STEEL ORDINARY CONCENTRICALLY BRACED FRAMES 3.25

ANALYSIS PROCEDURE

EQUIVALENT LATERAL FORCE PROCEDURE

1. SEE GEOTECHNICAL REPORT FOR ANTICIPATED DEPTHS AND INSTALLATION

REQUIREMENTS.

2. HELICAL PIERS AND HELICAL PIER CAPS SHALL BE DESIGNED BY SPECIALTY

CONTRACTOR TO THE LOAD CARRYING CAPACITY SHOWN ON THE DRAWINGS AND

THE SPECIFICATIONS. DETERMINING SHAFT SIZE, PLATE SIZE, CONFIGURATION,

QUANTITY, AND SPACING IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE

INCLUDED IN THE BASE BID.

3. HELICAL PIERS SHALL BE DESIGNED FOR A MAXIMUM VERTICAL DEFLECTION OF 0.33in

AND LATERAL DEFLECTION OF 0.5IN.

4. A HELICAL PIER SHALL BE LOAD TESTED ACCORDING TO ASTM D1143. TESTED PIER

CAN BE A PRODUCTION PILE AT SPECIALTY ENGINEER'S CHOICE. SEE GEOTECHNICAL

REPORT FOR ADDITIONAL TESTING REQUIREMENTS. IF TEST PIER FAILS, CONTRACTOR

SHALL MODIFY THEIR DESIGN AND INSTALL AND TEST ANOTHER PIER AT THEIR

EXPENSE.

5. SHOP DRAWINGS AND A LETTER OF CERTIFICATION SHALL BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO INSTALLATION, AND SHOP DRAWINGS SHALL BEAR

THE SIGNATURE AND SEAL OF A NORTH DAKOTA REGISTERED PROFESSIONAL

ENGINEER. SHOP DRAWINGS SHALL INDICATE THE DESIGN LOADS AND JOB NAME

AND NUMBER. THEY SHALL INCLUDE DRAWINGS OF THE HELICAL PIERS AND THE

CONNECTION TO THE PILE CAPS OR GRADE BEAMS.

6. STRUCTURAL DESIGN OF ALL HELICAL PIER COMPONENTS ARE TO BE DONE BY

HELICAL PIER CONTRACTOR. STRUCTURAL DESIGN TO BE COMPLETED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NORTH DAKOTA.

PROFESSIONAL ENGINEER(S), OR SOMEONE WORKING UNDER THEIR DIRECT

SUPERVISION SHALL MAKE PERIODIC OBSERVATIONS DURING THE INSTALLATION OF

THE HELICAL PIERS TO VERIFY THAT INSTALLATION IS IN CONFORMANCE WITH THEIR

SEALED DOCUMENTS. A MINIMUM OF TWO SEPARATE OBSERVATIONS SHALL BE MADE

BY SUCH PARTY. COST FOR SUCH PROFESSIONAL ENGINEER(S) OR SOMEONE

WORKING UNDER THEIR DIRECT SUPERVISION SHALL BE INCLUDED IN THE BASE BID.

ANY AND ALL DEFICIENT ITEMS SHALL BE RECORDED BY THE PROFESSIONAL

ENGINEER AND ITEMS SHALL BE CORRECTED AND CORRECTIONS VERIFIED BY THE

PROFESSIONAL ENGINEER(S) FOR THE HELICAL PIER CONTRACTOR. PROFESSIONAL

ENGINEER(S) FOR HELICAL PIER CONTRACTOR SHALL CERTIFY THAT INSTALLATION IS

IN CONFORMANCE WITH THEIR DESIGN DOCUMENTS AT THE COMPLETION OF THEIR

WORK. PROFESSIONAL ENGINEER(S) FOR HELICAL PIER CONTRACTOR SHALL PROVIDE

CERTIFICATION AND WRITTEN OBSERVATION REPORTS FOR EVERY VISIT MADE TO

THE ARCHITECT. OBSERVATION REPORTS SHALL BE GIVEN TO ARCHITECT WITHIN 3

WORKING DAYS OF THE VISIT TO THE SITE.

HELICAL PIERS:

7. FOR THE PURPOSES OF THIS STRUCTURAL NOTES SECTION, ALL OF THE FIELD

OBSERVATION WORK DESCRIBED TO BE PERFORMED BY PROFESSIONAL ENGINEER

RESPONSIBLE FOR DESIGN OF HELICAL PIERS OR SOMEONE WORKING UNDER

HIS/HER DIRECT SUPERVISION. ALL OBSERVATION REPORTS TO BE SIGNED BY

PERSON WHO MADE OBSERVATION AND PROFESSIONAL ENGINEER RESPONSIBLE

FOR THE DESIGN.

SPECIAL INSPECTION AND TESTING:

1. SPECIAL INSPECTION AND MINIMUM TESTING SHALL BE PERFORMED IN ACCORDANCE WITH 2018 IBC AND ALL REFERENCED MATERIALS AND TABLES.

2. INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING AGENCY HIRED AT THE CONTRACTOR'S EXPENSE. AGENCY INSPECTION PERSONNEL SHALL MEET THE INSPECTOR

QUALIFICATIONS FOR EACH MATERIAL ITEM AS INDICATED IN THE SPECIFICATIONS.

3. ANY MATERIAL OR PLACEMENT DEVIATIONS FROM MINIMUMS SHOWN ON THE DRAWINGS OR IN SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER.

4. IN ADDITION TO THE IBC INSPECTION TABLES, THE INSPECTOR SHALL VERIFY THAT ALL STEEL MAINTAIN ERECTION TOLERANCE OF STRUCTURAL STEEL AND ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

5. IN ADDITION TO THE CONCRETE AND MASONRY IBC INSPECTION TABLES, THE INSPECTOR SHALL VERIFY THAT ALL CONCRETE AND MASONRY MAINTAIN TOLERANCES SPECIFIED IN ACI 117-90 STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.

6. TESTING - ALL TEST REPORTS SHALL BE PROVIDED TO THE VA COR. ANY FAILED FIELD TEST SHALL BE REPORTED TO ALBERTSON ENGINEERING INC AND THE VA COR

IMMEDIATELY.

a. WHERE APPLICABLE, SEE SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSEUD BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

WELDING OR REINFORCING BARS.

SPECIAL INSPECTIONS OF WELDING AND QUALIFICATIONS OF SPECIAL INSPECTORS FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF AWS D1.4 FOR

SPECIAL INSPECTION AND AWS D1.4 FOR SPECIAL INSPECTOR QUALIFICATION.

MATERIAL TESTS.

IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN CHAPTERS 19 AND 20 OF ACI 318, THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN CHAPTERS 19 AND 20 OF ACI 318.

TMS 602-16 SECTION 1.6A TABLE 3 MINIMUM

VERIFICATION REQUIREMENTS

MINIMUM VERIFICATION

REQUIRED FOR

QUALITY ASSURANCE(a) REFERENCE FOR CRITERIA

LEVEL 1 LEVEL 2 LEVEL 3 TMS 602

PRIOR TO CONSTRUCTION, VERIFICATION OF COMPLIANCE OF SUBMITTALS. R R R ART 1.5

PRIOR TO CONSTRUCTION, VERIFICATION OF F1 m AND F1

AAC, EXCEPT WHERE SPECIFICALLY

EXEMPTED BY THE CODE. NR R R ART 1.4 B

DURING CONSTRUCTION, VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) WHEN SELF-CONSOLIDATING GROUT IS DELIVERED TO THE PROJECT SITE. NR R R ART 1.5 & 1.6.3

NR NR R ART 1.4 BDURING CONSTRUCTION, VERIFICATION OF F1 m AND F1

AAC, FOR EVERY 5,000 SQ. FT. (465 SQ. M).

DURING CONSTRUCTION, VERIFICATION OF PROPORTIONS OF MATERIALS AS DELIVERED TO THE

PROJECT SITE FOR PREMIXED OR PREBLENDED MORTAR, PRESTRESSING GROUT, AND GROUT

OTHER THAN SELF-CONSOLIDATING GROUT.

NR NR R ART 1.4 B

(a) R = REQUIRED, NR = NOT REQUIRED

TMS 602-16 SECTION 1.6A TABLE 4

MINIMUM SPECIAL INSPECTION REQUIREMENTS

INSPECTION TASK

FREQUENCY(a) REFERENCE FOR CRITERIA

LEVEL 1 LEVEL 2 LEVEL 3 TMS 402

1. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE.

A. PROPORTIONS OF SITE-PREPARED MORTAR. NR P P ART. 2.1, 2.6 A &

2.6 C

B. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES. NR

NR

C. GRADE, TYPE AND SIZE OF REINFORCEMENT, CONNECTORS, ANCHOR BOLTS, AND

PRESTRESSING TENDONS AND ANCHORAGES.

D. PRESTRESSING TECHNIQUE NR

(a) FREEQUENCY REFERS TO THE FREQUENCY OF INSPECTIONS, WHICH MAY BE CONTINUOUS DURING LISTED TASK OR PERIODICALLY DURING LISTED TASK, AS DEFINED IN

THE TABLE.

NR = NOT REQUIRED, P = PERIODIC, C = CONTINUOUS

(b) REQUIRED FOR THE FIRST 5,000 SQUARE FEET. (465 SQ METERS) OF AAC MASONRY.

(c) REQUIRED AFTER THE FIRST 5,000 SQUARE FEET. (465 SQ METERS) OF AAC MASONRY.

TMS 602

P P ART. 2.4 B

& 2.4 H

P P ART. 3.4

& 3.6 A

P P ART. 36 B

E. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY. NR C(b) P(c) C ART. 2.1 C.1

F. SAMPLE PANEL CONSTRUCTION NR P C ART. 1.6D

2. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE.

A. GROUT SPACE NR P C ART. 3.2 D &

3.2F

B. PLACEMENT OF PRESTRESSING TENDONS AND ANCHORAGES NR P P ART. 2.4

& 3.6

SEC. 10.8 &

10.9

C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR BOLTS NR P C ART. 3.2 E

& 3.4

SEC. 6.1, 6.3.1,

6.3.6 & 6.3.7

NR

D. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS P P ART. 2.6 B

& 2.4 G.1.B

3. VERIFY COMPLIANCE OF THE FOLLOWING DURING CONSTRUCTION

A. MATERIALS AND PROCEDURES WITH THE APPROVED SUBMITTALS NR P P ART. 1.5

B. PLACEMENT OF MASONRY UNITS AND MORTAR JOINT CONSTRUCTION NR P P ART. 3.3 B

C. SIZE AND LOCATION OF STRUCTURAL MEMBERS NR P P ART. 3.3 F

D. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF

MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION NR P C

SEC. 1.2.1(c), 6.2.1 & 6.3.1

E. WELDING OF REINFORCEMENT NR C C SEC. 6.1 & 6.1.2

F. PREPERATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD WEATHER

(TEMPERATURE BELOW 40°F (4.4°C)) OR HOT WEATHER (TEMPERATURE ABOVE 90°F (32.2°C)) NR P P

ART. 1.8 C &

1.8 D

G. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE NR C C ART. 3.6 B

NRH. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS IS IN COMPLIANCE C C

ART. 3.5

& 3.6 C

I. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED MORTAR JOINTS NR C(b) P(c) C ART. 3.3 B.9 & 3.3 F.1.B

4. OBSERVE PREPERATION OF GROUT SPECIMENS, MORTAR SPECIMENT, AND/OR PRISMS NR P C ART. 1.4 B.2.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3 & 1.4 B.4

THIS PROJECT SHALL FOLLOW LEVEL 2 VERIFICATION AND

INSPECTION REQUIREMENTS TABLE 1.1 INSPECTION OR EXECUTION TASKS

PRIOR TO DECK PLACEMENT

A. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH CONSTRUCTION

DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS

PERFORM

B. DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES

TASK QC QA

PERFORM

PERFORMPERFORM

TABLE 1.2 INSPECTION OR EXECUTION TASKS

AFTER DECK PLACEMENT

A. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH

CONSTRUCTION DOCUMENTS

B. VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY

WITH THE CONSTRUCTION DOCUMENTS

C. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK

ACCESSORIES

TASK

PERFORM

QC QA

PERFORM

PERFORMN/A

PERFORMPERFORM

TABLE 1.3 INSPECTION OR EXECUTION TASKS

PRIOR TO WELDING

A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE

B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

C. MATERIAL IDENTIFICATION (TYPE/GRADE)

D. CHECK WELDING EQUIPMENT

TASK

OBSERVE

QC QA

OBSERVE

OBSERVEOBSERVE

OBSERVEOBSERVE

OBSERVEOBSERVE

TABLE 1.4 INSPECTION OR EXECUTION

TASKS DURING WELDING

A. USE OF QUALIFIED WELDERS

B. CONTROL AND HANDLING OF WELDING CONSUMABLES

C. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE)

D. WPS FOLLOWED

TASK

OBSERVE

QC QA

OBSERVE

OBSERVEOBSERVE

OBSERVEOBSERVE

OBSERVEOBSERVE

NOTE:

• QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE INSTALLER

• QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY THE CERTIFIED TESTING AGENCY

TABLE 1.8 INSPECTION OR EXECUTION TASKS AFTER

MECHANICAL FASTENING

INSPECTION TASKS AFTER MECHANICAL FASTENING

A. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS

B. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS

C. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS

D. VERIFY REPAIR ACTIVITIES

E. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS

TABLE 1.5 INSPECTION OR EXECUTION

TASKS AFTER WELDING

A. VERIFY SIZE & LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, & PERIMETER WELDS

B. WELDS MEET VISUAL ACCEPTANCE CRITERIA

C. VERIFY REPAIR ACTIVITIES

D. DOCUMENT ACCEPTANCE OR REJECTION OF WELDS

TASK

PERFORM

QC

PERFORM

PERFORMPERFORM

PERFORMPERFORM

PERFORMPERFORM

TABLE 1.6 INSPECTION OR EXECUTION TASKS PRIOR TO

MECHANICAL FASTENING

A. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS

B. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION

C. PROPER STORAGE FOR MECHANICAL FASTENERS

TASK

OBSERVE

QC

OBSERVE

OBSERVEOBSERVE

OBSERVEOBSERVE

TABLE 1.7 INSPECTION OR EXECUTION TASKS DURING

MECHANICAL FASTENING

A. FASTENERS ARE POSITIONED AS REQUIRED OBSERVE

B. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS

INSPECTION TASKS DURING MECHANICAL FASTENING QC

OBSERVE

OBSERVEOBSERVE

PERFORM

QC

PERFORM

PERFORMPERFORM

PERFORMPERFORM

PERFORMPERFORM

PERFORMPERFORM

STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE

FOR THE INSTALLATION OF STEEL DECK

MASONRY CONSTRUCTION

QA

QA

QA

QA

IBC 2018 TABLE 1705.3 REQUIRED SPECIAL INSPECTION

AND TESTS OF CONCRETE CONSTRUCTION

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.b

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

A. APPLICATION OF PRESTRESSING FORCES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES

ACI 318: CH. 26.9

ACI 318: 26.10

ACI 318: 26.5.3-26.5.5

ACI 318: 26.5

ASTM C172, ASTM C31,

ACI 318: 26.5, 26.12

ACI 318: 17.8.2.4,

ACI 318: 17.8.2

X

X

X

X

X

X

X

ACI 318: 26.11.2

1908.9

1908.6, 1908.7, 1908.8

1908.10

3. INSPECT ANCHORS CAST IN CONCRETE.

2. REINFORCING BAR WELDING:

1. INSPECTION REINFORCEMENT, INCLUDING PRESTRESSING

TENDONS, AND VERIFY PLACEMENT

TYPE

ACI 318 CH 20, 25.2,

25.3, 26.6.1-26.6.3

REFERENCED

STANDARDa

CONTINUOUS

SPECIAL

INSPECTION

X

AWS D1.4,

ACI 318: 26.6.4

IBC REFERENCE

1908.4

X

ACI 318: 17.8.2

5. VERIFY USE OF REQUIRED DESIGN MIX.

ACI 318: CH. 19,

26.4.3, 26.4.4

X

1904.1, 1904.2, 1908.2, 1908.3

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED. ACI 318: 26.11.1.2(b)X

9. INSPECT OF PRESTRESSED CONCRETE FOR:

B. GROUTING OF BONDED PRESTRESSING TENDONS.

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF

SHORES ANDFORMS FROM BEAMS AND STRUCTURAL SLABS.

X

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

X

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

C. INSPECT ALL OTHER WELDS

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT

DEFINED IN 4A.

X

X

X

PERIODIC

SPECIAL

INSPECTION

REQUIRED ON

PROJECT

YES

NO

YES

YES

YES

YES

YES

NO

NO

NO

YES

YES

NO

1. IF PROFESSIONAL DESIGN SERVICES OR CERTIFICATIONS BY A DESIGN

PROFESSIONAL RELATED TO SYSTEMS, MATERIALS, OR EQUIPMENT ARE

SPECIFICALLY REQUIRED OF THE CONTRACTOR BY THE CONTRACT DOCUMENTS;

THE ARCHITECT AND/OR ALBERTSON ENGINEERING, INC. WILL SPECIFY THE

PERFORMANCE AND DESIGN CRITERIA THAT SUCH SERVICES MUST SATISFY WITHIN

THE CONTRACT DOCUMENTS.

2. THE CONTRACTOR SHALL BE ENTITLED TO RELY UPON THE ADEQUACY AND

ACCURACY OF THE PERFORMANCE AND DESIGN CRITERIA PROVIDED IN THE

CONTRACT DOCUMENTS. THE CONTRACTOR SHALL CAUSE SUCH SERVICES OR

CERTIFICATIONS TO BE PROVIDED BY AN APPROPRIATELY…