ATTACHMENT 1C- Drawings-Structural.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.

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

WOOD FRAMING MATERIALS

PRE-MANUFACTURED CANOPY SHOP DRAWINGS (SIGNED AND SEALED BY A LICENSED

PROFESSIONAL ENGINEER)

NOTE THAT THE GROUND FLOOR SLAB IS A GROUND SUPPORTED SLAB AT GRADE AS PER THE DESIGN RECOMMENDED IN THE SOIL REPORT. IT IS NOT A STRUCTURAL SLAB AND AS SUCH IS NOT DESIGNED FOR ANY EXTERNAL UPWARD OR DOWNWARD LOADS, IT IS INTENDED TO BE ENTIRELY SUPPORTED BY

THE PREPARED GROUND UNDER THE SLAB. THE CONTRACTOR SHOULD NOTE THAT THE

PERFORMANCE OF THE SLAB AS DESIGNED AND INTENDED BY THE SOIL ENGINEER IS HIGHLY

DEPENDENT ON MANY ENVIRONMENTAL CONDITIONS OVER WHICH THE OWNER HAS CONTROL AFTER THE OCCUPANCY OF THE BUILDING. THE CONTRACTOR AND THE OWNER SHOULD CONSULT WITH THE SOIL ENGINEER IF THERE ARE ANY QUESTIONS CONCERNING CONSTRUCTION, PERFORMANCE AND

RISKS INVOLVED IN GROUND SUPPORTED SLAB AT GRADE CONSTRUCTION.

THIS PROJECT CONSISTS OF A MODIFICATION TO AN EXISTING BUILDING. INFORMATION ON EXISTING

CONDITIONS HAS BEEN TAKEN FROM THE ORIGINAL DESIGN DRAWINGS AND SHOWN ON THESE

DRAWINGS. THESE DRAWINGS WERE ASSUMED TO BE “AS-BUILT” DRAWINGS SINCE EXISTING

CONDITIONS WERE NOT ACCESSIBLE OR SINCE FIELD OBSERVATION OF EXISTING CONDITION IS

BEYOND THE ENGINEER’S SCOPE OF WORK DURING THE DESIGN PHASE OF THIS PROJECT. THE

ACCURACY OF THIS INFORMATION HAS NOT BEEN VERIFIED. 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

INTERNATIONAL EXISTING 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

CORRIDORS: 100 PSF

STAIRS/LANDINGS: 100 PSF

ARCHITECTURAL BARRIER ACT:

GRAB BAR: 250 LBS ANY DIRECTION

TUB/SHOWER SEAT: 250 LBS ANY DIRECTION

FASTENERS: 250 LBS ANY DIRECTION

LIVE LOAD REDUCTIONS HAVE BEEN APPLIED IN ACCORDANCE WITH THE

BUILDING CODE, UNLESS NOTED OTHERWISE.

WIND LOAD:

INTERNATIONAL BUILDING CODE, 2021 EDITION

VELOCITY (ULT) : 104 MPH THREE SECOND GUST

EXPOSURE: C

RISK CATEGORY: II

INTERNAL PRESSURE COEFFICIENT, Gcpi: +/- 0.18

SEISMIC LOAD:

RISK CATEGORY: II

SEISMIC IMPORTANCE FACTOR (I): 1.0

MAPPED SPECTRAL RESP ACCEL (Ss/S1): 0.453g/0.136g

SITE CLASS: D

SPECTRAL RESPONSE COEFF (Sds/Sd1): 0.434g/0.205g

SEISMIC DESIGN CATEGORY: D

SEISMIC FORCE RESISTING SYSTEM: CANTILEVERD COLUMN SYSTEMS

DETAILED TO CONFORM TO THE

REQUIREMENTS FOR: TIMBER FRAME

DESIGN BASE SHEAR: 22.52 KIP

SEISMIC RESPONSE COEFF (Cs): 0.289

RESPONSE MODIFICATION COEFFICIENT (R): 1.5

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

SNOW LOAD:

GROUND SNOW LOAD (Pg): 20 PSF FLAT ROOF SNOW LOAD (Pf): 14 PSF SNOW EXPOSURE FACTOR (Ce): 1.0

SNOW LOAD IMPORTANCE FACTOR (I): 1.0

THERMAL FACTOR (Ct): 1.0

RAIN INTENSITY:

15-MINUTE RAINFALL INTENSITY: 4.35 in/hr 60-MINUTE RAINFALL INTENSITY: 1.81 in/hr

ALLOWABLE SOIL BEARING CAPACITY (AT 6’-0” BELOW EXISTING GRADE, PER

GEOTECHNICAL REPORT)

TOTAL LOAD: 3000 PSF

a a a a

EFFECTIVE WIND AREA ft²

20 ft² 50 ft² 100 ft²

ZONE

+/- 40

ROOF DESIGN GROSS PRESSURES,

WIND ONLY (PSF, UNFACTORED)

+/- 50

+/- 65

+/- 35

+/- 45

+/- 55

+/- 30

+/- 40

+/- 50

EFFECTIVE WIND AREA ft²

20 ft² 50 ft² 100 ft²

ZONE

+/- 25

WALL DESIGN GROSS PRESSURES,

WIND ONLY (PSF, UNFACTORED)

+/- 25

+/- 20

+/- 20

+/- 20

+/- 20 a = 4'-7"

1' +/- 25 +/- 25 +/- 25

1'

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 AND EXTENDING OUT A MINIMUM

OF 5’-0” BEYOND THE PERIMETER OF THE BUILDING.

3. 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.

4. SUBGRADE SHALL THEN BE SCARIFIED AND MOISTURE CONDITIONED TO AN EIGHT (8) 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.

5. SELECT FILL MATERIAL FOR THE BUILDING PAD SHALL BE INORGANIC SANDY CLAY WITH A LIQUID LIMIT BETWEEN 26 AND 40 AND PLASTICITY INDEX BETWEEN 10 AND 20. STRUCTURAL SELECT FILL PAD MATERIAL SHALL BE TESTED FOR ACCEPTABILITY AND A MOISTURE DENSITY CURVE SHALL BE

ESTABLISHED.

6. SELECT FILL SHALL BE PLACED IN SIX (6) INCH LOOSE LIFTS AND COMPACTED 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 FOR SELECT FILL. SELECT FILL MATERIAL SHALL EXTEND TO 5'-0" BEYOND THE BUILDING PERIMETER. PROVIDE A MINIMUM OF (4) FIELD DENSITY

TESTS ON EACH LIFT OF SELECT FILL OR ONE (1) TEST PER DAY.

7. 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.

8. 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.

9. 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.

10. 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.

11. 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 RETARDER MEETING THE REQUIREMENTS OF ASTM E 1745 (LATEST EDITION), CLASS A OR BETTER WITH MAXIMUM WATER PERMEANCE OF 0.01 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 WESTERN TECHNOLOGIES INC., REPORT NO.

3222JJ031, DATED APRIL 15, 2022. 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. 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.

4. 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.

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

PLACING REINFORCING STEEL.

6. 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.

7. 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.

8. CONTRACTOR SHALL BE PREPARED TO USE TEMPORARY CASING AS REQUIRED TO FINISH THE DRILLED FOOTINGS. CASING SIZE SHALL HAVE AN INTERIOR DIAMETER EQUAL TO THE SPECIFIED

SHAFT SIZE SHOWN ON THE PLANS. CONTRACTOR SHALL PROVIDE A UNIT PRICE FOR A DRY

DRILLED SHAFT AND FOR A CASED DRILLED SHAFT.

9. CONTRACTOR SHALL INSTALL TWO TEST FOOTINGS PRIOR TO INSTALLING THE REQUIRED

FOOTINGS FOR THE PURPOSE OF DETERMINING THE GROUNDWATER LEVEL, IF A STABLE BELL CAN BE FORMED OR WHETHER STRAIGHT-SIDED FOOTINGS WILL BE REQUIRED. TEST FOOTINGS SHALL

BE LOCATED AT BUILDING CORNERS AND AT THE CENTER OF THE BUILDING.

10. THE BUILDING SITE MAY HAVE SOME BURIED EXISTING FOUNDATIONS AND UTILITIES. IF THESE

FOUNDATIONS OR UTILITIES ARE ENCOUNTERED DURING DRILLING OPERATIONS, THE SINGLE

DRILLED FOOTING SHALL BE REPLACED WITH TWO SYMMETRICALLY PLACED FOOTINGS AND A

STRAP BEAM TO BE DESIGNED BY THE ENGINEER. SEAL ANY UTILITY LINES DISCOVERED WITH

CONCRETE.

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

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

12. FOOTINGS SHALL BE POURED IMMEDIATELY UPON COMPLETION OF EXCAVATION AND CLEANING OF FOOTING BEARING SURFACE. ALL SPOILS FROM THE DRILLED FOOTING EXCAVATIONS SHALL BE

REMOVED FROM THE BUILDING PAD.

13. WHERE A DRILLED FOOTING IS SHOWN ON THE PLAN CLOSER THAN 6’-0” FROM ANOTHER FOOTING, DRILL ONE FOOTING, FILL WITH CONCRETE AND LET CURE 24 HOURS PRIOR TO DRILLING THE

ADJACENT FOOTING. (6’-0” DIMENSION IS MEASURED BETWEEN EDGE OF BELL FOOTING NOT

CENTER TO CENTER.)

14. TOPS OF DRILLED FOOTINGS SHALL NOT HAVE “MUSHROOMED” OR FLARED TOPS. CONTRACTOR SHALL USE SONATUBE, SURETOP, OR APPROVED EQUAL TO FORM TOP OF PIERS TERMINATED AT

OR ABOVE GRADE LEVEL. CONCRETE OF FLARED FOOTINGS SHALL BE REMOVED PRIOR TO

FORMING AND PLACING OF THE CONCRETE IN PIER CAPS OR GRADE BEAMS. TOPS OF ALL PIERS

SHALL BE CLEANED PRIOR TO THE PLACEMENT OF CONCRETE.

15. PROVIDE A TREMIE TO PLACE CONCRETE IN DRILLED FOOTINGS SO THAT CONCRETE DOES NOT

FREE FALL OVER 10’-0”.

16. PROVIDE PIER SLEDS TO MAINTAIN 3” MINIMUM CLEAR COVER ON FOOTING SHAFT REINFORCING, PIER SLEDS SHALL BE STAGGERED ALONG THE VERTICAL REINFORCING. DO NOT PLACE SLEDS AT

THE SAME LOCATION.

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:

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

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

• ALL OTHER CONCRETE ---- 3000 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. 7.7 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. UNLESS NOTED OTHERWISE CONTINUOUS BOTTOM REINFORCING BARS SHALL BE SPLICED AT

SUPPORTS AND CONTINUOUS TOP REINFORCING BARS SHALL BE SPLICED AT MID-SPAN.

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 F884 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.

WOOD FRAMING

1. LUMBER AND ITS FASTENINGS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATIONS FOR

WOOD CONSTRUCTION, LATEST EDITION.

2. ALL WOOD FRAMING SIZES, FRAMING, FASTENING REQUIREMENTS, ANCHORAGES, FIRESTOPS, AND CONNECTORS NOT SHOWN ON THESE PLANS TO BE PER THE SPECIFIED BUILDING CODE.

WOOD FRAMING SIZES SHOWN ARE THE MINIMUM REQUIRED STRUCTURALLY; COORDINATE WITH

OTHER DISCIPLINES FOR FURTHER DEPTH REQUIREMENTS FOR NON-STRUCTURAL PURPOSES.

3. ALL STRUCTURAL LUMBER TO BE STRUCTURAL GRADE NO. 2 SOUTHERN PINE OR BETTER WITH A

MAXIMUM MOISTURE CONTENT OF 19%. ALL LUMBER TO BE STAMPED WITH THE GRADE MARK OF

AN APPROVED GRADING AGENCY.

4. ALL WOOD FRAMING EXPOSED TO WEATHER SHALL BE PRESSURE-TREATED. ALL FASTENERS IN

CONTACT WITH PRESSURE-WOOD TO BE HOT DIP GALVANIZED PER THE MANUFACTURERS

RECOMMENDATIONS AND THE APPLICABLE BUILDING CODE. ALL STRUCTURAL COLUMNS TO BE

HELD 1" ABOVE THE SLAB BY A SPECIFIED OR APPROVED CONNECTION DEVICE.

5. THE FRAMING LAYOUTS DEPICTED ON THE PLANS ARE TO ILLUSTRATE GENERAL FRAMING

CONDITIONS BUT DO NOT NECESSARILY DEPICT THE CORRECT QUANTITIES OR CONNECTIONS

REQUIRED.

6. FASTENING FOR ALL STRUCTURAL MEMBERS NOT SPECIFICALLY SHOWN IN THE PLANS TO BE PER

THE FASTENING SCHEDULE OF THE APPLICABLE BUILDING CODE.

7. BOLTS SHALL CONFORM TO ASTM A307, ANSI D18.2.1. SCREWS AND LAG SCREWS SHALL CONFORM TO ANSI B18.2.1. AND ANSI B18.6.1, RESPECTIVELY. BOLTS THROUGH WOOD SHALL BE FITTED WITH

STANDARD WASHERS.

8. BOLT HOLES SHALL BE AT LEAST A MINIMUM DIAMETER OF 1/32" AND NO MORE THAN A MAXIMUM

OF 1/16" LARGER THAN THE BOLT DIAMETER.

9. BOLT NUTS SHALL BE FINGER-TIGHT PLUS 1/3 TO 1/2 TURN WITH A HAND WRENCH, WITH

CONSIDERATION GIVEN TO POSSIBLE FUTURE WOOD SHRINKAGE. CARE SHOULD BE TAKEN NOT

TO OVER-TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED AS THEY MAY PRELOAD

THE CONNECTORS. BOLT NUTS SHALL BE PERIODICALLY RETIGHTENED.

10. UNLESS OTHERWISE NOTED, CONNECTORS SHALL BE INSTALLED WITH THE MAXIMUM NUMBER AND SIZE OF FASTENERS AS REQUIRED IN THE MANUFACTURER'S INSTALLATION INSTRUCTIONS.

11. THE NUMBER AND SIZE OF NAILS USED TO CONNECT WOOD MEMBERS SHALL BE ACCORDING TO

THE APPLICABLE BUILDING CODE. REFER TO MANUFACTURER FOR NAILING REQUIREMENTS (TO

ATTAIN MAXIMUM TABLE VALUES) FOR ALL WOOD-TO-WOOD MECHANICAL FASTENERS.

12. MULTIPLE STUDS SHALL BE GLUED AND NAILED WITH 10d NAILS 24" O.C.

13. BRACING SHALL BE PROVIDED FOR ALL WALLS UNTIL SHEAR PANELS, FLOOR FRAMING, ROOF

FRAMING, AND DECKING ARE INSTALLED.

14. CUTTING AND NOTCHING OF ALL LOAD BEARING STUDS SHALL BE LIMITED TO 25% OF THE STUD

DEPTH.

15. ALL LOAD BEARING WALLS SHALL CONSIST OF A SINGLE STUD SILL PLATE AT THE BOTTOM AND A DOUBLE STUD TOP PLATE AT THE TOP. STUDS USED IN PLATES SHALL MATCH THE DIMENSIONS USED FOR STUDS WITHIN THE WALLS. STUD WALLS SHALL END WITH DOUBLE STUDS ON EACH END.

16. IN ALL BEARING WALL CONSTRUCTION USE TRIPLE WALL STUDS AT ALL BEARING POINTS OF 2X

BUILT-UP BEAMS (INCLUDING DROP BEAMS AND FLUSH BEAMS) AT SPANS EQUAL TO AND

EXCEEDING 5’-0” UNLESS NOTED OTHERWISE. USE DOUBLE STUDS AT EACH SIDE AT SPANS LESS

THAN 5’-0” UNLESS NOTED OTHERWISE.

17. WALL OPENINGS LESS THAN AND INCLUDING 5'-0" WIDE ARE TO BE FRAMED WITH ONE KING STUD AND ONE JACK STUD ON EACH SIDE, UNO. WALL OPENINGS GREATER THAN 5'-0" WIDE SHALL BE

FRAMED WITH ONE KING STUD AND TWO JACK STUDS ON EACH SIDE, UNO.

18. WHERE HEADERS FRAME INTO STUDS, DOUBLE STUDS SHALL BE PROVIDED, UNO.

19. ALL BEAMS AND JOISTS TO BE FRAMED FLUSH WITH SUPPORTING MEMBER TO BE SUPPORTED BY

APPROVED HANGERS WITHIN ENCLOSED CONDITIONED SPACE.

20. DOUBLE JOISTS ARE TO BE PROVIDED BELOW PARTITION WALLS THAT RUN PARALLEL TO JOISTS AND SOLID BLOCKING THE DEPTH OF THE JOISTS SHALL BE PROVIDED BETWEEN JOISTS BELOW

PARTITION WALLS THAT FRAME PERPENDICULAR TO JOISTS.

21. PLYWOOD WALL SHEATHING SHALL BE APA RATED CD INTERIOR WITH EXTERIOR GLUE, THICKNESS AS SHOWN ON THE DRAWINGS. SPAN RATING SHALL BE 32/16. NAIL PLYWOOD AT 4” OC ALONG PANEL EDGES AND 12” OC AT INTERMEDIATE SUPPORTS AND BLOCKING WITH 10d HOT-DIP

GALVANIZED NAILS UNLESS SHOWN OTHERWISE ON THE DRAWINGS. EXTERIOR GYPSUM WALL

SHEATHING PER ARCHITECTURAL DRAWINGS SHALL BE NAILED AT 4” OC ALONG PANEL EDGES AND INTERMEDIATE SUPPORTS WITH NO. 11, 1 ¾” LONG, 7/16” HEAD HOT-DIP GALVANIZED NAILS.

22. PLYWOOD FLOOR DECK SHALL BE APA RATED CD INTERIOR WITH EXTERIOR GLUE, THICKNESS AS

SHOWN ON THE DRAWINGS. INSTALL PLYWOOD WITH FACE GRAIN ALONG SUPPORTS. PLYWOOD

SPAN RATING SHALL BE 48/24. NAIL PLYWOOD 6” OC ALONG PANEL EDGES AND 10” OC AT

INTERMEDIATE SUPPORTS AND BLOCKING WITH 10d HOT DIP GALVANIZED NAILS UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

23. STRUCTURAL WOOD DECK SHALL BE TONGUE & GROOVE NOMINALLY 2X6 SOLID SOUTHERN PINE (Fb=1650 PSI) SELECT GRADE AND CONFORM AITC 112.93. MAXIMUM MOISTURE CONTENT SHALL BE 15%. DECK SHALL BE INSTALLED USING A RANDOM LAY UP PATTERN. MINIMUM DISTANCE OF TWO

(2) FEET BETWEEN END JOINTS IN ADJACENT COURSES. REFER TO AITC FOR CANTILEVER SPAN

CONDITIONS.

24. FOR OVERLAY FRAMING AT ROOF OR OTHER CONVENTIONAL ROOF FRAMING, CONTRACTOR SHALL PROVIDE 2X FRAMING IN ACCORDANCE WITH ROOF RAFTER TABLES IN THE APPLICABLE BUILDING

CODE.

25. DECKING SHALL BE INSTALLED USING A RANDOM LAY UP PATTERN.

26. PLYWOOD ROOF DECKING SHALL BE APA RATED CD INTERIOR WITH EXTERIOR GLUE, THICKNESS

AS SHOWN ON THE DRAWINGS. INSTALL PLYWOOD WITH FACE GRAIN ACROSS SUPPORTS.

PROVIDE PLYWOOD SHEATHING CLIPS AT ALL FREE EDGES. PLYWOOD SPAN RATING SHALL BE

32/16. NAIL PLYWOOD TO FRAMING WITH 10d HOT-DIP GALVANIZED NAILS UNLESS NOTED

OTHERWISE AS FOLLOWS:

• ROOF ZONE: FIRST 5’-0” OF GABLED END FIRST 4’-0” FROM EDGE AND RIDGE

• PANEL EDGES 4” OC 6” OC

• PANEL FIELD 6” OC 6” OC

• NAIL TO ALL SUPPORTS AT 4” OC FOR 10’-0” SQUARE AREA AT CORNERS.

PARALLAMS / GLULAMS

1. PARALLAM / GLULAM BEAMS SHALL BE PROTECTED FROM THE WEATHER WHILE IN STORAGE. CARE

SHALL BE EXERCISED DURING HANDLING TO PREVENT DAMAGE TO THE BEAMS.

2. TEMPORARY CONSTRUCTION LOADS BEYOND DESIGN LOAD LIMITS INDICATED ARE NOT

PERMITTED.

3. HOLES, CUTS, OR NOTCHES NOT PREVIOUSLY APPROVED BY THE ENGINEER SHALL NOT BE MADE.

4. UNLESS NOTED OTHERWISE, PARALLAMS SHALL BE PSL 1.8E SERIES OR BETTER WITH A MINIMUM MODULUS OF ELASTICITY OF 2,200 KSI, A MINIMUM SHEAR STRESS RESISTANCE OF 290 KSI, AND A

MINIMUM FLEXURAL STRESS CAPACITY OF 2,900 KSI.

5. UNLESS NOTED OTHERWISE, GLULAMS SHALL BE ANTHONY POWER BEAM SERIES WITH A MINIMUM MODULUS OF ELASTICITY OF 2,100 KSI, A MINIMUM SHEAR STRESS RESISTANCE OF 300 KSI, AND A

MINIMUM FLEXURAL STRESS CAPACITY OF 3,000 KSI.

6. PARALLAM / GLULAM BEAMS SHALL BE BALANCED FOR BOTH POSITIVE AND NEGATIVE MOMENTS.

7. LATERAL SUPPORT OF BEAM COMPRESSION EDGE IS REQUIRED AT INTERVALS OF 24 INCHES ON

CENTER OR CLOSER.

8. LATERAL SUPPORT OF BEAMS IS REQUIRED AT ALL BEARING POINTS OR SUPPORTS.

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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

CONSULTANTS:

Drawing # OF 79

VA Health Care System Approval:

ARCHITECT:

SPUR SBBL COLLABORATIVE JN, INC.

100 N. STONE AVE STE 1102

TUCSON, AZ 85701-1524

(520) 620-0255

NM ARCH - SETH CAVIN #005667 EXP. 12/31/2023

NM MECH - JAMES R. MYLES #25930 EXP. 12/31/2024

NM ELEC - EVANS SORDIASHIE #22917 EXP. 12/31/2023

CIVIL / STRUCTURAL ENGINEER

H2B, INC. (SEC4917952)

1225 N. LOOP WEST, SUITE 800

HOUSTON, TX 77008

(713) 864-2900

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

HEALTHCARE PLANNER

THE INNOVA GROUP

3196 NORTH SWAN ROAD

TUCSON, AZ 85712

(520) 886-8650

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(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:

Drawing Number

Building Number

SPUR #:1993.10

08/11/2023

/9

/2

:4 :1

P

M

STRUCTURAL GENERAL NOTES

ZAFJA

BID DOCUMENTS

REPAIR SPS SEWER AND

UPGRADE EQUIPMENT AREA

08/11/2023

501-21-101

RAYMOND G. MURPHY VAMC

1501 SAN PEDRO DRIVE SE

ALBUQUERQUE, NM 87108

SA001

STRUCTURAL ABBREVIATIONS

+/- PLUS OR MINUS

ADDNL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT OR ARCHITECTURAL

B/W BETWEEN

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOD BOTTOM OF DECK

BOS BOTTOM OF STEEL

CF COLD FORMED

CFMF COLD-FORMED METAL FRAMING

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR/CLEARANCE

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

db DIA OF REINF BAR, DIA OF BOLT

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DIA DIAMETER

DIAG DIAGONAL

DWL DOWEL

EA EACH

EJ EXPANSION JOINT

EL ELEVATION

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

FLR FLOOR

FND FOUNDATION

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

K KIPS (1000 LBS)

LCE COMPRESSION EMBEDMENT LENGTH

LCS COMPRESSION LAP SPLICE LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LTE TENSION EMBEDMENT LENGTH

LTS TENSION LAP SPLICE LENGTH

LW LIGHTWEIGHT

MANUF MANUFACTURER

MTL METAL

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OCEW ON CENTER, EACH WAY

OF OUTSIDE FACE

OH OPPOSITE HAND

OPP OPPOSITE

PAF POWDER ACTUATED FASTENER

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PLF POUNDS PER LINEAL FOOT

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RE: OR REF REFER TO

REINF REINFORCING

REQD REQUIRED

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STL STEEL

SW SHEAR WALL

SYM SYMMETRIC

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOD TOP OF DECK

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWF WELDED WIRE FABRIC

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 EXPERIENCED TESTING TECHNICIAN – AN EXPERIENCED TESTING TECHNICIAN

WITH A MINIMUM OF 5 YEARS EXPERIENCE WITH THE STIPULATED TEST OR INSPECTION

AMERICAN CONCRETE INSTITUTE (ACI) CERTIFICATION

• ACI-CFTT CONCRETE FIELD TESTING TECHNICIAN – GRADE 1

• ACI-CCI CONCRETE CONSTRUCTION INSPECTOR

• ACI-LTT LABORATORY TESTING TECHNICIAN – GRADE 1&2

• ACI-STT STRENGTH TESTING TECHNICIAN

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

• AWS-CWI CERTIFIED WELDING INSPECTOR

• AWS/AISC-SSICERTIFIED STRUCTURAL STEEL INSPECTOR

PERIODIC, CONTINUOUS, OBSERVE, PERFORM, AND DOCUMENT ARE DEFINED AS IN THE SPECIFIC

REFERENCE STANDARD.

SPECIAL CASES

1. PER IBC 1705.1.1, SPECIAL INSPECTIONS AND TESTS SHALL BE REQUIRED FOR PROPOSED WORK THAT IS, IN THE OPINION OF THE BUILDING OFFICIAL, UNUSUAL IN ITS NATURE SUCH AS:

A. MATERIALS AND SYSTEMS REQUIRED TO VE INSTALLED IN ACCORDANCE WITH ADDITIONAL

MANUFACTURER'S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN IBC

OR IN STANDARDS REFERENCED BY IBC.

B. UNUSUAL DESIGN APPLICATIONS OF MATERIALS DESCRIBED IN IBC.

C. CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE ALTERNATIVES TO MATERIALS AND

SYSTEMS PRESCRIBED BY THIS CODE.

CONCRETE TESTING

1. PER IBC 1705.3, SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION SHALL BE

PERFORMED.

2. CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR REVIEW INDICATING CONFORMANCE WITH

ACI 318, LATEST EDITION.

3. SLUMP TESTS, CONFORMING TO ASTM C143, SHALL BE TAKEN AT THE POINT OF DISCHARGE AT

THE SAME RATE AS NOTED BELOW IN NOTE NUMBER 6.

4. AIR CONTENT TESTS CONFORMING TO ASTM C173, VOLUMETRIC METHOD FOR LIGHTWEIGHT

OR NORMAL WEIGHT CONCRETE; ASTM C231 PRESSURE METHOD FOR NORMAL WEIGHT

CONCRETE; SHALL BE TAKEN FOR EACH DAY’S POUR OF EACH TYPE OF AIR-ENTRAINED

CONCRETE.

5. CONCRETE TEMPERATURE SHALL BE TESTED HOURLY WHEN AIR TEMPERATURE IS 40 DEG F (4

DEG C) AND BELOW, WHEN 80 DEG F (27 DEG C) AND ABOVE, AND EACH TIME A SET OF

COMPRESSION TEST SPECIMENS IS MADE.

6. ONE SET OF FOUR COMPRESSION TEST SPECIMENS CONFORMING TO ASTM C31 SHALL BE

MOLDED AND STORED FOR LABORATORY-CURED SPECIMENS. COMPRESSIVE STRENGTH TESTS

SHALL CONFORM TO ASTM C39 AND SHALL CONSIST OF ONE SET FOR EACH DAY’S POUR

EXCEEDING 5 CU. YDS. PLUS ADDITIONAL SETS FOR EACH 50 CU. YDS. MORE THAN THE FIRST 25

CU. YDS OF EACH CONCRETE CLASS PLACED IN ANY ONE DAY. ONE SPECIMEN SHALL BE

TESTED AT 7 DAYS, TWO SPECIMENS SHALL BE TESTED AT 28 DAYS, AND ONE SPECIMEN SHALL

BE RETAINED FOR LATER TESTING AS REQUIRED.

7. IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF

CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN THE LATEST EDITION OF ACI 318,

THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE WITH THE

APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN THE LATEST EDITION OF ACI

318.

8. VERIFY CONCRETE IS BEING CONSOLIDATED IN ACCORDANCE WITH THE RECOMMENDATIONS

OF ACI 318 AND ACI 309R, LATEST EDITION.

9. VERIFY THAT POST INSTALLED ANCHORS ARE AS SPECIFIED AND THAT ANCHORS ARE

INSTALLED PER THE MANUFACTURER’S RECOMMENDATIONS AND REQUIREMENTS.

10. PER IBC 1705.5.4, REPORTS OF PRECONSTRUCTION TESTS FOR SHOTCRETE IN ACCORDANCE WITH IBC SECTION 1908.5, SHALL BE SUBMITTED BY THE OWNER OR THE OWNER'S AUTHORIZED

AGENT TO THE BUILDING OFFICIAL.

11. SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR:

A. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE

GRADE PLANE AND THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

B. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREES STORIES

OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE:

a. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION

b. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH IBC TABLE 1809.7.

c. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON THE SPECIFIED COMPRESSIVE STRENGTH f'c, NOT MORE THAN 2,500 POUNDS PER SQUARE INCH (PSI), REGARDLESS OF

THE COMPRESSIVE STRENGTH SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION.

C. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING

PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS

LESS THAN 150 PSI.

D. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH IBC TABLE

1807.1.6.2.

E. CONCRETE PATIOS, DRIVEWAYS, AND SIDEWALKS, ON GRADE.

REINFORCING STEEL INSTALLATION

1. DURING THE CAST-IN-PLACE CONCRETE STRUCTURAL MEMBER REINFORCING PLACEMENT

OPERATIONS KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO THE PROJECT. INSPECT

REINFORCING UTILIZING ACI 311.4R “GUIDE FOR CONCRETE INSPECTION” AS A GUIDE.

SERVICES PROVIDED SHALL INCLUDE:

a. VERIFY TYPE AND GRADE OF ALL REINFORCING STEEL.

b. VERIFY REBAR IS FREE OF OIL, DIRT, EXCESSIVE RUST AND FROM DAMAGE IN

SHIPMENT TO SITE.

c. VERIFY REINFORCING IS ADEQUATELY TIED, CHAIRED AND SUPPORTED TO PREVENT

DISPLACEMENT DURING CONCRETE PLACEMENT. VERIFY MINIMUM AND MAXIMUM

CLEAR DISTANCES BETWEEN BARS AND MINIMUM STRUCTURAL DISTANCE TO

OUTSIDE OF CONCRETE. VERIFY QUANTITY, SIZE AND LOCATION OF

REINFORCEMENT. VERIFY MINIMUM CONCRETE COVER IS MAINTAINED BETWEEN

REBAR AND SURFACE OF CONCRETE.

d. VERIFY SIZE AND PLACEMENT OF REBAR. VERIFY LAP LENGTHS, LOCATIONS AND

STAGGERS AND VERIFY BENDS FOR MINIMUM DIAMETER, SLOPE AND LENGTH.

VERIFY HOOKED BAR LENGTHS AND LOCATIONS.

SOIL SPECIAL INSPECTIONS

1. PER IBC 1705.6, SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL

PLACEMENT, AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED.

2. DURING FILL PLACEMENT, VERIFY THAT PROPER MATERIALS AND PROCEDURES ARE USED IN

ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT.

3. WHERE IBC SECTION 1803 DOES NOT REQUIRE REPORTING OF MATERIALS AND PROCEDURES

FOR FILL PLACEMENT, VERIFY THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS

NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT

DETERMINED IN ACCORDANCE WITH ASTM D1557.

EARTHWORK TESTING

1. DURING EARTHWORK OPERATIONS KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED TO

THE PROJECT. SERVICES PROVIDED SHALL INCLUDE:

a. OBSERVE STRIPPING OPERATIONS AND EVALUATE THE REQUIRED STRIPPING DEPTH

DURING THESE OPERATIONS.

b. OBSERVE PROOFROLLING OPERATIONS AFTER SITE STRIPPING. DETERMINE IF ANY

SOFT SPOTS NEED TO BE UNDERCUT TO FIRM SOILS, REPLACED WITH SELECT FILL

AND RECOMPACTED.

c. VERIFY THAT THE SUBGRADE SHALL THEN BE SCARIFIED AND MOISTURE

CONDITIONED TO AN EIGHT (8) 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.

d. STRUCTURAL SELECT FILL PAD MATERIAL SHALL BE TESTED FOR ACCEPTABILITY

AND A MOISTURE DENSITY CURVE SHALL BE ESTABLISHED. SELECT FILL MATERIAL

SHALL BE AN INORGANIC SANDY CLAY WITH LIQUID LIMIT OF 26 AND PLASTICITY

INDEX BETWEEN 10 AND 20.

e. SELECT FILL SHALL BE PLACED IN SIX (6) INCH LOOSE LIFTS AND COMPACTED TO

BETWEEN 95 AND 100 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY

THE STANDARD PROCTOR DENSITY TEXT (ASTM D698). THE MOISTURE CONTENT

SHALL BE BETWEEN OPTIMUM AND +3 PERCENT OF THE OPTIMUM MOISTURE

CONTENT FOR SELECT FILL. VERIFY THAT SELECT FILL MATERIAL EXTENDS TO 5’-0”

BEYOND THE BUILDING PERIMETER.

f. 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 LIFT

OR ONE (1) FOR EVERY 2,500 SQUARE FEET WHICHEVER IS GREATER WITH A

MAXIMUM OF TEN (10) PER LIFT.

g. OBSERVE THE EXCAVATION DAILY AND ENSURE THAT THE CONTRACTOR MAINTAINS

A CLEAN EXCAVATION THAT IS FREE OF WATER 100% OF THE TIME. CONTRACTOR

SHALL PROVIDE PUMPS AS REQUIRED TO REMOVE ANY WATER AT ALL TIMES.

h. OBSERVE GRADING OPERATIONS TO ENSURE THAT PROPER DRAINAGE AWAY FROM

THE BUILDING PAD IS PROVIDED.

SPECIAL INSPECTION OF FABRICATED ITEMS

PER IBC 1704.2.5, WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-

RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR'S

SHOP:

EITHER:

A. SPECIAL INSPECTIONS OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING

FABRICATION AT THE FABRICATOR'S SHOP, OR;

B. THE FABRICATOR SHALL HAVE BEEN APPROVED TO PERFORM WORK WITHOUT SPECIAL

INSPECTIONS IN ACCORDANCE WITH IBC 1704.2.5.1. AT COMPLETION OF FABRICATION, THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR

THE OWNER'S AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AS SPECIFIED

IN IBC SECTION 1704.5 STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION CONCRETE INSPECTION

IBC 2021 SECTION 1705.3, TABLE 1705.3

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY

PLACEMENT.

PERIODIC

PERIODIC

PERIODIC

PERIODIC

ETT

AWS-CWI

ETT

ETT

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3

AWS D1.4

ACI 318: 26.6.4

ACI 318:17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4

IBC 1904.1, 1904.2

CONTINUOUS

CONTINOUS

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

ACI-CFTT

OR ACI-STT

ETT

ETT

ETT

ETT

ETT

ETT

ASTM C31

ASTM C172

ACI 318: 26.5, 26.12

ACI 318: 26.5

ACI 318: 26.5.3-26.5.5

ACI 318: 26.10

ACI 318: 26.9

ACI 318: 26.13.1.3

ACI 318: 26.11.1.2(b)

REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF

REINFORCING BARS OTHER THAN

ASTM A706;

b. INSPECT SINGLE-PASS FILLET

WELDS, MAXIMUM 5/16"; AND

c. INSPECT ALL OTHER WELDS.

INSPECT ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND

ADHESIVE ANCHORS NOT DEFINED IN

4.A.

VERIFY MAINTNENCE OF SPECIFIED

CURING TEMPERATURE AND

TECHNIQUES.

INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS.

INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

VERIFY USE OF REQUIRED DESIGN MIX.

PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR STRENGTH

TESTS, PREFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

INSPECT CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

INSPECTION OF PRESTRESSED

CONCRETE:

A. APPLICATION OF

PRESTRESSING FORCES

B. GROUTING OF BONDED

PRESTRESSING TENDONS IN

THE SEISMIC FORCE-

RESISTING SYSTEM.

VERIFICATION OF IN-SITU CONCRETE

STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

INSPECT INSTALLATION TOLERANCES OF

PRECAST CONCRETE DIAPHRAGM

CONNECTIONS FOR COMPLIANCE WITH ACI

550.5.

FOR PRECAST CONCRETE DIAPHRAGM

CONNECTIONS OR REINFORCEMENT AT

JOINTS CLASSIFIED AS MODERATE OR

HIGH DEFORMABILITY ELEMENTS (MDE OR

HDE) IN STRUCTURES ASSIGNED TO

SEISMIC DESIGN CATEGORY C, D, E, OR F,

INSPECT SUCH CONNECTIONSAND

REINFORCEMENT IN THE FIELD FOR:

A. INSTALLATION OF THE EMBEDDED

PARTS

B. COMPLETION OF THE CONTINUITY

OF RINFORCEMENT ACROSS JOINTS

C. COMPLETION OF CONNECTIONS IN

THE FIELD.

ACI 318: 26.13.1.3

ACI 550.5

ACI 318: 26.13.1.3

ETT

ETT

CONTINOUS

PERIODIC

PERIODIC

CONTINOUS

PERIODIC ETTACI 318: 17.8.2INSPECT ANCHORS CAST IN CONCRETE

WOOD SPECIAL INSPECTIONS

1. PER IBC 1705.5, SPECIAL INSPECTIONS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS

AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.2.5.

2. PER IBC 1705.5, SPECIAL INSPECTIONS OF SITE-BUILT WOOD ASSEMBLIES SHALL BE AS NOTED

ON THE SCHEDULE.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION SITE-BUILT WOOD ASSEMBLIES INSPECTION

IBC SECTION 1705.5

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

HIGH-LOAD DIAPHRAGMS:

A. INSPECT THE WOOD STRUCTURAL

PANEL SHEATHING TO ASCERTAIN

WHETHER IT IS OF THE GRADE

AND THICKNESS SHOWN ON THE

APPROVED CONSTRUCTION

DOCUMENTS.

B. VERIFY THE NOMINAL SIZE OF

FRAMING MEMBERS AT ADJOINING

PANEL EDGES, THE NAIL OR

STAPLE DIAMETER AND LENGTH,

THE NUMBER OF FASTENER LINES

AND THAT THE SPACING BETWEEN

FASTENERS IN EACH LINE AND AT

EDGE MARGINS AGREES WITH THE

APPROVED CONSTRUCTION

DOCUMENTS.

PERIODIC

PERIODIC

ETTIBC 1705.5.1

PERIODIC

ETT

ETT

IBC 1705.5.1 ETT

IBC 1705.5.2

IBC 1705.5.2

PERIODIC

METAL-PLATE-CONNECTED WOOD

TRUSSES (HEIGHT = 60" OR GREATER):

A. VERIFY THAT THE INSTALLATION OF

THE PERMANENT INDIVIDUAL TRUSS

MEMBER RESTRAINT/BRACING HAS

BEEN INSTALLED IN ACCORDANCE

WITH THE APPROVED TRUSS

SUBMITTAL PACKAGE.

B. FOR TRUSSES WITH A CLEAR SPAN

OF 60 FEET OR GREATER, VERIFY

DURING CONSTRUCTION THAT THE

TEMPORARY INSTALLATION

RESTRAINT/BRACING IS INSTALLED

IN ACCORDANCE WITH THE

APPROVED TRUSS SUBMITTAL

PACKAGE.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION SOIL / FOUNDATION INSPECTION

IBC SECTION 1705.6, TABLE 1705.6

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY.

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

ETT

ETT

ETT

ETT

ETT

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

IBC 1705.6,

TABLE 1705.6

VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING

OF COMPACTED FILL MATERIALS.

PRIOR TO PLACEMENT OF COMPACTED

FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED

PROPERLY.

DURING FILL PLACEMENT, VERIFY USE OF

PROPER MATERIALS AND PROCEDURES

IN ACCORDANCE WITH THE PROVISIONS

OF THE APPROVED GEOTECHNICAL

REPORT. VERIFY DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN

PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.

DRILLED FOOTINGS TESTING

1. DURING DRILLED FOOTING OPERATIONS, KEEP A COMPETENT TRAINED TECHNICIAN ASSIGNED

TO THE PROJECT. SERVICES PROVIDED SHALL INCLUDE:

a. OBSERVING THE BOTTOM OF SHAFT FOR CLEANLINESS.

b. CHECKING SHAFT FOR CONFORMANCE TO REQUIRED TOLERANCES. FOOTINGS

SHALL BE WITHIN 3” OF THEIR REQUIRED LOCATIONS AND SHAFTS SHALL NOT BE OUT

OF PLUMB BY MORE THAN 2 PERCENT OF THE SHAFT LENGTH. CHECKING THAT THE

BELL IS CONCENTRIC WITH THE SHAFT. CHECK FOR CAVING OF SHAFT OR BELL

WALLS.

c. CHECKING SHAFT BOTTOM FOR PROPER BEARING MATERIAL.

d. NOTING DEPTH AND DIAMETER OF ALL FOOTINGS.

e. VERIFY QUANTITY, SIZE AND LOCATION OF REINFORCEMENT.

2. ENSURE THAT THE SPOILS FROM THE DRILLED FOOTING EXCAVATIONS ARE REMOVED FROM

THE BUILDING PAD AND THAT THE PAD IS MOISTURE CONDITIONED AND RECOMPACTED AS

SPECIFIED.

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION / INSPECTION DEEP DRIVEN FOUNDATION INSPECTION

IBC SECTION 1705.7, TABLE 1705.7

EXTENT

CONTINUOUS,

PERIODIC

COMMENTS

AGENT

PE/GE, EIT,

OR ETT

VERIFY ELEMENT MATERIALS, SIZES, AND

LENGTHS COMPLY WITH THE

REQUIREMENTS.

CONTINUOUS

CONTINUOUS

ETT

ETT

ETT

ETT

IBC 1705.7,

TABLE 1705.7

IBC 1705.7,

TABLE 1705.7

IBC 1705.7,

TABLE 1705.7

IBC 1705.7,

TABLE 1705.7

IN ACCORDANCE

WITH SECTION

1705.2

DETERMINE CAPACITIES OF TEST

ELEMENTS AND CONDUCT ADDITIONAL

LOAD TESTS, AS REQUIRED.

INSPECT DRIVING OPERATIONS AND

MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT.

FOR STEEL ELEMENTS, PERFORM

ADDITIONAL SPECIAL INSPECTIONS IN

ACCORDANCE WITH SECTION 1705.2.

VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM TYPE AND SIZE

OF HAMMER, RECORD NUMBER OF

BLOWS PER FOOT OF PENETRATION,

DETERMINE REQUIRED PENETRATIONS

TO ACHIEVE DESIGN CAPACITY, RECORD

TIP AND BUTT ELEVATIONS AND

DOCUMENT ANY DAMAGE TO

FOUNDATION ELEMENT.

CONTINUOUS

CONTINUOUS

FOR CONCRETE ELEMENTS AND

CONCRETE-FILLED ELEMENTS, PERFORM

TESTS AND ADDITIONAL SPECIAL

INSPECTIONS IN ACCORDANCE WITH

SECTION 1705.3.

IN ACCORDANCE

WITH SECTION

1705.3

FOR SPECIALTY ELEMENTS, PERFORM

ADDITIONAL INSPECTIONS AS

DETERMINED BY THE REGISTERED

DESIGN PROFESSIONAL IN RESPONSIBLE

CHARGE.

IN ACCORDANCE

WITH

STATEMENT OF

SPECIAL

INSPECTIONS

THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY…