Attachment 4 03_100_ BID SET Structural Drawings.pdf

GENERAL NOTES

THE STRUCTURAL DRAWINGS DEPICT THE STRUCTURE IN ITS FINAL CONSTRUCTED CONFIGURATION.

NEITHER CONSTRUCTION MEANS AND METHODS NOR CONSTRUCTION SAFETY ARE PART OF THE

STRUCTURAL ENGINEER’S EXPERTISE OR SCOPE OF WORK. THE GENERAL CONTRACTOR AND THEIR

SUBCONTRACTORS ARE FULLY RESPONSIBLE FOR THE MEANS AND METHODS USED TO CONSTRUCT

THE STRUCTURE AND FOR FULL COMPLIANCE WITH ALL JOB SAFETY RELATED REGULATIONS AND CONDITIONS AT THE SITE. LIMITED SITE VISITS, IF ANY, BY THE STRUCTURAL ENGINEER ARE SOLELY

TO OBSERVE COMPLETED PARTS OF THE STRUCTURE. THE STRUCTURAL ENGINEER IS NEITHER

QUALIFIED TO OBSERVE NOR COMMENT ON CONSTRUCTION MEANS AND METHODS AND JOB SITE

SAFETY.

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO

FABRICATION/CONSTRUCTION. NOTIFY STRUCTURAL ENGINEER AND ARCHITECT OF ANY

DISCREPANCIES PRIOR TO FABRICATION/CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL

WORK FITTING AS INTENDED BY THE DRAWINGS AND SPECIFICATIONS.

PRINCIPAL OPENINGS ARE SHOWN ON THE DRAWINGS. SEE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR OPENINGS, SLEEVES, CURBS, INSERTS, DEPRESSIONS, ETC. NOT SHOWN.

ALL DETAILS ARE TYPICAL UNLESS NOTED OTHERWISE. DETAILS SHALL APPLY TO SIMILAR AND LIKE

CONDITIONS.

COLD-FORMED WALL STUDS AND CONNECTIONS SHALL BE DESIGNED AND SEALED BY A LICENSED

ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE CALCULATIONS AND DETAIL

DRAWINGS SHALL BE SUBMITTED FOR APPROVAL SHOWING ALL CALCULATIONS, INCLUDING DESIGN

LOADS, MEMBER SIZES AND CONNECTIONS.

SHOP DRAWINGS SHALL BE NEW DRAWINGS PRODUCED BY THE CONTRACTOR, ILLEGIBLE

REPRODUCTIONS OF THE DESIGN DRAWINGS WILL BE REJECTED. ELECTRONIC FILES MAY BE

REQUESTED FROM THE ENGINEER OF RECORD FOR THE PURPOSE OF PREPARING SHOP DRAWINGS.

THE CONTRACTOR WILL BE REQUIRED TO SIGN AN INDEMNITY STATEMENT PRIOR TO TRANSMISSION

OF THE ELECTRONIC FILES TO THE CONTRACTOR. THE USE OF REPRODUCTIONS OF THESE

CONTRACT DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR

MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES THEIR ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES THEMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS OR OMISSIONS THAT MAY OCCUR HEREIN.

MINIMUM SHOP DRAWING SUBMITTAL REQUIREMENTS INCLUDE:

CONCRETE MIX DESIGNS FOR EACH CLASS OF CONCRETE WITH TEST DATA

CONCRETE ACCESSORIES (VAPOR BARRIER, REINFORCING SUPPORT CHAIRS, ETC.)

CONCRETE REINFORCING SHOP DRAWINGS

STRUCTURAL STEEL SHOP DRAWINGS (SEALED BY A LICENSED PROFESSIONAL

ENGINEER)

STRUCTURAL STEEL CONNECTIONS AND CALCULATIONS (SEALED BY A LICENSED

PROFESSIONAL ENGINEER)

STEEL DECK SHOP DRAWINGS

COLD-FORMED METAL FRAMING SHOP DRAWINGS AND CALCULATIONS (SEALED BY A

LICENSED PROFESSIONAL ENGINEER)

FRP (FIBER REINFORCED POLYMER) STRENGTHENING SHOP DRAWINGS AND

CALCULATIONS (SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER). SEE

FRP NOTES, THIS SHEET

SPECIAL SEISMIC CERTIFICATION FOR MECHANICAL EQUIPMENT

SPECIAL SEISMIC CERTIFICATION FOR ELECTRICAL EQUIPMENT

THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO THE ARCHITECT AND STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP EACH SUBMITTAL VERIFYING THAT THE

FOLLOWING ITEMS ARE ADDRESSED:

THE SHOP DRAWING IS REQUESTED.

THE SHOP DRAWING IS BASED ON THE LATEST DESIGN.

THE ARCHITECT'S AND STRUCTURAL ENGINEER'S COMMENTS FROM ANY PREVIOUS

SUBMITTALS ARE ADDRESSED.

THE WORK IS COORDINATED AMONGST ALL CONSTRUCTION TRADES.

REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CLOUDS.

SUBMITTAL IS COMPLETE.

SUBMITTAL DOES NOT INCLUDE SUBSTITUTION REQUEST(S).

SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND LOCATION,

SUBMITTAL NUMBER, AND SPECIFICATION SECTION NUMBER.

THE STRUCTURAL ENGINEER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICH THE

CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE REQUIREMENTS. THE

STRUCTURAL ENGINEER' S REVIEW OF SUBMITTALS SHALL BE FOR GENERAL CONFORMANCE WITH

THE DESIGN INTENT. NO WORK SHALL BE STARTED WITHOUT SUCH REVIEW.

CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED VEHICLES ARE NOT TO BE DRIVEN

ACROSS GRADE BEAMS OR BUILDING SLABS.

ERECTION OF STRUCTURAL STEEL MAY NOT BEGIN UNTIL CONCRETE FOUNDATION HAS CURED FOR A

MINIMUM OF THREE (3) DAYS. STRUCTURAL STEEL OR OTHER HEAVY LOADS SHALL NOT BE

STOCKPILED ON ANY SLAB UNTIL IT HAS CURED FOR A MINIMUM OF THREE (3) DAYS.

THIS PROJECT CONSISTS OF A MODIFICATION TO AN EXISTING BUILDING. "AS-BUILT" DRAWINGS FOR THE EXISTING BUILDING WERE NOT AVAILABLE DURING DESIGN. EXISTING DIMENSIONS, FRAMING

LAYOUT AND MEMBER SIZES WERE DETERMINED BY VISUAL OBSERVATION ONLY WITHOUT THE

REMOVAL OF FINISHES AND THEREFORE THE ACCURACY OF THIS INFORMATION IS NOT GUARANTEED.

IT IS THE CONTRACTOR’S RESPONSIBILITY TO VERIFY ALL EXISTING DIMENSIONS SHOWN ON THESE DRAWINGS AND TO VERIFY THE LOCATION OF ALL FRAMING MEMBERS AND OTHER OBSTRUCTIONS

WHICH WILL AFFECT THE WORK. AS PART OF THIS WORK THE CONTRACTOR SHALL PREPARE AN

ACCURATE FIELD SURVEY OF THE LOCATION OF ALL STRUCTURAL MEMBERS IN THE WORK AREA

PRIOR TO BEGINNING SHOP DRAWINGS AND CONSTRUCTION. THIS SURVEY SHALL BE SUBMITTED TO THE ARCHITECT WITH VARIANCES NOTED. CLAIMS FOR ADDITIONAL TIME OR EXTRA COST DUE TO

OBSTRUCTIONS AND VARIANCES IN THE LOCATION OF THE STRUCTURAL MEMBERS WILL NOT BE

HONORED AFTER WORK HAS BEGUN ON THE PROJECT.

BUILDING CODE: INTERNATIONAL BUILDING CODE, 2021 EDITION

DEAD LOAD:

ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON

THE ARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE REPORTED BY

THE CONTRACTOR TO THE STRUCTURAL ENGINEER FOR VERIFICATION OF

LOAD CARRYING CAPACITY OF THE STRUCTURE.

LIVE LOAD:

ROOF: 20 PSF

STAIRS, EXITWAYS: 100 PSF

PARTITION: 20 PSF

CORRIDORS: 100 PSF (1ST FLOOR)/ 80 PSF (ABOVE 1ST FLOOR)

LOBBIES: 100 PSF

ADMIN/OFFICE: 80 PSF

LIGHT STORAGE: 125 PSF

MECHANICAL: 150 PSF

FILE/COMPUTER ROOMS: 125 PSF

HANDRAILS: 50 PLF / 200 POUNDS IN ANY DIRECTION

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE WITH THE

BUILDING CODE, UNLESS NOTED OTHERWISE.

ARCHITECTURAL BARRIER ACT:

GRAB BAR: 250 LBS ANY DIRECTION

TUB/SHOWER SEAT: 250 LBS ANY DIRECTION

FASTENERS: 250 LBS ANY DIRECTION

WIND LOAD:

INTERNATIONAL BUILDING CODE, 2021 EDITION

VELOCITY (ULT): 123 MPH THREE SECOND GUST

EXPOSURE: C (NORTH ELEVATION)

RISK CATEGORY: IV

INTERNAL PRESSURE COEFFICIENT, Gcpi: +/- 0.18

MAXIMUM GROSS UPLIFT INTERIOR ZONE: ±30 PSF

MAXIMUM GROSS UPLIFT EXTERIOR ZONE: ±20 PSF

18’-0” FROM EACH CORNER)

SEISMIC LOAD:

RISK CATEGORY: IV

SEISMIC IMPORTANCE FACTOR (I): 1.5

MAPPED SPECTRAL RESP ACCEL (Ss/S1): 0.091g/0.055g

SITE CLASS: D

SPECTRAL RESPONSE COEFF (Sds/Sd1): 0.097g/0.089g

SEISMIC DESIGN CATEGORY: C

SEISMIC FORCE RESISTING SYSTEM: R=3.0, STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE, EXCLUDING

CANTILEVER COLUMNS

DESIGN BASE SHEAR: 33.1 KIP

SEISMIC RESPONSE COEFF (Cs): 0.049

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

SNOW LOAD:

GROUND SNOW LOAD (Pg): 15 PSF FLAT ROOF SNOW LOAD (Pf): 15.1 PSF SNOW EXPOSURE FACTOR (Ce): 1.2

SNOW LOAD IMPORTANCE FACTOR (I): 1.2

THERMAL FACTOR (Ct): 1.0

EFFECTIVE WIND AREA ft² a a a a

20 ft² 50 ft² 100 ft²

ZONE

1'

+/- 35

ROOF DESIGN GROSS PRESSURES,

WIND ONLY (PSF)

+/- 80

+/- 105

+/- 70 +/- 65

+/- 75

1' a = 10'-3"

+/- 35+/- 35

+/- 85

BLAST LOAD:

ROOF/PENTHOUSE FRAMING NOT INCLUDED IN LATERAL SYSTEM

DESIGN LEVEL VEHICLE THREAT: W1

STANDOFF DISTANCE: 50 FT

ROOF/PENTHOUSE LATERAL FRAME RESPONSE SYSTEM

DESIGN LEVEL VEHICLE THREAT: W2

STANDOFF DISTANCE: 50 FT

ALLOWABLE SOIL BEARING CAPACITY (AT SUITABLE DEPTH BELOW EXISTING GRADE,

PER GEOTECHNICAL REPORT)

NET ALLOWABLE: 3000 PSF

TYP

2a

+/- 55

+/- 80

+/- 105

+/- 70 +/- 65

+/- 75

+/- 50+/- 55

+/- 85

2a = 20'-6"

EARTHWORK

1. WHERE CONSTRUCTION DOCUMENT REQUIREMENTS DIFFER FROM THE PROJECT SPECIFIC

GEOTECHNICAL REPORT, THE MORE STRINGENT OF THE TWO SHALL GOVERN.

2. SITE PREPARATION FOR THE BUILDING PAD SHALL CONSIST OF THE REMOVAL OF EXISTING

PAVEMENT, VEGETATION, ORGANIC MATTER AND ANY ADDITIONAL MATERIAL AS NECESSARY TO

PROVIDE THE REQUIRED AMOUNT OF FILL UNDER THE BUILDING.

3. DURING THE GEOTECHNICAL EXPLORATION, EXISTING FILL MATERIALS WERE ENCOUNTERED

FROM 2 TO 6 FEET BELOW EXISTING GRADE. ADDITIONAL FILL SHOULD BE EXPECTED TO OCCUR ACROSS THE SITE, POSSIBLY AT GREATER DEPTHS. THE EXISTING FILL IS NOT SUITABLE FOR THE BUILDING ADDITION AND SHALL BE REMOVED. DUE TO THE VARIABILITY OF THE EXISTING FILL

DEPTH, THE EXACT AMOUNT OF FILL TO BE REMOVED CANNOT BE PREDICTED.

4. THE EXISTING FILL WHICH IS TO BE REMOVED CAN BE REUSED AS NEW CONTROLLABLE FILL

BELOW THE LOW VOLUME CHANGE (LVC) ZONE, PROVIDED IT IS PROPERLY MOISTURE

CONDITIONED AND COMPACTED.

5. THE SUBGRADE SHALL BE PROOFROLLED WITH A HEAVY, RUBBER-TIRED VEHICLE (STATIC WEIGHT OF AT LEAST 20 TONS AND WITH TIRE PRESSURES OF AT LEAST 90 PSI). THE CONTRACTOR SHALL

MAKE AT LEAST TWO COMPLETE PASSES OVER THE AREA WITH THE SECOND PASS

PERPENDICULAR TO THE FIRST PASS. AREAS OF THE SUBGRADE THAT ARE OBSERVED TO BE

SOFT OR WEAK SHALL BE OVEREXCAVATED AND REPLACED WITH PROPERLY COMPACTED SELECT

FILL.

6. SUBGRADE SHALL THEN BE SCARIFIED AND MOISTURE CONDITIONED TO AN SIX (6) INCH DEPTH

AND THEN RECOMPACTED TO BETWEEN 95 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS

DETERMINED BY THE STANDARD PROCTOR DENSITY TEST (ASTM D698). THE MOISTURE CONTENT SHALL BE BETWEEN OPTIMUM AND +3 PERCENT OF THE OPTIMUM MOISTURE CONTENT. PROVIDE A MINIMUM OF FOUR (4) FIELD DENSITY TESTS ON THE SUBGRADE OR ONE (1) FOR EVERY 2,500

SQUARE FEET WHICHEVER IS GREATER.

7. SELECT FILL MATERIAL FOR THE BUILDING PAD SHALL MEET THE FOLLOWING REQUIREMENTS:

8. SELECT FILL SHALL BE PLACED IN NINE (9) INCH LOOSE LIFTS WITH HEAVY, SELF-PROPELLED

COMPACTION EQUIPMENT AND SIX (6) INCH LOOSE LIFTS WITH HAND-GUIDED EQUIPMENT AND

COMPACTED TO BETWEEN 98 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED

BY THE STANDARD PROCTOR DENSITY TEST (ASTM D698). THE MOISTURE CONTENT SHALL BE AS OUTLINED BELOW. PROVIDE A MINIMUM OF (4) FIELD DENSITY TESTS ON EACH LIFT OF SELECT FILL

OR ONE (1) TEST PER DAY.

SOIL TYPE

LEAN CLAY

LEAN TO FAT

CLAY

FAT CLAY

WELL-GRADED

GRANULAR

AND SILTY

GRAVEL

USCS CLASSIFICATION

CL

(LL < 45 & PI > 15

CL/CH

(46 ≤ LL < 50)

CH

(LL ≥ 50)

GM-GW

GM

LOW VOLUME

CHANGE (LVC)

MATERIAL

CL OR GM-GW, GM

AND

(LL < 40 & 5 ≤ PI < 15)

ACCEPTABLE PARAMETERS

> 24 INCHES BELOW BUILDING ADDITION

FINISHED SUBGRADE

> 24 INCHES BELOW BUILDING ADDITION

FINISHED SUBGRADE

> 24 INCHES BELOW BUILDING ADDITION

FINISHED SUBGRADE

ALL LOCATIONS AND ELEVATIONS

ALL LOCATIONS AND ELEVATIONS

SOIL TYPE

COHESIVE SOILS

W/ PI ≥ 35

ACCEPTABLE MOISTURE CONTENT

AT LEAST 3 PERCENTAGE POINTS ABOVE OPTIMUM MOISTURE CONTENT VALUE

AS BY STANDARD PROCTOR TEST AT TIME OF PLACEMENT AND COMPACTION

AT LEAST 2 PERCENTAGE POINTS ABOVE OPTIMUM MOISTURE CONTENT VALUE

AS BY STANDARD PROCTOR TEST AT TIME OF PLACEMENT AND COMPACTION

ABOVE OPTIMUM MOISTURE CONTENT VALUE AS BY STANDARD PROCTOR TEST

AT TIME OF PLACEMENT AND COMPACTION

COHESIVE SOILS

W/ 24 ≤ PI < 35

COHESIVE SOILS

W/ 18 ≤ PI < 24

COHESIVE SOILS

W/ PI < 18

AT MOST 2 PERCENTAGE POINTS BELOW OPTIMUM MOISTURE CONTENT VALUE

AS BY STANDARD PROCTOR TEST AT TIME OF PLACEMENT AND COMPACTION

GRANULAR

MATERIAL

WORKABLE MOISTURE LEVELS

9. SELECT FILL MATERIAL SHALL BE TESTED DURING PLACEMENT OF EACH LIFT FOR THE ATTERBERG LIMITS IN ACCORDANCE WITH ASTM D4318-98 METHOD B “STANDARD TEST METHOD FOR LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS” TO VERIFY THAT THE SELECT FILL MATERIAL IS IN ACCORDANCE WITH THE ORIGINALLY APPROVED SELECT FILL MATERIAL. PROVIDE

A MINIMUM OF ONE (1) TEST PER DAY.

10. CONTRACTOR SHALL MAINTAIN A CLEAN EXCAVATION THAT IS FREE OF WATER 100 PERCENT OF

THE TIME. CONTRACTOR SHALL PROVIDE PUMPS AS REQUIRED TO REMOVE ANY WATER AT ALL

TIMES.

11. THE SITE SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE BUILDING PAD

DURING BUILDING PAD INSTALLATION AND WHEN THE BUILDING PAD AND BUILDING ARE

COMPLETED.

12. PLUMBING AND UTILITY TRENCHES WITHIN THE BUILDING PAD SHALL HAVE PIPING BEDDED ON 6” MINIMUM OF CEMENT STABILIZED SAND WITH 4” MINIMUM ALL AROUND. BACKFILL IN UTILITY TRENCHES SHALL CONSIST OF COMPACTED SELECT FILL. PROVIDE A BENTONITE PLUG FOR THE FULL DEPTH AND WIDTH OF THE UTILITY TRENCH TO A MINIMUM OF 1’-0” ABOVE THE BOTTOM OF THE FOUNDATION AT THE EXTERIOR FACE OF BUILDING FOUNDATIONS WHERE UTILITY TRENCHES

ENTER THE BUILDING.

13. PROVIDE A MINIMUM SIX (6) INCH CLAY CAP FOR A MINIMUM OF 5’-0” AROUND THE PERIMETER OF THE BUILDING. THE CAP SHALL EXTEND AS REQUIRED TO COVER THE LIMITS OF THE EXCAVATION

AND SELECT FILL BUILDING PAD MATERIALS.

SITE DRAINAGE

1. DURING CONSTRUCTION, GRADE THE SITE TO PROVIDE POSITIVE DRAINAGE AWAY FROM ALL

BUILDINGS AND SLABS. WATER SHALL NOT BE ALLOWED TO POND ADJACENT TO THE BUILDING

FOUNDATIONS OR SLABS.

2. DOWNSPOUTS FROM ROOF DRAINS AND GUTTERS SHALL BE COLLECTED AND PIPED AWAY FROM THE BUILDING. WHEN WATER IS NOT PIPED WAY FROM THE BUILDING, DOWNSPOUTS SHALL DUMP ONTO A CAST IN PLACE 4” THICK X 3’-0” WIDE CONCRETE SWALE REINFORCED WITH #4 AT 12” ON

CENTER EACH WAY AND EXTENDING 10’-0” OUT FROM THE BUILDING.

3. FINAL SITE GRADING SHALL BE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE

SECTION 1804.4. PERVIOUS SURFACES ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM

BUILDING AT 5% MINIMUM FOR AT LEAST 10 FEET. IMPERVIOUS SURFACES ADJACENT TO

BUILDINGS SHALL SLOPE AWAY FROM BUILDING AT 2% MINIMUM FOR AT LEAST 5 FEET.

4. TREES AND VEGETATION SHALL NOT BE ALLOWED WITHIN A DISTANCE EQUAL TO THREE

QUARTERS THEIR ULTIMATE HEIGHT AWAY FROM THE BUILDING.

5. IRRIGATE VEGETATION AND SOILS ADJACENT TO THE BUILDING (NO MORE THAN 15 MINUTES

THREE TIMES A WEEK) ON AN AS NEEDED BASIS TO MAINTAIN UNIFORM SOIL MOISTURE

CONDITIONS AROUND THE PERIMETER OF THE BUILDING FOLLOWING CONSTRUCTION.

FOUNDATIONS

1. PREPARED GRADE AREA UNDER ALL BUILDING SLABS AND GRADE BEAMS SHALL BE COVERED

WITH A 15 MIL WATER VAPOR BARRIER MEETING THE REQUIREMENTS OF ASTM E 1745 (LATEST EDITION), CLASS A OR BETTER WITH MAXIMUM WATER PERMEANCE OF 0.1 PERMS WHEN TESTED IN ACCORDANCE WITH ASTM E96. THE WATER VAPOR BARRIER SHALL BE INSTALLED AND LAPPED AND

TAPED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM E 1643 (LATEST EDITION).

PENETRATIONS SHALL BE SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS AND REQUIREMENTS.

2. FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED ON A FOUNDATION DESIGN

SPECIFIED IN THE SOIL REPORT COMPLETED BY TERRACON CONSULTANTS, INC., REPORT NO.

01215004, DATED MAY 21, 2021. THE RECOMMENDATIONS CONTAINED IN THE SOIL REPORT SHALL

NOT SUPERCEDE THE REQUIREMENTS SHOWN ON THE DESIGN DRAWINGS OR IN THE

SPECIFICATIONS WHEN THE REQUIREMENTS SHOWN IN THE DRAWINGS ARE GREATER THAN

THOSE SHOWN IN THE GEOTECHNICAL REPORT. THE CONTRACTOR IS REQUIRED TO SECURE A

COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER AND HAVE A COPY ON THE JOB SITE AT

ALL TIMES FOR THEIR USE AND REFERENCE.

3. FOUNDATION DETAILING SHOWN ON THE DRAWINGS IS BASED ON SELECT FILL MATERIAL (PER

EARTHWORK GENERAL NOTE #7) BENEATH THE FLOOR SLAB.

4. ALL BACKFILL FOR BURIED PIPES AND CONDUIT WITHIN THE BUILDING PAD AND EXTENDING OUT MINIMUM 5’-0” BEYOND THE BUILDING SHALL BE BACKFILLED WITH SELECT FILL BACKFILL. DO NOT USE SAND BACKFILL. A BENTONITE PLUG SHALL BE PROVIDED FOR THE FULL DEPTH AND WIDTH OF ALL UTILITY TRENCHES TO A MINIMUM OF 1'-0" ABOVE THE BOTTOM OF THE FOUNDATION AT THE

EXTERIOR FACE OF THE BUILDING FOUNDATION.

5. CONDUITS SHALL NOT BE PLACED IN THE CONCRETE SLAB. CONDUITS SHALL BE PLACED IN THE

SELECT FILL MATERIAL BENEATH THE VAPOR BARRIER. ALL PENETRATIONS OF THE VAPOR

RETARDER SHALL BE SEALED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS AND REQUIREMENTS.

6. FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE THAN TWO (2) FEET ON

EITHER SIDE AT ANY TIME. BASEMENT WALL AND RESTRAINED RETAINING WALL BACKFILL SHALL

NOT BE PLACED UNLESS THE WALL IS ADEQUATELY BRACED. RETAINING WALL AND BASEMENT

WALL BACKFILL SHALL BE FREE DRAINING GRANULAR BACKFILL ACCEPTABLE TO THE

GEOTECHNICAL ENGINEER.

7. CONTRACTOR SHALL HAND TAMP BOTTOM OF EXCAVATIONS TO A HARD SURFACE BEFORE

PLACING REINFORCING STEEL.

8. FOUNDATION CONTRACTOR TO ENSURE PROPER ANCHOR BOLT PROJECTION AND THAT ANCHOR

BOLTS ARE HELD SECURELY IN POSITION PRIOR TO CONCRETE PLACEMENT. STRUCTURAL STEEL

COLUMN ANCHOR BOLTS SHALL BE SET WITH A TEMPLATE.

9. SOIL BEARING TESTS SHALL BE PERFORMED BY A GEOTECHNICAL ENGINEER PRIOR TO

INSTALLING FOOTINGS TO ENSURE DESIGN ALLOWABLE BEARING VALUES ARE MET. IF ACTUAL

SITE CONDITIONS DO NOT SATISFY THESE REQUIREMENTS, COORDINATE ADJUSTMENTS WITH

ARCHITECT/ENGINEER/GEOTECHNICAL ENGINEER.

CONCRETE

1. ALL CONCRETE REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT WHERE NOTED. NO. 3 BARS SHALL CONFORM TO ASTM A615, GRADE 40. DEFORMED BAR ANCHORS SHALL

CONFORM TO ASTM A496, GR 70.

2. ALL WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A1064, AND

SHALL BE FURNISHED IN FLAT SHEETS ONLY. ROLLED WIRE FABRIC WILL BE REJECTED.

3. CONCRETE IN THE FOLLOWING AREAS SHALL HAVE SAND AND CRUSHED CARBONATE AGGREGATE

CONFORMING TO ASTM C33, TYPE 1 PORTLAND CEMENT, FLYASH CONFORMING TO ASTM C618,

CLASS ‘C’ UP TO 20 PERCENT REPLACEMENT BY VOLUME AND THE FOLLOWING DESIGNATED

COMPRESSIVE STRENGTH (f’c) IN 28 DAYS:

• FOOTINGS ----------------------- 4000 PSI (w/c = 0.50 MAX)

• SLABS ON GRADE ------------ 4000 PSI (w/c = 0.50 MAX)

• ALL OTHER CONCRETE ---- 4000 PSI (w/c = 0.50 MAX)

CONCRETE SUPPLIER SHALL BE AWARE OF CEMENTS THAT CAN CAUSE

ETTRINGITE FORMATION IN THE CEMENT PASTE AND BE PREPARED TO SHOW

THAT THE CEMENTS USED WILL NOT CAUSE THIS PROBLEM.

4. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS; SEE SEC. 20.5 ACI 318, LATEST EDITION FOR CONDITIONS NOT NOTED, PROVIDE CHAIR SUPPORTS (AZTEC CASTLE CHAIR, WHC SERIES ‘B’ OR EQUAL) TO ADEQUATELY SUPPORT BARS FOR PROPER CLEARANCE AS

RECOMMENDED BY THE AMERICAN CONCRETE INSTITUTE AND THE CONCRETE REINFORCING

STEEL INSTITUTE. SLAB ON GRADE REINFORCEMENT SHALL BE SUPPORTED AT 45-INCH MAXIMUM

INTERVALS OR EVERY THIRD BAR.

• FOOTINGS ---- 3 IN.

• GRADE BEAMS ---- 3 IN. BOT., 2 IN. SIDE (3” EARTH FORMED), 2 IN. TOP

• SLAB ON GRADE ---- 1 IN. TOP

5. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH

ACI PUBLICATION 315, LATEST EDITION. ALL HOOKED BARS SHOWN IN DETAILS SHALL HAVE

STANDARD HOOKS UNLESS NOTED OTHERWISE.

6. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN

ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN CONCRETE INSTITUTE, ACI 301,

LATEST EDITION.

7. NO HORIZONTAL JOINTS WILL BE PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY

OCCUR OR WHERE NOTED. VERTICAL JOINTS SHALL OCCUR AT CENTER SPANS OR AT LOCATIONS

APPROVED BY THE STRUCTURAL ENGINEER.

8. REINFORCING BARS SHALL NOT BE WELDED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

9. CONTINUOUS BOTTOM REINFORCING BARS SHALL BE SPLICED AT SUPPORTS AND CONTINUOUS

TOP REINFORCING BARS SHALL BE SPLICED AT MID-SPAN, UNO.

10. ALL CONTINUOUS REINFORCEMENT SHALL HAVE CLASS B LAP AT SPLICES. PROVIDE (1)-#6 X 6’-0”

TOP AND BOTTOM (TWO 36” LEGS WITH 90 DEGREE BEND) AT EACH FACE OF GRADE BEAMS AT

CORNERS AND INTERSECTIONS, AND AT 18” ON CENTER VERTICALLY AT WALLS.

11. CONDUITS ARE NOT ALLOWED IN SLABS, BEAMS, WALLS OR COLUMNS. ALL CONDUITS SHALL BE

SUSPENDED FROM OR ATTACHED TO THE CONCRETE STRUCTURE.

12. ALL BASE PLATES AND ANCHOR RODS SHALL BE PROTECTED WITH 3” (MIN.) OF CONCRETE.

ANCHOR RODS SHALL BE FABRICATED FROM FULL BODIED STEEL RODS CONFORMING TO ASTM

F1554 GR.36, WASHERS CONFORMING TO ASTM F844 AND NUTS CONFORMING TO ASTM A194 OR

A563 AND HAVING THE SAME DIAMETER AS THE BOLT DIAMETER AND USING CUT THREADS.

ROLLED THREADS ARE NOT ACCEPTABLE. BOLTS SHALL BE SET USING RIGID TEMPLATES.

13. PROVIDE (1)-#5 X 4’-0” AT RE-ENTRANT CORNERS AND AROUND RECTANGULAR HOLES IN SLABS

UNLESS NOTED OTHERWISE. PLACE BAR DIAGONAL TO CORNER WITH 1” CLEARANCE FROM TOP

AND THE SIDE OF THE SLAB AT THE CORNER.

14. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED CONCRETE (GREATER THAN 8

HOURS OLD), CLEAN EXISTING SURFACE OF LAITANCE AND FOREIGN MATERIAL AND DAMPEN THE

EXISTING SURFACE. IF REQUIRED, ROUGHEN EXISTING CONCRETE TO ¼” AMPLITUDE.

15. SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL BE SPACED TO DIVIDE THE SLAB INTO PANELS NOT TO EXCEED 225 SQUARE FEET. THE LONGER DIMENSION OF EACH PANEL SHALL NOT EXCEED THE SHORTER DIMENSION BY MORE THAN 20%. JOINTS SHALL BE

LOCATED AT COLUMN CENTERLINES WHERE POSSIBLE. CONTRACTOR SHALL SUBMIT JOINT

LAYOUT TO ARCHITECT FOR APPROVAL.

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL DESIGN, DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO

LOAD RESISTANCE FACTOR DESIGN (LRFD) ACCORDING TO THE LATEST AISC SPECIFICATION.

2. ALL WELDING SHALL CONFORM TO THE STANDARDS OF THE LATEST EDITION OF THE STEEL

CONSTRUCTION MANUAL OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND THE

AMERICAN WELDING SOCIETY ANSI/AWS D1.1 STRUCTURAL WELDING CODE-STEEL. WELDING OF

REINFORCING BARS SHALL COMPLY TO THE AMERICAN WELDING SOCIETY AWS D.1.4. SHORT

CIRCUIT TRANSFER FOR THE GAS METAL ARC WELDING PROCESS IS NOT PERMITTED.

3. ELECTRODES FOR ALL FIELD AND SHOP WELDING SHALL BE CLASS E70XX. ELECTRODES FOR MOMENT CONNECTIONS SHALL BE CLASS E7018 WITH A CHARPY TOUGHNESS OF AT LEAST 20 FT-

LBS AT -20 DEGREES FAHRENHEIT.

4. ALL STRUCTURAL STEEL ROLLED SHAPES SHALL CONFORM TO ASTM A992, AND ALL ANGLES, BARS, CHANNELS AND PLATES SHALL CONFORM TO ASTM A36. ALL SQUARE AND RECTANGULAR TUBE (Fy 46KSI) SHALL CONFORM TO ASTM A500 GRADE B AND ROUND PIPES (Fy 36KSI) SHALL CONFORM TO ASTM A53 GR B. ALL COLD-FORMED GIRTS AND PURLINS SHALL CONFORM TO ASTM A570M GR. 55.

5. HEADED ANCHOR RODS: ASTM F1554 GRADE 36 OR GRADE 55 ANCHOR AND HEAVY HEX NUT, AS

INDICATED IN DETAILS.

6. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO STANDARDS OF AISC.

DOUBLE CONNECTIONS THROUGH COLUMN WEBS, BEAMS THAT FRAME OVER THE TOP OF

COLUMNS, AND BEAM TO BEAM CONNECTIONS SHALL HAVE A BEAM ERECTION SEAT OR A

STAGGERED CONNECTION WITH AT LEAST ONE INSTALLED BOLT REMAINING IN PLACE TO

SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED.

7. TYPICAL CONNECTIONS ARE INDICATED ON THE DRAWINGS.

8. THE DESIGN OF ALL STEEL CONNECTIONS NOT DETAILED ON THE DRAWINGS SHALL BE

PERFORMED UNDER THE DIRECT SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER IN

THE STATE WHERE THE PROJECT IS LOCATED, EMPLOYED BY THE FABRICATOR. CALCULATIONS

SEALED BY THE FABRICATOR’S PROFESSIONAL ENGINEER MUST BE SUBMITTED IF REQUESTED.

9. IT IS THE INTENTION OF THE PLANS AND SPECIFICATIONS THAT SHOP CONNECTIONS BE WELDED

OR BOLTED AND THAT FIELD CONNECTIONS BE BOLTED, UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

10. ALL TYPICAL BEAM SIMPLE CONNECTIONS SHALL BE STANDARD DOUBLE ANGLE OR SINGLE ANGLE

FRAMED BEAM CONNECTIONS. SHEAR TAB CONNECTIONS MAY BE USED AT LOCATIONS WHERE

DOUBLE ANGLE CONNECTIONS ARE NOT POSSIBLE. SEATED BEAM CONNECTIONS SHALL NOT BE

USED UNLESS INDICATED ON THE DRAWINGS. PROVIDE FULL DEPTH SHEAR TAB IF BEAM FRAMES

ON ONLY ONE SIDE OF A GIRDER.

11. BEAM REACTIONS SHALL BE AS FOLLOWS UNLESS NOTED ON DRAWINGS: BEAM REACTIONS USED SHALL BE ONE-HALF THE TOTAL ALLOWABLE UNIFORM LOAD GIVEN IN TABLE 3-6 THROUGH 3-9 IN PART 3 OF THE AISC STEEL CONSTRUCTION MANUAL. ADD TO THE REACTION LISTED ABOVE, ANY LOADS OR REACTIONS OF MEMBERS SUPPORTED BY THE BEAM WITHIN THREE FEET OF BEAM END

AND THE VERTICAL COMPONENTS OF FORCES IN BRACE MEMBERS FRAMING INTO THE BEAMS.

BEAM REACTIONS FOR COMPOSITE BEAMS SHALL HAVE THE STANDARD AISC CAPACITY

INCREASED BY 35 PERCENT.

12. ALL MISCELLANEOUS WELDS (FIELD OR SHOP) SHALL BE MINIMUM SIZE FILLET ALL AROUND IN

ACCORDANCE WITH AISC 360. WELDING OF CONTINUOUS MEMBERS SHALL BE A MINIMUM OF 2

INCHES OF 3/16 INCH FILLET STITCH WELDS AT 12 INCHES O.C., STAGGERED EACH SIDE, UNLESS

OTHERWISE NOTED. COLUMN BASE PLATES, CAP PLATES AND STIFFENER PLATES SHALL BE

WELDED ALL AROUND.

13. PROVIDE ALL NECESSARY HOLES IN MISCELLANEOUS STRUCTURAL STEEL MEMBERS FOR

ATTACHMENT OF NON-STRUCTURAL ITEMS (IE: HOLES FOR WINDOW HEAD ANCHORS), SEE

ARCHITECTURAL DRAWINGS FOR REQUIREMENTS.

14. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED IS PROHIBITED WITHOUT PRIOR

APPROVAL OF THE STRUCTURAL ENGINEER.

15. ALL CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL CONFORM TO ASTM F3125, GRADE A325, TYPE 1 EXCEPT WHERE NOTED OTHERWISE. MINIMUM SIZE SHALL BE 3/4 INCH

DIAMETER UNLESS NOTED OTHERWISE. BOLTS SHALL BE DIRECT TENSION INDICATING BOLTS

CONFORMING TO ASTM F3125, GRADE F1852 WITH HARDENED WASHERS UNDER THE NUT AND

SACRIFICIAL SPLINES. HEX NUTS SHALL CONFORM TO ASTM A563 AND WASHERS SHALL CONFORM

TO ASTM F436.

16. SHOP BOLTED CONNECTIONS ARE PERMISSIBLE IF SUFFICIENT BOLT CLEARANCE IS AVAILABLE FOR TIGHTENING OF HIGH STRENGTH BOLTS. CLEARANCES SHALL BE IN ACCORDANCE WITH TABLE 7-15 AND 7-16 OF THE FIFTEENTH EDITION OF THE AISC STEEL CONSTRUCTION MANUAL. ALL STEEL

MEMBERS AND ASSEMBLIES SHALL BE SHOP FABRICATED TO THE GREATEST EXTENT POSSIBLE.

TRUSSES SHALL BE FULLY SHOP ASSEMBLED. FIELD SPLICES FOR SHIPPING SHALL ONLY BE AS

APPROVED BY THE ENGINEER OF RECORD. THE STEEL FABRICATOR AND THE STEEL ERECTOR

SHALL COORDINATE THE SHOP FABRICATION, SHIPPING AND ERECTION OF ALL STRUCTURAL

MEMBERS AND ASSEMBLIES.

17. ALL GROUT USED UNDER STEEL COLUMN BASE PLATES SHALL BE OF NON-SHRINKABLE TYPE

CONFORMING TO ASTM C1090 AND THE CORPS OF ENGINEERS SPECIFICATION CRD-C-621 AND

SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI. 100 PERCENT OF VOID UNDER ALL BASE PLATES IS TO BE GROUTED. ALL BASE PLATES WITH A DIMENSION GREATER THAN 24” SHALL

HAVE TWO 1” DIAMETER GROUT HOLES. IF THE SPACE UNDER A COLUMN BASE PLATE IS LESS

THAN 1/4", A PRESSURE INJECTION SYSTEM SHALL BE USED.

18. ROOF SYSTEM OVER COLD FORMED METAL JOISTS SHALL BE RIGID INSULATION BOARD ON 1 ½” DEEP, 20 GAGE, TYPE B GALVANIZED (CONFORMING TO ASTM A924-94, WITH MINIMUM COATING CLASS OF G90 AS DEFINED IN ASTM A653-94) DECK FROM COLD ROLLED STEEL CONFORMING TO ASTM A653-99 OR ASTM A611 WITH Fy=50 KSI, AND HAVING A MINIMUM MOMENT OF INERTIA OF 0.217 INCH TO THE FOURTH PER FOOT OF WIDTH. SIDELAPS SHALL BE FASTENED WITH #10 TEKS AT THIRD POINTS OR 1’-0” ON CENTER MAX. (3 MIN. PER SPAN). DECK ATTACHMENT SHALL BE HILTI X- EDNK22 THQ12 (1/8”-1/4” INCLUSIVE), X-EDN19 THQ12 (3/16”-3/8” INCLUSIVE), OR X-ENP19 (1/4” OR

THICKER) AS RECOMMENDED BY THE MANUFACTURER OR WELD DECK THROUGH 5/8” DIAMETER

PUDDLE WELDS TO SUPPORTING MEMBERS AT 1’-0” ON CENTER AT END LAPS AND AT

INTERMEDIATE SUPPORTS. AT SPANDREL BEAMS OR DECK SUPPORT ANGLES AND FOR A 10’-0”

SQUARE AREA AT CORNERS WELD DECK TO ALL SUPPORTS AT 6” ON CENTER.

19. ROOF DECK SHALL BE 3” DEEP, 18 GAGE, TYPE 3N DECK CONFORMING TO ASTM A653 WITH Fy=40 KSI. DECK SHALL BE GALVANIZED, CONFORMING TO ASTM A924, WITH A MINIMUM ZINC COATING CLASS OF G90 (LW FILL) OR G60 (RIGID BOARD). DECK SHALL HAVE A MINIMUM MOMENT OF INERTIA OF 1.123 INCH TO THE FOURTH PER FOOT OF WIDTH. FASTEN SIDELAPS WITH #10 TEK SCRES; ONE AT MIDSPAN OR 3’-0” ON CENTER MAX. WELD DECK THROUGH 5/8” DIAMETER PUDDLE WELDS (OR EQUIVALENT SCREWS) TO EACH STRUCTURAL SUPPORTING MEMBER AT 1’-4” ON CENTER AT END LAPS AND AT INTERMEDIATE SUPPORTS. AT SPANDREL BEAMS AND DECK SUPPORT ANGLES, AND FOR A 10’-0” SQUARE AREA AT ROOF CORNERS, THE DECK SHALL BE WELDED TO ALL SUPPORTS AT

8” ON CENTER.

20. FLOOR DECK AT THE FIRST FLOOR SHALL BE CORRUGATED DECK CONFORMING TO ASTM A653 WITH Fy=60 KSI. DECK SHALL BE GALVANIZED, CONFORMING TO ASTM A924, WITH A MINIMUM ZINC COATING CLASS OF G60. DECK SHALL BE 20 GAGE METAL FORMS, 1 1/2” DEEP AND SHALL HAVE A MINIMUM MOMENT OF INERTIA OF 0.217 INCH TO THE FOURTH PER FOOT OF WIDTH. WELD DECK

THROUGH WELD WASHERS TO EACH STRUCTURAL SUPPORTING MEMBER AT EVERY OTHER

CORRUGATION AT END LAPS, AND 2’-0” ON CENTER AT INTERMEDIATE SUPPORTS. AT SPANDREL

BEAMS AND DECK SUPPORT ANGLES, THE DECK SHALL BE WELDED TO ALL SUPPORTS AT 6” ON

CENTER. THE SLAB SHALL BE 5 ½” NORMAL WEIGHT CONCRETE REINFORCED WITH 4x4-W2.9xW2.9

WELDED WIRE FABRIC LAPPED ONE MESH AT SPLICES.

21. FLOOR DECK AT THE PENTHOUSE SHALL BE CORRUGATED DECK CONFORMING TO ASTM A653 WITH Fy=60 KSI. DECK SHALL BE GALVANIZED, CONFORMING TO ASTM A924, WITH A MINIMUM ZINC COATING CLASS OF G60. DECK SHALL BE 20 GAGE METAL FORMS, 5/8” DEEP AND SHALL HAVE A MINIMUM MOMENT OF INERTIA OF 0.023 INCH TO THE FOURTH PER FOOT OF WIDTH. WELD DECK

THROUGH WELD WASHERS TO EACH STRUCTURAL SUPPORTING MEMBER AT EVERY OTHER

CORRUGATION AT END LAPS, AND 2’-0” ON CENTER AT INTERMEDIATE SUPPORTS. AT SPANDREL

BEAMS AND DECK SUPPORT ANGLES, THE DECK SHALL BE WELDED TO ALL SUPPORTS AT 6” ON

CENTER. THE SLAB SHALL BE 3 ½” NORMAL WEIGHT CONCRETE REINFORCED WITH 4x4-W2.9xW2.9

WELDED WIRE FABRIC LAPPED ONE MESH AT SPLICES.

22. STEEL DECK SHALL ALWAYS BE INSTALLED WITH DIRECTION OF FLUTES PERPENDICULAR TO STEEL

FRAMING MEMBERS. DECK SHALL BE CUT TO INSURE A MINIMUM OF THREE SPANS PER DECK

WIDTH.

23. ALL STRUCTURAL STEEL WHICH IS OUTSIDE THE BUILDING ENVELOPE SHALL BE HOT DIPPED GALVANIZED. ZINC COATING SHALL MEET THE REQUIREMENTS OF ASTM 123-73, WITH A MINIMUM COATING GRADE OF GR60 AND SHALL BE APPLIED AFTER FABRICATION. ALL FIELD WELDS SHALL

BE GROUND SMOOTH AND TOUCHED UP WITH ZINC RICH PAINT.

24. STEEL COLUMNS SHALL BE SPLICED A MINIMUM OF 4’-0” ABOVE THE FINISH FLOOR IN STORIES WHERE SPLICES OCCUR. COLUMNS SHALL BE SPLICED EVERY TWO LEVELS. COLUMNS SHALL HAVE

HOLES FOR ¾” DIAMETER SAFETY CABLES OR PLATES WITH A HOLE WELDED TO THE COLUMN.

PROVIDE AN L3x3x1/4” DECK SUPPORT ANGLE ON ALL SIDES OF THE COLUMN.

25. THE GENERAL CONTRACTOR AND THEIR SUBCONTRACTOR’S SHALL COMPLY TO OSHA 29 CFR 1926

SUBPART R, SAFETY STANDARDS FOR STEEL ERECTION.

26. AS SCOPE AND PERFORMANCE DOCUMENTS, THE DRAWINGS AND SPECIFICATIONS DO NOT

INDICATE OR DESCRIBE ALL OF THE WORK REQUIRED FOR THE PERFORMANCE AND COMPLETION

OF THIS WORK. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE FABRICATION AND

INSTALLATION OF ALL MISCELLANEOUS METAL ITEMS INDICATED, DESCRIBED, OR IMPLIED ON THE STRUCTURAL AND/OR THE ARCHITECTURAL DRAWINGS. MISCELLANEOUS STEEL ITEMS, WITHIN AN ASSEMBLY AND NOT ATTACHED TO THE STRUCTURE, ARE THE RESPONSIBILITY OF THE GENERAL

CONTRACTOR AND THEIR SUBCONTRACTORS WHETHER THEY ARE SHOWN OR NOT SHOWN ON

THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUCH ASSEMBLIES INCLUDE BUT ARE NOT

LIMITED TO, EXTERIOR AND INTERIOR WALL ASSEMBLIES, CEILING ASSEMBLIES, PARTITION

ASSEMBLIES, SHELF AND CABINET ASSEMBLIES AND ALL OTHER SIMILAR ASSEMBLIES. ANY

MISCELLANEOUS METAL ITEMS INDICATED ON THE ARCHITECTURAL DRAWINGS AND NOT SHOWN

ON STRUCTURAL DRAWINGS SHALL BE A MINIMUM OF L4x4x1/2”, C7x9.8, 3/8” PLATE OR HSS4x4x3/8”

UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER.

10. ALL FOOTINGS SHALL BE CONSOLIDATED WITH A CONCRETE VIBRATOR AS PER THE

REQUIREMENTS OF ACI 318 AND ACI 308R, LATEST EDITION.

11. FOOTINGS SHALL BE POURED IMMEDIATELY UPON COMPLETION OF EXCAVATION (I.E., NOT

ALLOWED TO REMAIN OPEN) AND CLEANING OF FOOTING BEARING SURFACE. ALL SPOILS FROM

THE FOOTING EXCAVATIONS SHALL BE REMOVED FROM THE BUILDING PAD.

COLD ROLLED STEEL SPECIFICATIONS (SSMA)

1. ALL STRUCTURAL MEMBERS AND CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH

AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD FORMED

STEEL STRUCTURAL MEMBERS." LATEST EDITION.

2. ALL STUDS AND/OR JOISTS AND ACCESSORIES SHALL BE OF THE TYPE, SIZE, GAUGE, AND SPACING

SHOWN ON THE DRAWINGS.

3. ALL STUDS, RUNNERS, JOISTS, AND TRUSSES SHALL BE FORMED FROM GALVANIZED STEEL, CORRESPONDING TO THE REQUIREMENTS OF ASTM A446, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR 0.097, 0.068, 0.054 THICK MEMBERS AND 33 KSI FOR 0.043 AND 0.033 THICK MEMBERS AND

FLAT STRAP BRACING.

4. CONTRACTOR SHALL PROVIDE AND INSTALL ALL NECESSARY BRACING FOR COLD-FORMED

TRUSSES.

5. PLANS AND DETAILS FOR FRAMING ARE SCHEMATIC REPRESENTATION OF THE FRAMING AT

VARIOUS LOCATIONS AND CONDITIONS ON THIS PROJECT. THE CONTRACTOR SHALL NOT SCALE

OR COUNT FRAMING MEMBERS SHOWN AS A SUBSTITUTE FOR SHOP DRAWINGS AND AN

ACCURATE QUANTITY TAKEOFF. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRAMING

NECESSARY TO COMPLETELY FRAME THE PROJECT AND PROVIDE FOR ALL CONDITIONS SHOWN

ON THE ARCHITECTURAL DRAWINGS.

6. PROVIDE TRIPLE STUDS AT ALL CORNERS AND AT ALL BEAM BEARINGS THROUGH TO THE

FOUNDATION UNLESS NOTED OTHERWISE.

7. PRIOR TO FABRICATION THE CONTRACTOR SHALL SUBMIT ERECTION DRAWINGS TO THE

STRUCTURAL ENGINEER FOR APPROVAL.

8. PREFABRICATED PANELS SHALL BE SQUARE, WITH COMPONENTS ATTACHED IN A MANNER AS TO PREVENT RACKING. HANDLING AND LIFTING SHALL BE DONE IN A MANNER SO AS NOT TO CAUSE

DISTORTION IN ANY MANNER.

9. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS OR, AS REQUIRED, FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS.

10. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS

ARE POSITIONED AGAINST THE INSIDE OF TRACK WEB PRIOR TO FASTENING.

11. FASTENING OF COMPONENTS SHALL BE SELF-DRILLING SCREWS OR WELDS. SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH

PAINT.

12. RUNNERS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE. PROPOSED

CONNECTION TO BE SUBMITTED FOR APPROVAL.

13. ABUTTING LENGTHS OF TRACK SHALL EACH BE SECURELY ANCHORED TO A COMMON STRUCTURAL

ELEMENT, BUTT-WELDED, OR SPLICED.

14. STUDS SHALL BE PLUMB, ALIGNED AND SECURELY ATTACHED TO FLANGES OF BOTH UPPER AND

LOWER TRACKS.

15. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE WINDOW AND DOOR HEADERS, AND WHERE NEEDED TO FURNISH SUPPORT, AND SHALL BE SECURELY ATTACHED

TO CONNECTING MEMBERS.

16. RESISTANCE TO MINOR AXIS BENDING AND ROTATION SHALL BE PROVIDED BY GYPSUM BOARD OR

GYPSUM SHEATHING AND HORIZONTAL STRAP AND BLOCKING OR COLD-ROLLED CHANNEL

BRACING AT THIRD POINTS.

17. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED.

18. PROVIDE A MINIMUM OF (3) #12 SCREWS FOR ALL STUD TO STUD CONNECTIONS.

19. BRIDGING SHALL BE INSTALLED IMMEDIATELY AFTER JOISTS ARE ERECTED AND BEFORE

CONSTRUCTION LOADS ARE APPLIED TO PREVENT FLANGES IN COMPRESSION. BRIDGING SHALL

CONSIST OF SOLID BLOCKING PLUS STRAP BRACING OR 1 1/2" COLD-ROLLED CHANNELS SCREW- ATTACHED OR WELDED TO BOTTOM JOIST FLANGES. BRIDGING SHALL BE INSTALLED AT MID SPAN FOR SPANS 16'-0" OR LESS AND AT 6'-0" O.C. MAX FOR SPANS GREATER THAN 16'-0" U.N.O. SOLID BLOCKING, OF FIELD-CUT TRACK OR JOIST SECTION, SHALL BE PROVIDED, WELDED, OR SCREW- ATTACHED BETWEEN OUTER JOISTS, OVER ALL INTERIOR SUPPORTS AND ADJACENT TO OPENINGS AT 10'-0" O.C. MAX. COLD-ROLLED CHANNELS OR STRAP BRACING OF 1 1/2 X 33 MIL (0.033")

CORROSION-RESISTANT STEEL SHALL BE SCREW-ATTACHED TO BOTTOM JOIST FLANGE BETWEEN

SOLID BLOCKING. REFERENCE MANUFACTURER INSTALLATION INSTRUCTIONS.

20. PROVIDE HORIZONTAL BRIDGING IN ALL STUD SYSTEMS AT FOUR FEET ON CENTER VERTICALLY

FOR AXIALLY LOADED STUDS AND AT SIX FEET ON CENTER FOR NON-LOAD BEARING STUDS

UNLESS NOTED OTHERWISE. WELD AT EACH STUD INTERSECTION.

21. SSMA STEEL FRAMING CARRIES A FOUR PART CODE THAT IDENTIFIES THE WEB SIZE, STYLE, FLANGE WIDTH, AND STEEL THICKNESS:

362 S 162-43

WEB SIZE: STYLE FLANGE STEEL

WIDTH THICKNESS

(MIL)

250-2 1/2" 600-6" S-STUD 125-1 1/4" 33

350-3 1/2" 800-8" J-JOIST 137-1 3/8" 43

362-3 5/8" 1000-10" T-TRACK 162-1 5/8" 54

400-4" 1200-12" 200-2" 68 550-5 1/2" 1400-14" 250-2 1/2" 97

7. GROUT FOR POURING SHALL BE OF FLUID CONSISTENCY AND MIXED IN THE RATIO BY VOLUMES, 1 PART PORTLAND CEMENT, 2 ¼ PARTS MINIMUM TO 3 PARTS MAXIMUM DAMP LOOSE SAND, 1 PART MINIMUM TO 2 PARTS MAXIMUM PEA GRAVEL, AND 0 TO 1/10 PART MAXIMUM HYDRATED LIME. MIX SHALL CONFORM TO ASTM C 476 WITH A 28-DAY COMPRESSIVE STRENGTH OF 2500 PSI. MAXIMUM

GROUT HEIGHT SHALL BE 4’-0”.

8. GROUT FOR PUMPING SHALL BE OF FLUID CONSISTENCY AND SHALL HAVE NOT LESS THAN 7

SACKS OF CEMENT IN EACH CUBIC YARD OF GROUT. THE MIX SHALL BE SUBSTITUTED FOR

APPROVAL.

9. THE COMPRESSIVE STRENGTH OF THE MASONRY (f’m) SHALL BE 1900 PSI.

10. ALL CELLS WITH REINFORCING BARS SHALL BE GROUTED SOLID.

11. ALL CELLS SHOWN TO HAVE DRILLED EXPANSION ANCHORS, EMBEDDED HEADED STUDS OR OTHER

EMBEDDED ANCHORS SHALL BE GROUTED SOLID.

12. HORIZONTAL JOINT REINFORCEMENT SPACED AT 16” O.C. MAX. VERTICALLY SHALL CONFORM TO ASTM A951 WITH A MINIMUM YIELD STRENGTH OF 70,000 PSI AND A MINIMUM SIZE OF 9 GAGE FOR

SIDE RODS AND 9 GAGE FOR TRUSS RODS.

13. OPENINGS IN MASONRY WALL SHALL HAVE EITHER MASONRY OR STEEL LINTELS AS DETAILED ON THE DRAWINGS. WHEN NO LINTEL IS DETAILED A MINIMUM OF 2-#4 BARS IN A SOLID GROUTED

LINTEL BLOCK SHALL BE INSTALLED. THE BARS SHALL EXTEND A MINIMUM OF EIGHT INCHES

BEYOND THE EDGE OF THE OPENING AND THE JAMB AT EACH SIDE OF THE OPENING SHALL BE

GROUTED SOLID FOR A DISTANCE OF EIGHT INCHES WITH A #5 VERTICAL MINIMUM AT EACH JAMB.

LAP BARS 2’-0” MIN. OR 40 BAR DIAMETERS AT SPLICES, INTERSECTIONS AND CORNERS. STEEL

LINTELS SHALL BEAR 8” MINIMUM AT EACH END ON FLASHING ABOVE AND BELOW THE ANGLE.

VERTICAL CONTROL JOINTS SHALL EXTEND UP FROM THE END OF THE STEEL LINTEL, UNLESS 15#

FELT OR FLASHING IS PROVIDED TOP AND BOTTOM OF LINTEL ANGLE WHERE ANGLE BEARS ON

BRICK.

14. LINTEL BLOCKS SHALL BE “U” SHAPED UNITS WITH SOLID BOTTOMS AND ARE TO BE USED OVER

WINDOW AND DOOR OPENINGS. BOND BEAM BLOCKS SHALL BE OPEN BOTTOM UNITS AND ARE TO

BE USED AT THE TOPS OF WALLS AND AT THE MID-HEIGHT OF WALL OR AT 8’-0” ON CENTER

VERTICALLY MAXIMUM UNLESS NOTED OTHERWISE ON THE DRAWINGS. PROVIDE 2-#4 BARS IN A SOLID GROUTED BOND BEAM UNLESS NOTED OTHERWISE. LINTEL BLOCKS SHALL NOT BE USED IN

PLACE OF BOND BEAM BLOCKS.

15. ALL MASONRY TIES TO BACKUP STRUCTURE SHALL BE HOT DIPPED GALVANIZED. PROVIDE A HECKMANN NO. 315 ANCHOR WITH NO. 316 TRIANGULAR TIE ON COLUMNS AT 16” (15” AT KING SIZE BRICK) ON CENTER VERTICALLY AND A HECKMANN NO. 191 OR 192 ANCHOR ON EACH SIDE ALL

BEAMS AT 16” ON CENTER HORIZONTALLY OR APPROVED EQUAL UNLESS NOTED OTHERWISE ON

THE DRAWINGS. MASONRY TIES TO WALL STUDS SHALL BE A HECKMANN NO. 316 TRIANGULAR TIE WITH A HECKMANN NO. 315-C SCREW ON ANCHOR STRAP OR HECKMANN #77 WING NUT POS-I-TIE ANCHOR SPACED 16” (15” AT KING SIZE BRICK) ON CENTER HORIZONTALLY AND 16” ON CENTER

VERTICALLY OR APPROVED EQUAL. AT ALL CORNERS AND INTERSECTIONS PROVIDE TWO

VERTICAL ROWS OF ANCHORS SPACED 16” APART AND 16” ON CENTER VERTICALLY. TRIANGULAR

TIES SHALL EXTEND ¾” FROM FACE OF MASONRY. ANCHOR STRAPS SHALL BE ATTACHED TO

METAL STUDS WITH TWO (2) #10-16x 1 ½” CADMIUM PLATED HEX HEAD SHEET METAL SCREWS WITH

NEOPRENE WASHER.

16. MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT APPROXIMATELY SIXTEEN (16) FEET

ON CENTER AND FOUR (4) FEET MAXIMUM FROM CORNERS. COORDINATE THE LOCATION OF

JOINTS WITH THE ARCHITECT. PROVIDE HECKMANN NO. 351 CONTROL JOINT ANCHORS AT 16” ON

CENTER VERTICALLY AT BRICK MASONRY AND HECKMANN NO. 350 CONTROL JOINT ANCHORS AT

16” ON CENTER VERTICALLY AT CONCRETE MASONRY UNITS OR APPROVED EQUAL.

17. AT FREE VERTICAL EDGES OF WALLS PROVIDE 1-#5 VERTICAL IN GROUT FILLED END CORE.

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

18. PROVIDE A MINIMUM OF #4 AT 48” ON CENTER VERTICAL WALL REINFORCING AND DOWELS IN FULLY GROUTED CELLS AT ALL EXTERIOR AND INTERIOR WALLS UNLESS A GREATER REINFORCING IS SHOWN ON THE PLANS OR IN THE DETAILS. PROVIDE A ½” DIAMETER DEFORMED BAR ANCHORS

AT 48” ON CENTER WELDED TO STRUCTURAL MEMBERS SUPPORTING MASONRY ABOVE UNLESS

NOTED OTHERWISE ON THE DRAWINGS.

19. PROVIDE HOHMANN AND BARNARD RB-8 (OR EQUAL) REBAR POSITIONERS AT EVERY THIRD

COURSE AND AT SPLICE LOCATIONS.

20. ALL MASONRY DESIGN IS BASED ON CHAPTER 21 OF INTERNATIONAL BUILDING CODE, LATEST

EDITION AND ACI 530, LATEST EDITION.

MASONRY

1. ALL CONCRETE MASONRY UNITS SHALL BE HOLLOW LOAD BEARING UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90, TYPE 1 AND THE QUALITY CONTROL STANDARDS OF THE CONCRETE

MASONRY ASSOCIATION.

2. ALL CONCRETE MASONRY SHALL HAVE LIGHTWEIGHT MASONRY UNITS WITH A DRY DENSITY OF

NOT MORE THAN 105 POUNDS PER CUBIC FOOT.

3. ALL MASONRY UNITS SHALL HAVE A MINIMUM NET COMPRESSIVE STRENGTH OF 2500 PSI AND A

MINIMUM NET TENSILE STRENGTH OF NOT LESS THAN 125 PSI, WHEN TESTED IN ACCORDANCE

WITH THE METHODS SET FORTH IN THE QUALITY CONTROL STANDARDS OF THE CONCRETE

MASONRY ASSOCIATION.

4. MASONRY UNITS SHALL HAVE CURED FOR NOT LESS THAN 28 DAYS WHEN PLACED IN THE

STRUCTURE.

5. ALL MASONRY UNITS SHALL HAVE A MAXIMUM LINEAR SHRINKAGE OF .065 OF 1% FROM THE

SATURATED TO THE OVEN DRY CONDITION, WHEN TESTED IN ACCORDANCE WITH THE METHODS

SET FORTH IN THE QUALITY CONTROL STANDARDS OF THE CONCRETE MASONRY ASSOCIATION.

6. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED IN THE RATIO OF 1 PART

PORTLAND CEMENT, ¼ PART MINIMUM TO ½ PART MAXIMUM LIME PUTTY OR HYDRATED LIME,

DAMP LOOSE SAND NOT LESS THAN 2-1/4 AND NOT MORE THAN 3 TIMES THE SUM OF THE VOLUMES

OF THE CEMENT AND LIME USED, AND SHALL CONFORM TO ASTM C270, TYPE ‘S’.

FRP (FIBER REINFORCED POLYMER) REINFORCEMENT

1. FIBER REINFORCED POLYMER (FRP) COMPOSITE STRENGTHENING SHALL BE DESIGNED BY A FRP

STRENGTHENING ENGINEER WORKING FOR THE REPAIR CONTRACTOR.

2. FRP STRENGTHENING SHALL SATISFY THE DESIGN REQUIREMENTS INDICATED ON PROJECT

DRAWINGS. THE FRP ENGINEER SHALL PROVIDE RESULTS OF ANALYSIS BASED ON THE SPECIFIED

LOADING FOR NEW EQUIPMENT. FRP SHALL BE DESIGNED TO SATISFY THE DESIGN FORCES

RESULTING FROM THE ADDITIONAL LOADING INDICATED ON THE STRUCTURAL DOCUMENTS.

3. SUBMIT FOR REVIEW AND APPROVAL DESIGN DETAILS AND CALCULATIONS PREPARED BY A

REGISTERED PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED.

4. DESIGN OF FRP STRENGTHENING SHALL BE BASED ON THE FOLLOWING PERFORMANCE

REQUIREMENTS:

4.1. DESIGN OF THE FRP REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 440.2R-17.

4.2. MINIMUM FRP DESIGN PROPERTIES (LAMINATE PROPERTIES – USE OF DRY FIBER

PROPERTIES IS NOT ALLOWED):

4.3.1. TENSILE STRENGTH: 155 KSI

4.3.2. MODULUS OF ELASTICITY: 14,000 KSI

4.3.3. ELONGATION AT BREAK: 1.1%

5. REQUIRED SUBMITTALS FOR FRP:

5.1. PRODUCT DATA SHEETS

5.2. CURRENT ICC-ES LISTING REPORT

5.3. QUALITY CONTROL INSPECTION AND TESTING PROGRAM

5.4. A LIST OF 15 FRP STRENGTHENING PROJECTS DESIGNED BY THE FRP ENGINEER WITH

THE MANUFACTURER'S FRP COMPOSITE SYSTEM.

5.5. A LIST OF 15 FRP STRENGTHENING PROJECTS COMPLETED BY THE FRP CONTRACTOR

WITH THE MANUFACTURER'S FRP COMPOSITE SYSTEM IN THE PAST 2 YEARS. THE LIST

SHOULD INCLUDE PROJECT NAME, DATE OF WORK, AMOUNT OF FRP AND TYPE OF WORK

PERFORMED.

6. INSTALL FRP SYSTEM FOLLOWING THE PROCEDURES BY THE FRP MANUFACTURER.

7. FRP FABRIC SHALL BE SATURATED USING A SATURATING MACHINE. MANUAL SATURATION OF FRP

FABRIC SHALL NOT BE PERMITTED.

8. FRP SYSTEMS SHALL BE INSTALLED BY AN EXPERIENCED AND TRAINED APPLICATOR CERTIFIED BY

THE MANUFACTURER OF THE FRP SYSTEM.

9. FRP LAYOUT VARIATIONS TO ADDRESS FIELD CONDITIONS SHALL BE COORDINATED BY GENERAL

CONTRACTOR WITH THE FRP DESIGNER TO ENSURE CONFORMANCE WITH THE DESIGN

INTENT. SUBMIT AS-BUILT DRAWINGS INCLUDING FINAL LAYOUT OF THE STRENGTHENING

SOLUTIONS AT THE COMPLETION OF THE PROJECT.

10. CONDUCT DIRECT TENSION ADHESION TESTING PER ASTM D7522 or ASTM D4541.

11. PROVIDE LABORATORY TESTING PER ASTM D3039 FOR EACH BATCH OF FIBER AND EPOXY USED

ON THE PROJECT.

12. FRP STRENGTHENED ELEMENTS SHALL BE FIREPROOFED TO ACHIEVE A 2-HOUR RATING.

13. PLANS SHOWING FRP LOCATIONS ARE SCHEMATIC REPRESENTATIONS OF THE FRP SYSTEM. THIS

DOES NOT REPRESENT THE ACTUAL AND/OR FINAL LOCATION OF THE FRP SYSTEM. THE

CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRP STRENGTHENING TO COMPLETE THE

PROJECT.

14. THE FRP DESIGN DRAWINGS SHALL INDICATE THE FOLLOWING:

14.1. LOCATION OF THE FRP SYSTEM RELATIVE TO THE EXISTING STRUCTURE.

14.2. DIMENSIONS AND ORIENTATION OF EACH PLY, LAMINATE, OR NEAR-SURFACE-MOUNTED

(NSM) BAR.

14.3. NUMBER OF PLIES AND BARS AND THE SEQUENCE OF INSTALLATION.

14.4. LOCATION OF SPLICES AND LAP LENGTH.

14.5. MATERIAL PROPERTIES OF THE FRP LAMINATES.

th re e 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 th re e 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 o n e a n d o n e h a lf in c h e s 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 o n e a n d o n e h a lf in c h e s 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

00 00

11 11 o n e in c h o n e fo o t o n e in c h o n e fo o t o n e in c h o n e fo o t o n e in c h o n e fo o t

00 00

22 22 th re e q u a rt e rs 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 th re e q u a rt e rs 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

00 00 22 22 o n e h a lf in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e h a lf in c h o n e fo o t o n e h a lf in c h o n e fo o t

00 00 44 44 th re e e ig h th s 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 th re e e ig h th s 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

00 00 44 44 o n e q u a rt e r 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 o n e q u a rt e r 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

00 00 44 44

88 88 o n e e ig h th in c h o n e fo o t o n e e ig h th in c h o n e fo o t o n e e ig h th in c h o n e fo o t o n e e ig h th in c h o n e fo o t

00 00 44 44

88 88

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing #

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

KS ARCH REG. NO. A-930, EXP. 12/31/2021

KS ENGR REG. NO. E-2586, EXP. 12/31/2021

STRUCTURAL / CIVIL ENGINEER

H2B, INC. (FIRM REG #: E-3405)

1225 N. LOOP WEST, SUITE 800

HOUSTON, TX 77008

(713) 864-2900

MECH / ELEC / PLUMB / TECH ENGR

SPUR DESIGN

25219 MADISON AVENUE, SUITE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT HEALTH & SAFETY

1139 OLIVE STREET,

ST. LOUIS, MO 63101

(314) 436-9492

HEALTHCARE PLANNER

INNOVA GROUP

3196 N. SWAN ROAD

TUCSON, AZ 85712

(520) 886-8650

PHYSCIAL SECURITY

FORCE PROTECT

3210 GULF BLVD, UNIT 304

BELLEAIR, FL 33786

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

12/21/22

/1

/2

:4 :5

P

M

SA001

STRUCTURAL GENERAL NOTES

ZAF

15 OFSJB

100% BID SET

CONSTRUCT INFILL OF

BUILDING 26 AND RENOVATE

SPECIALTY CARE CLINICS

12/21/2022

589-704

5500 EAST KELLOGG AVENUE

WICHITA, KANSAS 67218

No. REVISION DESCRIPTION DATE

STRUCTURAL TESTING AND INSPECTIONS

SPECIAL INSPECTIONS

SPECIAL INSPECTION WORK AND THE FINAL LETTER OF COMPLIANCE HAVE NOT BEEN

INCLUDED IN THE STRUCTURAL ENGINEER OF RECORD’S SCOPE OF SERVICES. PER IBC

CHAPTER 17, THE OWNER IS RESPONSIBLE FOR OBTAINING THE SERVICES OF THE SPECIAL

INSPECTOR AND THE TESTING LABORATORY. PER DIVISION 1 OF THE SPECIFICATIONS, THE

OWNER IS REQUIRING THE CONTRACTOR TO INCLUDE THE COST OF THE SERVICES FOR THE

SPECIAL INSPECTOR AND TESTING LABORATORY WITHIN THEIR SCOPE OF WORK, BUT ALL

REPORTING OF TEST AND INSPECTION RESULTS SHALL BE DELIVERED DIRECTLY TO THE

OWNER NOT THE CONTRACTOR. SPECIAL INSPECTIONS CAN BE PROVIDED BY AN INDEPENDENT

SPECIAL INSPECTOR APPROVED BY THE BUILDING AUTHORITY OR BY THE ENGINEER OF

RECORD. THE SPECIAL INSPECTION WORK DOES NOT INCLUDE THE TESTING LABORATORY

SERVICES AS CALLED FOR ON THE DRAWINGS. ARRANGEMENTS FOR SPECIAL INSPECTIONS

SHOULD BE MADE PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. THE CONTRACTOR IS

RESPONSIBLE FOR NOTIFYING THE OWNER IF SPECIAL INSPECTIONS ARE REQUIRED ON THE

APPROVED PERMIT DRAWINGS AND FOR NOTIFYING THE TESTING LABORATORY AND SPECIAL

INSPECTOR IN A TIMELY MANNER PRIOR TO PROCEEDING WITH CONSTRUCTION OPERATIONS.

THE CONTRACTOR SHALL NOT PROCEED WITH ANY WORK REQUIRING INSPECTIONS WITHOUT

THE TESTING LABORATORY’S OR SPECIAL INSPECTOR’S PRESENCE. THE STRUCTURAL

ENGINEER WILL NOT PROVIDE A FINAL LETTER OF COMPLIANCE AFTER THE WORK IS

COMPLETE UNLESS THEY HAVE PERFORMED THE SPECIAL INSPECTIONS.

STRUCTURAL STATEMENT OF SPECIAL INSPECTIONS

INCLUDED HERE ARE SPECIAL INSPECTIONS REQUIRED FOR THE STRUCTURAL ELEMENTS FOR

THIS PROJECT. REFERENCE STATEMENT OF SPECIAL INSPECTIONS BY ARCHITECT AND OTHER

CONSULTANTS FOR SPECIAL INSPECTION DETAILS OF NON-STRUCTURAL ITEMS REQUIRED BY

IBC AND PROVIDED IN THE SPECIFICATIONS.

PER IBC 1704.2.4, THE STRUCTURAL SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL

STRUCTURAL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE OWNER AND

THE STRUCTURAL REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (SRDP).

DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR

FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE OWNER AND THE SRDP. THE SPECIAL INSPECTION

PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES.

A FINAL REPORT OF SPECIAL INSPECTION DOCUMENTING COMPLETION OF ALL SPECIAL

INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS

SHALL BE SUBMITTED TO THE OWNER AND THE SRDP PRIOR TO THE ISSUANCE OF A

CERTIFICATE OF OCCUPANCY AND USE.

CONTRACTOR RESPONSIBILITY

PER IBC 1704.4, EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-

OR SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND- OR

SEISMIC-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL

SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE

OWNER 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.

STRUCTURAL SCHEDULE OF SPECIAL INSPECTIONS

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

THE QUALIFICATIONS OF ALL PERSONNEL PERFORMING SPECIAL INSPECTION AND TESTING

ACTIVITIES ARE SUBJECT TO THE APPROVAL OF THE OWNER. THE CREDENTIALS OF ALL

INSPECTORS AND TESTING TECHNICIANS SHALL BE PROVIDED TO THE SPECIAL INSPECTOR

FOR THEIR RECORDS.

KEY FOR MINIMUM QUALIFICATION OF INSPECTION AGENTS

WHEN THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR SPECIAL

INSPECTOR OF RECORD DEEMS APPROPRIATE THAT THE INDIVIDUAL PERFORMING THE

STIPULATED TEST OR INSPECTION HAVE A SPECIFIC CERTIFICATION, LICENSE OR EXPERIENCE

AS INDICATED BELOW. SUCH REQUIREMENT SHALL BE LISTED BELOW AND SHALL BE CLEARLY

IDENTIFIED WITHIN THE SCHEDULE UNDER THE AGENT QUALIFICATION DESIGNATION.

• PE/SE STRUCTURAL ENGINEER – A LICENSED SE OR PE SPECIALIZING IN THE DESIGN OF

BUILDING STRUCTURES

• PE/GE GEOTECHNICAL ENGINEER – A LICENSED PE SPECIALIZING IN SOIL MECHANICS

AND FOUNDATIONS

• EIT ENGINEER IN TRAINING – A GRADUATE ENGINEER WHO HAS PASSED THE

FUNDAMENTALS OF ENGINEERING EXAM

• ETT…