2 - Structural.pdf

ISSUED

10/04/19 REVISED BID

DOCUMENTS

SIGNHD

%c-OREGON srwil

EXP. 12/31/2020

90681 PE

M&H NO.: 3142200-121252.01

10/04/19DATE:

DESIGNED BY: GFR

MJE

JAL

DRAWN BY:

CHECKED BY:

DO NOT SCALE DRAWINGS

SHEET CONTENTS

STRUCTURAL NOTES

SHEET NO.:

S-001

Mead i luntI

Mead & Hunt, Inc.

9600 NE Cascades Parkway, Suite 100 Portland, OR 97220 phone: 503-548-1494 meadhunt.com

TETRATECHIt www.tetratech.com

711 TANK FARM ROAD, SUITE 110

SAN LUIS OBISPO, CA 93401

PHONE: (805) 542-9052 FAX: (805) 542-9254

© Copyright 2018 This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

STRUCTURAL DESIGN CRITERIA FOUNDATION NOTES CONCRETE & REINFORCING STEEL NOTES EARTHWORK NOTES STRUCTURAL SYMBOLOGY FOUNDATION PLANGOVERNING CODE: 2015 IBC AS MODIFIED BY UFC 3-30-01 AND 2014 OSSC FOOTING SUBGRADES SHALL BE CLEAN AND FREE OF DEBRIS, STANDING

WATER, AND LOOSE SOIL.

MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH

CONCRETE REINFORCEMENT

REFERENCE SECTION 310000 - EARTHWORK FOR DEFINITION OF MATERIALS

AND COMPACTION REQUIREMENTS.

F-1. EW-1.1.

- F'c = 3 KSI

- Fy = 60 KSI (A615GR60)RISK CATEGORY:2.

TALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN

CENTERLINES, UNLESS INDICATED OTHERWISE.

REFERENCE THE GEOTECHNICAL INVESTIGATION REPORT AND SECTION

310000 - EARTHWORK FOR REQUIREMENTS FOR EXCAVATION AND

CONTROL OF SURFACE WATER AND GROUND WATER.

F-2. EW-2. H MASONRY (CMU) WALL

ON CONCRETE FOOTING

FLOOR LIVE LOAD (1603.1.1) PROVIDE HOT/COLD WEATHER PROCEDURES AND PROTECTION IN

ACCORDANCE WITH ACI RECOMMENDATIONS AND PROJECT

SPECIFICATIONS.

CR-1.3.

I

STORAGE, LIGHT:

OFFICE FLOORS:

125 PSF

50 PSF

F-3. THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDER-GROUND

PLUMBING DRAWINGS AND SHALL COORDINATE WITH THE UNDER-GROUND

PLUMBING CONTRACTOR TO DEPRESS FOOTINGS AND PROVIDE PIPE

SLEEVES THROUGH FOUNDATION WALLS AS NECESSARY TO ACCOMMODATE

PLUMBING LINES OR TRAPS WHICH PENETRATE CONCRETE FOOTINGS OR

FOUNDATIONS.

CONCRETE FOOTINGU.N.O., THE CONTRACTOR SHALL RETAIN AN INDEPENDENT, QUALIFIED

GEOTECHNICAL ENGINEERING FIRM/TESTING AGENCY TO IDENTIFY AREAS

OF POOR SOILS, TO MONITOR PROPER SUBGRADE PREPARATIONS AND TO

OVERSEE AND TEST THE PLACEMENT OF COMPACTED FILL MATERIAL.

EW-3.

CR-2. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

LOCAL BUILDING CODE REQUIREMENTS AND THOSE OF THE FOLLOWING

STANDARDS (LATEST EDITION):

4 CONCRETE FOUNDATION WALL

ON CONCRETE FOOTING

ROOF LIVE LOAD (1603.1.2)4.

I

*K TOFMINIMUM ROOF LIVE LOAD: 20 PSF

TOP OF FOOTING ELEVATION"ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONC."

"ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"

"ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BLDGS."

"ACI 305R, GUIDE TO HOT WEATHER CONCRETING"

"ACI 306R, GUIDE TO COLD WEATHER CONCRETING"

"ACI 307, RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"

EW-4. ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IIN THE AREA

OF EXCAVATIONS TO BE LOCATED AND MARKED BY CONTRACTOR PRIOR

TO EARTH REMOVAL WORK. CONTRACTOR TO MAINTAIN MARKERS UNTIL

EXCAVATION ACTIVITIES HAVE CEASED. IF UNDERGROUND UTILITY

CONFLICTS ARE DISCOVERED BEFORE OR ENCOUNTERED DURING

EXCAVATION, NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY.

I 96'-0 ROOF SNOW LOAD (1603.1.3) F-4. PROVIDE PVC SLEEVES THROUGH FOUNDATION WALLS/FOOTINGS FOR PIPE, CONDUIT, AND CABLE PENETRATIONS, INCLUDING ELECTRICAL GROUNDING

SYSTEM CABLES. SEE APPROPRIATE DRAWINGS FOR LOCATIONS/SIZES.

PLACE SLEEVES IN LOCATIONS TO AVOID DISPLACING REINFORCING STEEL.

5.

TOWI TOP OF WALL ELEVATIONGROUND SNOW LOAD:

SLOPED AND FLAT-ROOF SNOW LOAD:

PG = 19 PSF

Pf = 20 PSF

(MIN. LOAD FROM COUNTY)

Ce = 0.9 Is = 1-0 Ct= 1.0

10O'-OI

I

REFER TO ELECTRICAL DRAWING SITE LIGHTING FOR POLE BASES.

SUPPLIED AND INSTALLED BY GENERAL CONTRACTOR.

SNOW EXPOSURE FACTOR:

SNOW LOAD IMPORTANCE FACTOR:

THERMAL FACTOR:

F-5. f FOOTING STEP

STRIP FOOTING DESIGNATIONCR-3. REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH ACI 315. EW-5. BEFORE PLACING FOOTINGS, FOUNDATIONS OR SLAB-ON-GRADE, THE

SUB-GRADE SHALL BE PREPARED AND INSPECTED AS REQUIRED BY THE

SPECIFICATIONS.

|— SF1

--I- FW08 -COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR

MISCELLANEOUS FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCE WITH

THE LATEST CRSI MANUAL OF STANDARD PRACTICE AND SHALL BE CLEAN

AND FREE OF GREASE AND SCALING RUST.

F-6. CR-4. FOUNDATION WALL DESIGNATIONiWIND DESIGN DATA (1603.1.4)6.

DENOTES DEPRESSION FOR

WALL/DOOR OPENING (-8" U.N.O.)

INDICATES PIER MARK

EW-6. DO NOT BACKFILL OR FILL SOIL MATERIAL ON SURFACES THAT ARE

MUDDY, FROZEN, OR CONTAIN FROST AND/OR ICE. IULTIMATE WIND SPEED (3-SECOND GUST):

WIND EXPOSURE:

INTERNAL PRESSURE COEFFICIENT:

F-7. CONTROL JOINTS IN THE CAST-IN-PLACE CONCRETE FOUNDATION WALLS

SHALL BE PLACED AT SPACING NOT TO EXCEED 20' O.C. OR AS LOCATED PER

DRAWINGS AND SHOULD ALIGN WITH MASONRY CONTROL JOINTS WHERE

APPLICABLE. SEE DETAIL SHEETS FOR CONTROL JOINT DETAILS. PROVIDE

VERTICAL "V" GROOVE AT ALL CONSTRUCTION AND CONTROL JOINTS.

CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS FOR APPROVAL.

Vult= 120 MPH

SEE SECTION 033000 OF SPECIFICATIONS FOR INFORMATION REGARDING

CONCRETE MIX DESIGN, TESTING, MATERIALS, AND ADMIXTURES.

C CR-5.

GCPI = +/- 0.55 EW-7. PLACE BACKFILL AND FILL SOIL MATERIALS EVENLY ON ALL SIDES OF

STRUCTURES TO REQUIRED ELEVATIONS AND UNIFORMLY ALONG

THE FULL LENGTH OF EACH STRUCTURE.

INDICATES PIER

EARTHQUAKE DESIGN DATA (1603.1.5) CONCRETE REINFORCEMENT PROTECTION/CLEAR COVER, U.N.O.:CR-6.7. /

INDICATES COLUMNIMPORTANCE FACTOR: Ie = 1.0 FOOTINGS:

BOTTOM & SIDES I1F-8. A LEAN CONCRETE MUD SLAB 2” TO 3” THICK SHALL BE USED IN THE FOOTING

EXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME

MUDDY AND SOFT DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE

SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.

3" 2" INDICATES CONCRETE FOOTINGJMASONRY VENEER NOTESMAPPED, MCE, 5% DAMPED, SPECTRAL ACCELERATIONS:

Ss = 0.873 G Si = 0.347 G

TOP \<<AT SHORT PERIODS:

AT A PERIOD OF 1 SECOND: INDICATES SPREAD FOOTING MARKWALLS:

EXTERIOR EXPOSURE

INTERIOR EXPOSURE

MV-1. REFER TO ARCHITECTURAL PLANS AND DOOR/FRAME SCHEDULES FOR LINTEL

ROUGH OPENING LOCATIONS, SIZES, AND ELEVATIONS. SEE SEE DRAWINGS

FOR LINTEL SIZE AND SUPPORT DETAILS.

2"

1" INDICATES NEW GRID DESIGNATION

(HEXAGON SHAPE AT EXISTING GRID)

ACOORDINATE GROUNDING REQUIREMENTS FOR FOUNDATION/FOOTING

REINFORCING STEEL WITH ELECTRICAL DRAWINGS. COORDINATE

INSTALLATION OF GROUNDING WIRES/EQUIPMENT WITH ELECTRICAL

CONTRACTOR PRIOR TO CASTING CONCRETE. REFER TO NOTE CR-11

FOR ADDITIONAL INFORMATION.

SITE CLASS: D F-9.

DESIGN EARTHQUAKE SPECTRAL ACCELERATIONS

AT SHORT PERIODS:

AT A PERIOD OF 1 SECOND:

BEAMS/COLUMNS:

OVER TIES OR STIRRUPS MV-2. REFER TO STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS FOR CONTROL

JOINT LOCATIONS. WHERE VENEER CONTROL JOINT LOCATIONS ARE NOT

INDICATED, PROVIDE THEM AT 20' MAXIMUM CENTERS AND IN THE SAME

LOCATIONS AS FOUNDATION WALL CONTROL JOINTS.

Sds = 0.670 G Sdi = 0.395 G

1 1/2"

FRAMING PLAN

ELEVATED SLABS: 1” INDICATES KNEE BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES BEAM FRAMING OVER HOLLOW

STRUCTURAL SECTION (HSS) COLUMN

SEISMIC DESIGN CATEGORY: F-10. SEE TYPICAL SLAB-ON-GRADE DETAILS FOR SLAB AND SUB-BASE

REQUIREMENTS. THESE WILL BE TYPICAL THROUGHOUT UNLESS NOTED

OTHERWISE.

SDC = D / 'v

ALL BAR LAPS SHALL CONFORM TO ACI 318 CLASS "B" SPLICE CRITERIA.

USE TOP BAR LAP LENGTHS FOR TOP BARS IN SLABS AND BEAMS OVER

14" DEEP. MINIMUM BAR LAPS AS FOLLOWS U.N.O.:

CR-7.

MV-3. TYPICAL MASONRY UNITS SHALL BE AS INDICATED ON ARCHITECTURAL

DRAWINGS.

[]SHOPS BUILDING:

BASIC SEISMIC-FORCE-RESISTING-SYSTEM: SFRS = SRMSW (ASCE 7-10

TABLE 12.2-1) F-11. FOUNDATIONS SHOULD NOT SPAN BOTH CUT AND FILL. IF THE FOUNDATIONS

SPAN BOTH CUT AND FILL, FOLLOW THE PROJECT GEOTECHNICAL

INVESTIGATION REPORT.

MV-4. WEEP HOLES SHALL BE AT LEAST 3/16” IN DIAMETER AND SPACED

LESS THAN 33" O.C. UNLESS NOTED OTHERWISE.

RESPONSE MODIFICATION FACTOR:

SEISMIC RESPONSE COEFFICIENTS:

R = 5 Cs = 0.13

#3= 1’-4" #8 = 5’-2"

#4 = 1 ’-4" #9 = 6'-4"

#5 = T-10" #10 = 7'-8"

#6 = 2'-7" #11 = 9'-0"

#7 = 4'-2" INDICATES BEAM FRAMING

OVER WIDE FLANGE (WF) COLUMN

INDICATES BRACING CONNECTED TO BEAM

(BELOW FRAMING MEMBER)

INDICATES BEAM FRAMING

INTO SIDE OF COLUMN

INDICATES MOMENT CONNECTION

INDICATES COLLECTOR CONNECTION

7^MV-5. ADJUSTABLE ANCHORS SHALL BE PROVIDED WITH A MAXIMUM HORIZONTAL

AND VERTICAL SPACING OF 16". PINTLE ANCHORS SHALL HAVE TWO PINTLE

LEGS OF WIRE SIZE W2.8 (3/16" DIAMETER) AND SHALL HAVE AN OFFSET

NOT EXCEEDING 1 1/4". PLACE ANCHORS WITHIN 12" OF ALL OPENINGS.

FOR EPOXY COATED BARS, PROVIDE 1.5 TIMES THE INDICATED LAP LENGTH.

FOR TOP BARS PROVIDE 1.3 TIMES THE INDICATED LAP LENGTH.

PRE-ENGINEERED METAL BUILDING:

BASIC SEISM IC-FORCE-RESISTING-SYSTEM: /SFRS = TBD BY PEMB MFR.

H H ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE LAP LENGTH SHALL BE SPECIFICALLY NOTED ON SHOP DRAWINGS WHERE

MORE THAN ONE BAR MAKES UP A CONTINUOUS STRING.

CR-8.MASONRY NOTES

MV-6. PROVIDE CONTINUOUS SINGLE WIRE JOINT REINFORCEMENT OF WIRE SIZE

W1.7 (9 GAUGE) AT A VERTICAL SPACING OF 16". MECHANICALLY ATTACH

THE ADJUSTABLE ANCHORS TO THE JOINT REINFORCEMENT WITH CLIPS

OR HOOKS.

GEOTECHNICAL DESIGN DATA (1603.1.6)8.

HORIZONTAL BARS SHALL BE DETAILED TO SHOW THE DISTANCE FROM AT

LEAST ONE END OF THE BAR TO THE NEAREST BUILDING GRID LINE OR

WALL.

CR-9.MATERIAL PROPERTIES (U.N.O.)

COMPRESSIVE STRENGTH

MASONRY REINFORCEMENT

MORTAR

GROUT AT 28-DAYS

NET ALLOWABLE SOIL BEARING PRESSURE: 2,000 PSF - F'm = 1500 PSI, U.N.O.

- Fy = 60 KSI (A615 GR 60)

- TYPE S (ASTM C270)

- 2500 PSI (ASTM C476)

INDICATES REQUIRED UPWARD CAMBER

IN BEAM (INCHES)un

REFERENCE CGI TECHNICAL SERVICES, INC. GEOTECHNICAL INVESTIGATION

REPORT. PROJECT: 11-1144.76, DATED AUGUST 16, 2017

r--

MV-7. EACH ADJUSTABLE ANCHOR SHALL BE ATTACHED WITH TWO (2) NO. 10

GALVANIZED SCREWS (NOMINAL SHANK DIAMETER OF 0.190 IN) UNLESS

NOTED OTHERWISE.

oCONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN TRANSVERSE

SECTION ONLY, SHALL BE LAPPED AS FOLLOWS:

CR-10. INDICATES BEAM SIZE

to COFLOOD DESIGN DATA (1603.1.7)9. TYPICAL MASONRY WALLS SHALL BE 8" CMU W/ #5 AT 16" O.C. VERTICAL

AND #5 AT 16" O.C. HORIZONTAL, CENTERED IN WALL, UNLESS NOTED

OTHERWISE. SEE PLAN FOR SPECIAL ELEMENTS.

XM-1. to oTOP BARS NEAR MID-SPANS; BOTTOM BARS DIRECTLY OVER SUPPORTS, U.N.O. INDICATES TOP OF STEEL ELEVATION§ oMV-8. FOR VENEER BACKING, COLD-FORMED STEEL FRAMING SHALL HAVE A

MINIMUM BASE METAL THICKNESS OF 0.043" (18 GAUGE).

BUILDING IS NOT LOCATED IN FLOOD HAZARD AREA; THEREFORE FLOOD

DESIGN DATA IS NOT REQUIRED

oo INDICATES NUMBER OF 3/4" x 5" SHEAR STUDS

FULLY WELDED TO TOP OF BEAM PER 1/2-SPAN

CR-11. PROVIDE ONE (1) HOOKED REINFORCING BAR IN CONCRETE FOOTING

TO SERVE AS A “CONCRETE ENCASED ELECTRODE” IN ACCORDANCE WITH

THE NATIONAL ELECTRIC CODE. COORDINATE WITH ELECTRICAL

CONTRACTOR FOR EXACT LOCATION. HOOKED REINFORCING BAR SHALL

CONFORM TO THE FOLLOWING:

A. UNCOATED, LOW-ALLOY STEEL, CONFORMING TO ASTM A706.

B. BAR SIZE NUMBER 4 HOOKED AT ONE END ONLY.

C. MINIMUM HORIZONTAL LENGTH OF REINFORCING BAR ENCASED IN

CONCRETE FOOTING SHALL BE 20’-0” AS DEFINED IN NEC, ARTICLE 250.

D. MINIMUM VERTICAL PROJECTION OF REINFORCING BAR ABOVE

CONCRETE SLAB SHALL BE 0’-6”.

E. MINIMUM COVER ALL AROUND REINFORCING BAR SHALL BE 2”.

M-2. REFER TO SHEET S-521 FOR LAP SPLICES AND DEVELOPMENT LENGTHS. MV-9. REFER TO MASONRY VENEER SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

10. SPECIAL LOADS (1603.1.8)

TYPICAL MASONRY UNITS SHALL BE OPEN-ENDED CMU WITH LINTEL, BOND

BEAM, CLOSED END, ETC. UNITS AS REQUIRED, TO FACILITATE MAXIMUM

GROUT FLOW.

M-3. INDICATES CONNECTION DESIGNED BY FABRICATOR

TO DELIVER 46k VERTICAL LOAD TO CENTERLINE

OF COLUMN OR CONNECTION MEMBER

BLAST LOADING FOR GLAZING:

STANDOFF DISTANCE

EXPLOSIVE WEIGHT

315 FEET

CDI

ALL CMU SHALL BE GROUTED SOLID, UNLESS NOTED OTHERWISE.M-4. []ABBREVIATIONSSTANDOFF DISTANCE

EXPLOSIVE WEIGHT

82 FEET

INDICATES TYPICAL BEAM SHEAR SPLICEM-5. PROVIDE CORNER SPLICE BARS FOR ALL HORIZONTAL REINFORCING

OCCURRING AT CORNERS OR WALL INTERSECTIONS. SPLICE BAR TO BE THE

SAME SIZE AS BARS IN THE WALL. SEE DETAILS. ARCH = ARCHITECTURAL

= BOTTOM OF_________

= BASE PLATE TYPE

= BEARING

= CENTER TO CENTER

= CONSTRUCTION CONTROL JOINT

= CONTROL JOINT

= CONTROLLED LOW STRENGTH MATERIAL ("FLOWABLE FILL")

= CONCRETE MASONRY UNIT

= CONTINUOUS

= DOUBLE-TEE

= DIAMETER

= DOUBLE-TEE BEARING

= EACH FACE

= ELEVATION

= EACH WAY

= EXTERIOR

= SPREAD FOOTING TYPE

= FLOOR DRAIN

= FOUNDATION

= FIELD VERIFY

= GALVANIZED

= HIGH PERFORMANCE COATING

= INTERIOR

= JOIST BEARING

= LONG LEG HORIZONTAL

= LONG LEG VERTICAL

= NOT IN CONTRACT

= NOT TO SCALE

= ON CENTER

= OREGON STRUCTURAL SPECIALTY CODE

= PIER TYPE

= PRECAST BEARING (ELEVATION)

= PRE-ENGINEERED METAL BUILDING

= PRECAST

= REACTION

= STRUCTURAL ENGINEER OF RECORD

= STRIP FOOTING TYPE

= SIMILAR

= STAINLESS STEEL

= STEEL

= TOP OF_________

= TO BE DETERMINED

= TRENCH DRAIN

= TOP OF COLUMN

= TOP OF FOOTING

= TOP OF LEDGE

= TOP OF PIER

= TOP OF STEEL

= TOP OF WALL

= TOP OF PRECAST

= TOP OF SLAB

= TYPICAL

= UNLESS NOTED OTHERWISE

= WITH

= WELDED WIRE FABRIC/REINFORCEMENT

11. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE INDICATES BEAM FRAMING INTO SIDE OF BEAM B.O.

BUILDING IS DESIGNATED SEISMIC DESIGN CATEGORY D; THEREFORE

SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE ARE REQUIRED. SEE

"STATEMENT OF SPECIAL INSPECTIONS" ON SHEET S-003.

INDICATES BEAM FRAMING OVER BEAMM-6. WHERE MASONRY IS APPLIED ADJACENT TO STEEL MEMBERS (BEAMS

AND COLUMNS) PROVIDE ANCHORING DEVICES PER SPECIFICATIONS.

BP#

CR-12. ALL CONCRETE FOUNDATION WALLS SHALL HAVE A MINIMUM OF (2) #5 BARS

CONTINUOUS TOP AND BOTTOM, UNLESS INDICATED OTHERWISE. BRG

C TO CM-7. REFER TO ARCHITECTURAL PLANS AND DOOR/FRAME SCHEDULES FOR

LINTEL ROUGH OPENING LOCATIONS, SIZES, AND ELEVATIONS. CCJ12. STRUCTURAL OBSERVATIONS FOR SEISMIC AND/OR WIND RESISTANCE CR-13. ALL OPENINGS IN CONCRETE FOUNDATION WALLS ARE TO HAVE (4) #5

DIAGONAL BARS EACH FACE OF THE WALL AND SHALL EXTEND 2 FEET

BEYOND OPENING ON EACH SIDE, UNLESS INDICATED OTHERWISE.

CJ

STRUCTURAL OBSERVATIONS FOR SEISMIC RESTANCE ARE REQUIRED, SEE

"STRUCTURAL OBSERVATION" ON SHEET S-002. M-8. WHERE CMU CONTROL JOINT LOCATIONS ARE NOT INDICATED, PROVIDE

THEM AT 25' MAXIMUM CENTERS AND AT LINTEL BEARING (8” MINIMUM

PAST END OF OPENING) LOCATIONS FOR SPANS GREATER THAN 6'-0";

SUBMIT CMU CONTROL JOINT LAYOUT TO THE SER FOR APPROVAL.

REFER TO DETAIL 3/S-521 AND ARCHITECTURAL ELEVATIONS.

CLSM

CMUCR-14. PROVIDE FOOTING DOWELS TO MATCH VERTICAL WALL REINFORCING.

WHERE WALL REINFORCING IS NOT INDICATED, DOWEL FOOTING TO

FOUNDATION WALLS WITH #5 REBAR AT 16" O.C. BY 3'-0" LONG, WITH

STANDARD HOOKS EMBEDDED A MINIMUM OF 9" INTO FOOTING.

GENERAL SYMBOLSCONT

DBLT

DIA

| SW# |—

KEYED NOTEDTBMASONRY DESIGN IS BASED ON INSPECTED WORKMANSHIP.M-9.

ALL PIER FOOTINGS TO HAVE DOWELS WITH STANDARD HOOKS OF SAME

SIZE AND QUANTITY AS PIER STEEL. DOWELS TO LAP PIER STEEL AS

REQUIRED FOR A CLASS ”B" TENSION SPLICE. HOOK UNDER FOOTING

REINFORCEMENT, UNLESS INDICATED OTHERWISE.

CR-15. EF STRUCTURAL WALL TYPEM-10, PROVIDE HOT AND COLD WEATHER PROCEDURES AND TEMPORARY

MOISTURE PROTECTION IN ACCORDANCE WITH ACI RECOMMENDATIONS

AND PROJECT SPECIFICATIONS.

ELGENERAL NOTES EW ELEVATION

EXT

DECK SPANFIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO START

OF CONSTRUCTION - RESOLVE ANY DISCREPANCY WITH ARCHITECT/ENGINEER.

HOOK HORIZONTAL WALL AND BEAM REINFORCING BARS AT

DISCONTINUOUS ENDS, TYPICAL UNLESS INDICATED OTHERWISE. EXTEND

REINFORCEMENT TO FAR FACE OF PIERS/PEDESTALS AND/OR COLUMNS

UNLESS INDICATED OTHERWISE.

G-1. CR-16. F#M-11. PROVIDE HORIZONTAL BOND BEAMS (DIAPHRAGM CHORDS) WITH

(2) #5 BARS CONTINUOUS, BENEATH FLOOR/ROOF MEMBER BEARING

ELEVATIONS AND AT DECK EDGE. UNLESS NOTED OTHERWISE.

FD ( SLAB X) STRUCTURAL SLAB TYPE

FDTNDO NOT SCALE DRAWINGS!!!!

FV

M-12. MASONRY SHALL BE PLACED IN ONE-HALF RUNNING BOND

UNLESS NOTED OTHERWISE. STRUCTURAL ELEVATIONS-201 #GALVG-2. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN.

FOR EXACT DIMENSIONS, LOCATIONS, JOINTS AND SCORE LINES, SEE

ARCHITECTURAL AND/OR CIVIL DRAWINGS.

CR-17. WATER STOPS SHALL BE PROVIDED IN HORIZONTAL AND VERTICAL

CONSTRUCTION JOINTS WHERE FINISHED FLOOR IS BELOW EXTERIOR

GRADE UNLESS OMISSION IS APPROVED BY THE ENGINEER.

HPC

M-13. REFER TO DETAIL 7/S-521 FOR TYPICAL CAST-IN ANCHOR BOLT INSTALLATION. I NT

#JB DETAILOR SECTIONG-3. VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL AND

ELECTRICAL EQUIPMENT, ROOF PENETRATIONS, DUCTS, ETC. WITH

MECHANICAL AND ELECTRICAL CONTRACTORS AND FIELD CONDITIONS.

PROVIDE ADDITIONAL #4 BARS AT 4'-0" LONG 1" BELOW TOP OF SLAB AT

45° TO ALL RE-ENTRANT CORNERS,OPENINGS IN CONCRETE SLABS AND

AS INDICATED ON DRAWINGS.

CR-18.M-14. PRIOR TO INSTALLATION OF ANCHOR BOLTS AND EMBEDS, CONTRACTOR

SHALL COORDINATE LOCATION OF ALL REINFORCING BARS AND EMBEDDED

ITEMS TO AVOID CONFLICTS.

.S-50LLH

LLV L#

LINTEL DESIGNATIONNIC

G-4. DETAILS MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS, BUT

SHALL APPLY UNLESS NOTED OTHERWISE.

REFER TO FLATWORK DRAWINGS AND/OR SPECIFICATIONS FOR

SLAB-ON-GRADE FINISH TYPES AND DEPRESSIONS REQUIRED FOR MATS,

TILE, AND OTHER FINISH MATERIALS.

CR-19.M-15. PENETRATIONS, SLEEVES, BLOCKOUTS SHALL BE SPACED 3x DIAMETER, OR 3x LARGEST DIMENSION, CLEAR. WHERE PENETRATIONS ARE SPACED

MORE CLOSELY, TREAT GROUP AS A SINGLE OPENING FOR REINFORCEMENT.

NTS

OC

OSSCG-5. STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM,

ANY SHORING OR BRACING NECESSARY DURING CONSTRUCTION SHALL

BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.

P#THICKEN THE SLAB-ON-GRADE BENEATH INTERIOR MASONRY PARTITIONS

8 INCHES BELOW BOTTOM OF SLAB ON GRADE. THICKENED PORTION TO

EXTEND 8 INCHES BEYOND THE FACE OF THE WALL ON EACH SIDE.

REINFORCE THE THICKENED PORTION WITH (3) #3 CONTINUOUS,

LONGITUDINAL REINFORCING BARS AND #5 TRANSVERSE BARS AT 16" O.C.,

UNLESS INDICATED OTHERWISE.

CR-20.M-16. REINFORCE ALL NEW CMU AROUND OPENINGS PER DETAIL 5/S-521.

PCB

PEMB

PRCST

Rxn

M-17. PROVIDE REINFORCEMENT PLATES AT ALL PENETRATIONS GREATER THAN

8” WIDE THROUGH EXISTING CMU WALLS: PL3/8”x(PENETRATION DIMENSION

+ 16”) EACH FACE OF WALL. PROVIDE 3/4” THROUGH BOLTS 8" O.C. THROUGH

GROUTED HOLES. DO NOT DAMAGE REINFORCEMENT. IF REINFORCEMENT

IS CUT, ADDITIONAL REINFORCEMENT MAY BE NECESSARY, CONTACT

ENGINEER.

G-6. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING PLANS

FOR SLEEVES, INSERTS, ETC. NOT SHOWN ON STRUCTURAL PLANS.

SERG-7. NO PIPES OR SLEEVES FOR MECHANICAL AND ELECTRICAL TRADES SHALL

PASS THROUGH STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE

STRUCTURAL ENGINEER.

PITCH CONCRETE TO FLOOR DRAINS. COORDINATE WITH PLUMBING AND

ARCHITECTURAL DRAWINGS.

SF#CR-21.

SIM

M-18. PROVIDE (2) #5 CHORD BARS AT EACH FLOOR AND ROOF LEVEL UNLESS

OTHERWISE NOTED.

SST

G-8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY AND ALL

ACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY, OR DAMAGE TO

PROPERTY ARISING OUT OF OR IN CONNECTION WITH THE PERFORMANCE

OF THE WORK.

PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE

AT 15 FOOT MAXIMUM CENTERS EACH DIRECTION, UNLESS INDICATED

OTHERWISE. CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS TO

THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CASTING SLABS-ON

GRADE. COORDINATE WITH ARCHITECTURAL DRAWINGS AND FLOOR

FINISHES SUCH AS TILE AND TERRAZZO.

CR-22. STL

T.O.

TBD

TD

CONTRACTOR SHALL POST LIVE LOADS PER SECTION 106.1 OF THE

GOVERNING CODE.

G-9. TOC

TOFALL DOWELS INTO EXISTING CONCRETE OR SOLID MASONRY TO BE EPOXY

ADHESIVE ANCHORS.

CR-23.

TOLG-10. SECTIONS, DETAILS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED

TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE,

UNLESS OTHERWISE SHOWN.

TOP

CR-24. ALUMINUM CONDUIT IS NOT PERMITTED TO BE EMBEDDED IN CONCRETE. TOS

TOW

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DOCUMENTS

SIGNHD

%c-OREGON srwil

EXP. 12/31/2020

90681 PE

M&H NO.: 3142200-121252.01

10/04/19DATE:

DESIGNED BY: GFR

MJE

JAL

DRAWN BY:

CHECKED BY:

DO NOT SCALE DRAWINGS

SHEET CONTENTS

STRUCTURAL NOTES

SHEET NO.:

S-002

Mead I luntI

Mead & Hunt, Inc.

9600 NE Cascades Parkway, Suite 100 Portland, OR 97220 phone: 503-548-1494 meadhunt.com

TETRATECHIt www.tetratech.com

711 TANK FARM ROAD, SUITE 110

SAN LUIS OBISPO, CA 93401

PHONE: (805) 542-9052 FAX: (805) 542-9254

© Copyright 2018 This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

PRE-ENGINEERED

METAL BUILDING NOTESSTRUCTURAL STEEL NOTES STEEL BAR GRATING NOTES POST-INSTALLED ANCHORS

MATERIAL PROPERTIES OJ.N.OJ

W-SHAPES

C-SHAPES & ANGLES

PLATES & BARS

RECTANGULAR HSS

ROUND HSS

GRATING SHALL BE AS SPECIFIED IN SECTION 055013 OF THE PROJECT

MANUAL.

GT-1. PA-1. POST-INSTALLED ANCHORS BASIS OF DESIGNS UNLESS INDICATED

OTHERWISE;- Fy = 50 KSI (A992 OR A572 Gr 50)

- Fy = 36 KSI (A36)

- Fy = 36 KSI (A36)

- Fy = 46 KSI (A500 Gr B)

- Fy = 42 KSI (A500 Gr B)

- Fy = 35 KSI (A53 Gr B)

- Fy = 36 KSI (A36)

MB-1. THE ENTIRE PRE-ENGINEERED METAL BUILDING SYSTEM SHALL BE

DESIGNED BY THE METAL BUILDING MANUFACTURER IN CONFORMANCE TO

THE INTERNATIONAL BUILDING CODE AND/OR STATE/LOCAL

REQUIREMENTS, AND THE "LOW-RISE BUILDING SYSTEMS MANUAL" AS

PUBLISHED BY THE METAL BUILDING MANUFACTURER'S ASSOCIATION.

WHERE THESE CRITERIA CONFLICT, THE MORE STRINGENT CRITERIA SHALL

APPLY.

GT-2. GRATING AND ASSOCIATED HARDWARE SHALL BE OF SAME MATERIAL. A. EXPANSION ANCHORS

CONCRETE BASE MATERIAL

MASONRY BASE MATERIAL

- HILTI KWIK BOLT-TZ

- HILTI KWIK BOLT-3GT-3. GRATING SHALL BE BANDED.

PIPE

BUTT GRATING OF ADJACENT SPANS AT BEAM CENTERLINES.RODS GT-4. B. CONCRETE SCREW ANCHORS

CONCRETE BASE MATERIAL

MASONRY BASE MATERIAL

- SIMPSON TITEN-HD

- SIMPSON TITEN-HDS-1. STEEL BEAMS WITH RESIDUAL CAMBER RESULTING FROM MILL FABRICATION

OR ROLLING SHALL BE SHOP FABRICATED AND ERECTED SUCH THAT THIS

RESIDUAL CAMBER COUNTERACTS GRAVITY LOAD DEFLECTION.

GT-5. UNLESS NOTED OTHERWISE, ATTACH GRATING TO EACH SUPPORT WITH

SADDLE CLIP AND 1/4” DIA. FASTENER. MINIMUM 4 CONNECTIONS PER

PANEL, ONE AT EACH SUPPORT.

MB-2. IT IS THE PRE-ENGINEERED METAL BUILDING MANUFACTURER'S

RESPONSIBILITY TO DESIGN THE COMPLETE BUILDING SYSTEM (STEEL

FRAMING, ANCHOR BOLTS, PURLINS, GIRTS, BRACING, CONNECTIONS,

ROOFING, WALL PANELS, ETC. SUBMIT A CERTIFICATION LETTER BEARING

THE SEAL OF A PROFESSIONAL ENGINEER STATING THE BUILDING SYSTEM

DESIGN MEETS THE INDICATED CODE, PERFORMANCE, AND LOADING

REQUIREMENTS.

C. EPOXY ANCHORS

CONCRETE BASE MATERIAL

MASONRY BASE MATERIAL

REBAR

- HILTI HIT-HY 200-R

- HILTI HIT-HY 70

- HILTI HIT-RE 500 V3

S-2. ALL BOLTED CONNECTIONS SHALL UTILIZE 3/4 INCH DIAMETER A325

BOLTS TIGHTENED TO THE SNUG-TIGHT CONDITION. THE SNUG-TIGHT

CONDITION IS DEFINED BY THE RCSC'S "SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS”, UNLESS INDICATED OTHERWISE.

GT-6. REMOVABLE OR HINGED SECTIONS OF GRATING SHALL BE LOCKABLE.

COORDINATE WITH OWNER.

THE PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL BE

CERTIFIED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

CATEGORY MB.

MB-3.

STEEL CONNECTIONS NOT DETAILED ON THE PLANS ARE TO BE THE

FABRICATOR'S STANDARD AND ARE TO BE SELECTED AND DESIGNED IN

ACCORDANCE WITH AISC ASD SPECIFICATIONS, TYPE 2 FRAMING

CONNECTIONS, FOR THE REACTIONS INDICATED.

S-3.

THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE ENTIRE METAL

BUILDING SYSTEM FOR REVIEW. THE CONTRACTOR SHALL ALSO SUBMIT A

COMPLETE STRUCTURAL DESIGN ANALYSIS OF THE BUILDING SYSTEM. THE

SHOP DRAWING SUBMITTAL SHALL INCLUDE ALL ANCHOR BOLT

REQUIREMENTS AND FOUNDATION REACTIONS. ALL SHOP DRAWING AND

CALCULATION SUBMITTALS SHALL BEAR THE SEAL OF A PROFESSIONAL

ENGINEER.

MB-4.

DELEGATED DESIGN SUBMITTALS

MINIMUM NO. BOLTS PER CONNECTION

n = 2 FOR MEMBERS 10 INCHES DEEP OR LESS n = 3 FOR MEMBERS 12, 14, OR 15 INCHES DEEP n = 4 FOR MEMBERS 16 OR 18 INCHES DEEP n = 5 FOR MEMBERS 21 OR 24 INCHES DEEP n = 6 FOR MEMBERS 27 OR 30 INCHES DEEP n = 8 FOR MEMBERS 33 OR 36 INCHES DEEP

METAL DECK

DOCUMENTS FOR DELEGATED DESIGN SUBMITTAL ITEMS SHALL BE REVIEWED

BY THE ENGINEER OF RECORD IN RESPONSIBLE CHARGE WHO SHALL FORWARD

THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THEY HAVE

BEEN REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE

BUILDING.

MATERIAL PROPERTIES (U.N.O)

ROOF DECK: GALVANIZED, Fy = 33 KSI FORM DECK: GALVANIZED, Fy = 33 KSI MB-5. DESIGN LOADS TO BE USED IN CONNECTION WITH THE METAL BUILDING

DESIGN ARE PER THE "DESIGN CRITERIA NOTES". IN ADDITION TO THE

ACTUAL DEAD LOAD, AN ADDITIONAL COLLATERAL ROOF FRAMING DEAD

LOAD OF 5 PSF SHALL BE INCLUDED. COORDINATE ANY EQUIPMENT LOADS

WITH THE MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION AND

ARCHITECTURAL DRAWINGS.

MD-1. SEE PLAN FOR DEPTH AND GAUGE. DS-1. PRE-ENGINEERED METAL BUILDING - SPECIFICATIONS SECTION 133419

AND PRE-ENGINEERED METAL BUILDING NOTES.

THE MINIMUM CONNECTION PLATE/ANGLE THICKNESS SHALL BE 5/16", THE

MINIMUM WELD 1/4", AND THE MINIMUM DESIGN LOAD ON ANY CONNECTION

10 KIPS, UNLESS INDICATED OTHERWISE.

S-4.

MD-2. METAL DECKING SHALL BE CONTINUOUS OVER 3 SPANS AND HAVE JOINTS

OVER SUPPORTING MEMBERS, UNLESS INDICATED OTHERWISE. DS-2. ANCHORAGE AND BRACING REQUIREMENTS FOR MECHANICAL, HVAC, PLUMBING, PROCESS AND ELECTRICAL EQUIPMENT INCLUDING FLOOR

AND ROOF SUPPORTED EQUIPMENT.

ALL CONNECTIONS TO PIPE AND TUBE COLUMNS SHALL BE THROUGH PLATE

CONNECTIONS UNLESS OTHERWISE INDICATED.

S-5. MD-3. BUTTON PUNCHING ROOF DECK IS NOT PERMITTED. REFERENCE

DRAWINGS FOR ROOF DECK ATTACHMENT REQUIREMENTS. STRUCTURAL

DIAPHRAGM ACTION IS PROVIDED BY THE ROOF DECK AND ITS

ATTACHMENT.

MB-6. CALCULATIONS FOR FRAME DEFLECTIONS SHALL BE DONE USING ONLY

THE BARE FRAME METHOD. REDUCTIONS BASED ON ENGINEERING

JUDGEMENT USING THE ASSUMED COMPOSITE STIFFNESS OF THE

BUILDING ENVELOPE SHALL NOT BE PERMITTED. DRIFT SHALL FOLLOW

AISC'S "SERVICEABILITY DESIGN CONSIDERATIONS FOR LOW-RISE

BUILDINGS". CALCULATIONS SHALL BE SUBMITTED VERIFYING THAT THE

ACTUAL DRIFT UNDER CODE REQUIRED LOADINGS DOES NOT EXCEED THE

ALLOWABLE.

DS-3. PIPE AND TUBE RAILINGS - SPECIFICATION SECTION 055200.ALL ANCHOR BOLTS ARE TO BE 3/4" INCH DIAMETER F1554 Gr. 36 THREADED

RODS UNLESS INDICATED OTHERWISE. (2)-1/2 INCH DIAMETER ANCHOR BOLTS

SHALL BE PROVIDED AT ALL BEAM AND LINTEL BEARINGS ON CONCRETE

OR MASONRY, UNLESS INDICATED OTHERWISE.

S-6.

DS-4. FALL PROTECTION SYSTEM IN HANGER - SPECIFICATIONS SECTION 112429.

ALL MISCELLANEOUS OPENINGS IN METAL ROOF DECK ARE TO BE FRAMED

BY L5x3x3/8 ANGLES. LONG LEG OF ANGLES SHALL BE VERTICAL. ANGLES

SHALL BE WELDED TO THE TOP CHORD/FLANGE OF ROOF FRAMING AND

EACH OTHER, UNLESS INDICATED OTHERWISE.

MD-4.

DS-5. ROOF ACCESS LADDERS - SPECIFICATIONS SECTION 055133.

POST INSTALLED ANCHORS ARE TO BE ADHESIVE ANCHORS. INSTALL

ANCHORS WITH EMBEDMENT DEPTHS INDICATED, UNLESS INDICATED

OTHERWISE.

S-7.

DS-6. CORROSION CONTROL HANGAR DOORS - SPECIFICATIONS SECTION 083416

THE PRE-ENGINEERED MANUFACTURER SHALL PROVIDE ALL GIRTS,

PURLINS, AND OTHER COMPONENTS REQUIRED FOR A COMPLETE SYSTEM.

ALL WALL SYSTEMS, SUCH AS METAL STUDS, STOREFRONTS, ETC. SHALL

BE PROPERLY SUPPORTED BY THE METAL BUILDING SYSTEM. ALLOWABLE

DEFLECTIONS OF COMPONENTS SHALL BE IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE.

MB-7.MD-4. CONTRACTOR IS RESPONSIBLE FOR PROVIDING POUR STOPS AT EDGES OF

METAL DECK PER SDI POUR STOP SELECTION TABLE/RECOMMENDATIONS

OR BENT PLATE POUR STOPS AS REQUIRED TO FORM THE SLAB EDGE.S-8. STUD ANCHORS ARE TO BE NELSON STUDS OR EQUAL (ASTM A108).

SHOP DRAWINGSBEAM AND LINTEL PLATES SHALL BE FULLY GROUTED WITH A MINIMUM

1/2" NON-SHRINK GROUT.

S-9. MD-5. PROVIDE LEDGERS AT ALL NEW METAL DECK EDGES AT SUPPORTING

WALLS, UNLESS NOTED OTHERWISE AND EVEN IF NOT SPECIFICALLY

DETAILED. SEE TYPICAL FLOOR AND ROOF DECK SUPPORT DETAILS ON

STRUCTURAL DETAIL SHEETS.

SD-1. SHOP DRAWINGS SHALL BE SUBMITTED FOR STRUCTURAL ITEMS AS

REQUIRED BY THE SPECIFICATIONS. CONSTRUCTION DOCUMENTS SHALL

NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

S-10. ALL WELDING OF NEW STEEL IS TO BE WITH E70XX ELECTRODES, U.N.O.

WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS SPECIFICATIONS

BY CERTIFIED WELDERS.

THE FOUNDATION DESIGN IS BASED UPON INDUSTRY STANDARDS. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ANY

REVISIONS REQUIRED AS A RESULT OF A CHANGE IN THE BUILDING DESIGN

ASSUMPTIONS, INCLUDING REDESIGN OF THE FOUNDATIONS.

MB-8.

PROVIDE ADDITIONAL BUTTON PUNCH EACH SIDE OF PENETRATIONS AND

OPENINGS AT FLOOR DECK. PROVIDE ADDITIONAL SIDELAP FASTENING

FOR ROOF DECK.

MD-6.

SD-2. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS AND

PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS

PRIOR TO SUBMITTAL. REVIEWED SUBMITTALS SHALL BE STAMPED BY THE

CONTRACTOR. ANY SHOP DRAWING OR PRODUCT DATA NOT REVIEWED AND

STAMPED BY THE GENERAL CONTRACTOR WILL BE REJECTED. GENERAL

CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN ACCORDANCE WITH

THE CONTRACT DOCUMENTS AND SHALL VERIFY ALL DIMENSIONS.

S-11. WHEN FIELD WELDING TO EXISTING STEEL, ADJUST WELDING PROCEDURES

AS REQUIRED TO BE COMPATIBLE WITH THE NEW AND EXISTING STEEL. THE SIZE, NUMBER AND PLACEMENT PATTERN OF ALL ANCHOR BOLTS

SHALL BE DETERMINED BY THE PRE-ENGINEERED BUILDING

MANUFACTURER. MINIMUM ANCHOR BOLT EMBEDMENTS ARE INDICATED

ON THE CONTRACT DRAWINGS.

MB-9.

SEE SHEET S-541 FOR TYPICAL FLOOR DECK OPENING DETAILS. FOLLOW

THE MORE STRINGENT OPENING DETAILS OF:

- INDICATED ON DRAWINGS

- MANUFACTURER'S STANDARDS.

MD-7.S-12. THE CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL

(CURBS, HANGERS, BRACING, ETC.) AS INDICATED AND AS NECESSARY

PER ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

MB-10. THE PRE-ENGINEERED METAL BUILDING SHALL BE DESIGNED BY THE

MANUFACTURER TO RESIST LATERAL LOADS AS FOLLOWS:S-13. ALL EXTERIOR MASONRY SHELF ANGLES, LINTEL BEAMS, AND LINTEL

PLATES SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A123.

SD-3. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS FROM THE ORIGINAL

CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR

FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH ARE

CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE CONSIDERED

APPROVED AFTER THE ENGINEER'S REVIEW, UNLESS SPECIFICALLY NOTED

ACCORDINGLY BY THE ENGINEER.

MD-8. SEE SHEET S-552 FOR TYPICAL ROOF DECK OPENING DETAILS. FOLLOW

THE MORE STRINGENT OPENING DETAILS OF:

- INDICATED ON DRAWINGS

- MANUFACTURER'S STANDARDS.

INTERIOR FRAME LINES - RIGID FRAMES (PINNED BASED COLUMNS)

PERIMETER WALL LINES - BRACED BAYS OR PORTAL FRAMESS-14. ALL EXPOSED ENDS OF PIPES AND TUBES SHALL HAVE CAP PLATES

PER 4/S-601.

MB-11. THE METAL BUILDING ERECTOR SHALL PROVIDE ALL TEMPORARY GUYING

AND BRACING (SEE "GENERAL STRUCTURAL NOTES”).

COLD FORMED STEEL FRAMING NOTES SD-4. THE APPROVED SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL

CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY ARE NOT

TO BE CONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS. IT IS

THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED OR

SHOWN INCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH THE

CONTRACT DRAWINGS.

UNLESS OTHERWISE NOTED OR SPECIFIED, ALL STEEL MEMBERS SHALL

BE CLEANED AND PAINTED IN ACCORDANCE WITH MANUFACTURER'S

STANDARD PROCEDURES OR THE CONTRACT DOCUMENTS, WHICHEVER

IS MORE STRINGENT.

MB-12.

CF-1. COLD FORMED STEEL WORK SHALL CONFORM TO THE 2012 EDITION

(INCLUDING ALL APPLICABLE SUPPLEMENTS AND STANDARDS) OF AISI'S

"NORTH AMERICAN SPECIFICATION OF FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS" MB-13. THE FOUNDATIONS HAVE BEEN DESIGNED BASED ON PINNED COLUMN

BASES. "FIXED BASE" COLUMNS ARE NOT PERMITTED WITHOUT THE

ENGINEER'S WRITTEN APPROVAL.

SD-5. SHOP DRAWING REVIEW IS INTENDED ONLY FOR GENERAL CONFORMANCE

TO THE DESIGN CONCEPT AND CONSTRUCTION DOCUMENTS.CF-2. REFER TO SPECIFICATIONS FOR COLD FORMED METAL FRAMING MATERIAL

PROPERTIES AND OTHER GENERAL REQUIREMENTS. COLD FORMED STEEL

SHALL BE GALVANIZED G-60 U.N.O. SD-6. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS

ARE FOUND DURING REVIEW.CF-3. STUD, TRACK, AND OTHER APPLICABLE ROLLED SHAPES SHALL CONFORM

TO THE NOMENCLATURE AND DIMENSIONS SET FORTH BY THE STEEL STUD

MANUFACTURER'S ASSOCIATION (SSMA). REFER TO SSMA'S "PRODUCT

TECHNICAL INFORMATION” CATALOG AND ICC ER 4943P FOR MINIMUM

SECTION PROPERTIES AND DIMENSIONS.

SD-7. ALLOW A MINIMUM OF (10) WORKING DAYS FOR REVIEW OF SHOP DRAWINGS

BY THE STRUCTURAL ENGINEER.

BUILDING SYSTEMS SUPPORT

AND RESTRAINT ANCHORAGE NOTES

CF-4. SCREWS FOR ATTACHING COLD FORMED STEEL TO COLD FORMED STEEL

SHALL BE CORROSION RESISTANT, SELF DRILLING, SELF TAPPING, #8 OR

#10 AS INDICATED, PAN OR HEX HEAD, WITH LENGTH, POINT STYLE AND

INSTALLATION METHOD IN ACCORDANCE WITH MANUFACTURERS

INSTRUCTIONS. PROVIDE 3/4” MINIMUM SPACING BETWEEN SCREWS AND

3/4” MINIMUM EDGE DISTANCE U.N.O. SR-1. TAKE CARE TO PROPERLY SUPPORT ALL COLLATERAL ELEMENTS, EQUIPMENT, DISTRIBUTION AND COMPONENTS (SUCH AS MECH, ELEC, PLUMBING, FIRE PROTECTION). SUPPORT SHALL NOT RESULT IN DAMAGE, WARPING, BUCKLING, TORSION, AND ECCENTRICITIES ON THE STRUCTURE. STRUCTURAL OBSERVATIONCF-5. ALL CONNECTIONS SHALL HAVE AT LEAST (2) #8 SCREWS U.N.O.

CF-6. FASTENERS FROM COLD FORMED STEEL TO STRUCTURAL STEEL OR

CONCRETE SHALL BE 0.157" DIAMETER POWDER DRIVEN FASTENERS "SHOT

PINS" UNLESS OTHERWISE NOTED. USE HILTI "X-U" FASTENERS WITH 1"

EMBEDMENT INTO CONCRETE WITH WASHERS PER MANUFACTURER, U.N.O.

SIZE LENGTH OF SHOT PINS AS REQUIRED BY MANUFACTURER'S ICC ES

REPORT FOR ATTACHMENT TO STRUCTURAL STEEL. MANUFACTURER'S

EDGE DISTANCE AND SPACING REQUIREMENTS SHALL BE MET AND VERIFIED

BY THE CONTRACTOR IN THE FIELD.

OB-1. STRUCTURAL OBSERVATION BY THE ENGINEER IS REQUIRED. PROVIDE

ACCESS AND SCHEDULE ALLOWANCES FOR STRUCTURAL OBSERVATION.

STRUCTURAL OBSERVATION DOES NOT ACCOUNT FOR ANY OF THE

REQUIRED SPECIAL INSPECTIONS.

SR-2. FOR SUPPORT FROM WIDE FLANGE BEAMS PROVIDE CONCENTRIC

CONNECTIONS AND LIMIT HANGER LOADS TO 500 LB / BEAM TOTAL.

LIMIT ECCENTRIC CONNECTIONS TO 200 LB.

SR-3. DO NOT BRACE TO THE BOTTOM FLANGE OF BEAMS UNLESS ADEQUATELY

BRACED OR UNLESS THE BRACE LINE OF FORCE IS PARALLEL TO THE BEAM

AND ALIGNED AT THE CENTERLINE.

OB-2. COORDINATE WITH ENGINEER THE NECESSARY HOLD POINTS FOR

STRUCTURAL OBSERVATION AT A PRECONSTRUCTION MEETING.

MINIMUM HOLD POINTS ARE LISTED BELOW:

- FOUNDATION PRE-PLACEMENT

- CMU IN PROGRESS

- STRUCTURAL STEEL IN PROGRESS

- EQUIPMENT ROOM SLAB ON METAL DECK PRE-PLACEMENT

- FINAL STRUCTURE PRIOR TO CONCEALMENT.

SR-4. DESIGN AND PROVIDE CONNECTIONS TO THE STRUCTURE THAT MINIMIZE

CONCENTRATED LOCAL EFFECTS TO THE STRUCTURE, IN COORDINATION

WITH OTHER TRADES.

CF-7. WALL TRACKS AND ACCESSORIES SHALL BE THE SAME GAUGE AND WIDTH

AS THE STUDS, U.N.O.

CF-8. PROVIDE SUFFICIENT STUDS AND BLOCKING/BACKING AT ALL GRAB BARS

AND WALL HUNG EQUIPMENT, MONITORS, CABINETS, TOILET ACCESSORIES,

ETC.

OB-3. CORRECTIONS OF DEFICIENCIES NOTED BY THE ENGINEER AND SIMILAR

DEFICIENCIES SHALL BE CORRECTED AND OBSERVED BEFORE

CONCEALMENT.

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DOCUMENTS

SIGNHD

%c-OREGON srwil

EXP. 12/31/2020

90681 PE

M&H NO.: 3142200-121252.01

10/04/19DATE:

DESIGNED BY: GFR

MJE

JAL

DRAWN BY:

CHECKED BY:

DO NOT SCALE DRAWINGS

SHEET CONTENTS

STATEMENT OF

SPECIAL

INSPECTIONS AND

NOTES

SHEET NO.:

S-003

Mead I luntI

Mead & Hunt, Inc.

9600 NE Cascades Parkway, Suite 100 Portland, OR 97220 phone: 503-548-1494 meadhunt.com

TETRATECHIt www.tetratech.com

711 TANK FARM ROAD, SUITE 110

SAN LUIS OBISPO, CA 93401

PHONE: (805) 542-9052 FAX: (805) 542-9254

© Copyright 2018 This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

STATEMENT OF

SPECIAL INSPECTION AND TESTING

TABLE 1: SPECIAL INSPECTION AND TESTING TABLE 1: SPECIAL INSPECTION AND TESTING

SPECIAL INSPECTION TESTING CODE / STANDARD REF. SPECIAL INSPECTION TESTING CODE/STANDARD REF.

SOILS COMMENTS MASONRY COMMENTSCONTIN

UOUS

PERI

ODIC

CONTIN

UOUS

PERI

ODIC

(SEE (SEE(IBC 2015 UNO) (IBC 2015 UNO)SPECS) SPECS) TI-1. THE CONTRACTOR SHALL RETAIN THE SERVICES OF ONE OR MORE

APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING

CONSTRUCTION ON THE TYPES OF WORK SPECIFIED IN SECTION 1705 AND

IDENTIFY THE APPROVED AGENCIES TO THE AHJ. THESE SPECIAL

INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS BY THE

CONTRACTOR THAT ARE IDENTIFIED IN SECTION 110.

CMU MATERIAL VERIFICATION, INSPECTION OF CMU

PLACEMENT, MORTAR PRODUCT VERIFICATION,

MORTAR MIXING AND CURING, MORTAR JOINTS

TMS 602 / AC I 530.1 / ASCE 6 /

ART. 2.1,2.6A, 2.6B, 2.6C, 2.4

G.1.b, 3.3B

VERIFICATION THAT OVER-EXCAVATION EXTENDS TO

PROPER DEPTH, HAS REACHED PROPER MATERIAL,

AND HAS EXTENDED TO PROPER HORIZONTAL

EXTENTS

X X INCLUDE MORTAR SAMPLES

BY PROJECT GEOTECHNICAL ENGINEERX TABLE 1705.6 (2)

MORTAR COMPRESSIVE STRENGTH TESTING X TMS 602 / AC I 530.1 / ASCE 6

PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVATION OF SUBGRADE AT BOTTOM OF

OVER-EXCAVATION, AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY

TI-2. THE SIA SHALL BE INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE

FOR THE WORK BEING INSPECTED. SPECIAL INSPECTION AND TESTING

SHALL BE DONE BY APPROVED, QUALIFIED PERSONNEL SATISFACTORY

TO THE AUTHORITY HAVING JURISDICTION.

PRIOR TO GROUTING, INSPECTION OF REINFORCING

STEEL PLACEMENT, ANCHORAGE AND EMBEDDED

ELEMENTS

TMS 402 / ACI 530 / ASCE 5

SEC. 1.16/ TMS 602 / ACI 530.1

/ ASCE 6 ART. 2.4, 3.4, 3.2, 3.6A

XBY PROJECT GEOTECHNICAL ENGINEERX X TABLE 1705.6 (5)

GROUT PLACEMENT -

VERIFICATION OF REQUIRED DESIGN MIX

TI-3. REFER TO PROJECT SPECIFICATIONS FOR COST RESPONSIBILITY OF

SPECIAL INSPECTION AND TESTING.

CLASSIFICATION AND TESTING OF COMPACTED FILL

MATERIALS

VERIFY PRIOR TO DEPOSITING TMS 602 / ACI 530.1 / ASCE 6XBY PROJECT GEOTECHNICAL ENGINEERX X TABLE 1705.6 (3)

TMS 602/ACI 530.1 /

ASCE 6 ART. 3.3 F

GROUT PLACEMENT -

SIZE AND LOCATION OF STRUCTURAL ELEMENTS

DURING PLACEMENT AND COMPACTION OF

COMPACTED FILL, VERIFICATION OF USE OF PROPER

MATERIALS, DENSITIES AND LIFT THICKNESSES

TI-4. SPECIAL INSPECTION AND TESTING DOES NOT REPLACE CODE-REQUIRED

INSPECTIONS OR STRUCTURAL OBSERVATIONS.

X

BY PROJECT GEOTECHNICAL ENGINEERX X TABLE 1705.6 (4)

GROUT PLACEMENT -

TYPE SIZE, AND LOCATION OF ANCHORS INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER

CONSTRUCTION

TI-5. CONTRACTOR’S RESPONSIBILITY:

A. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL STRUCTURAL

WORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS.

ANY INSPECTION PROVIDED BY OTHERS DOES NOT RELIEVE THE

CONTRACTOR OF THIS RESPONSIBILITY. ANY DEVIATIONS FROM THE

CONTRACT DOCUMENTS THAT ARE FOUND AT A LATER DATE AND ARE

DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEER SHALL

BE CORRECTED BY THE CONTRACTOR WITHOUT COST OR ANY DELAY

TO THE PROJECT SCHEDULE.

VERIFICATION THAT FOOTING EXCAVATION EXTENDS

TO PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL

TMS 402 / ACI 530 / ASCE 5

SEC. 1.16.4.3, 1.17.1XBY PROJECT GEOTECHNICAL ENGINEERX X TABLE 1705.6 (2)

VERIFICATION OF MATERIALS BELOW FOOTINGS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY

X X BY PROJECT GEOTECHNICAL ENGINEER TABLE 1705.6 (1) GROUT PLACEMENT -

TESTING FOR SLUMP, AIR CONTENT, TEMPERATURE AT

TIME WHEN STRENGTH SAMPLES ARE MADE

TMS 602 /ACI 530.1 /

ASCE 6 ART. 1.5 B.1.b.3X X

VERIFICATION THAT UNDERSLAB BASE MATERIALS

HAVE BEEN PROPERLY PLACED AND COMPACTED BY PROJECT GEOTECHNICAL ENGINEERX X TABLE 1705.6 (4)

B. THE CONTRACTOR SHALL PROVIDE THE SIA ACCESS TO ALL PLACES

WHERE THE WORK IS BEING PERFORMED. A MINIMUM OF 24 HOURS

NOTIFICATION SHALL BE GIVEN TO THE SIA AND DESIGN PROFESSIONAL

PRIOR TO THE COMMENCEMENT OF WORK REQUIRING TESTING OR

INSPECTION. THE WORK FOR WHICH SPECIAL INSPECTION IS REQUIRED

SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION

PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTIONS.

GROUT PLACEMENT -

INSPECTION OF GROUT PLACEMENT FOR PROPER

APPLICATION / CONSOLIDATION

TMS 602/ACI 530.1 /

ASCE 6 ART. 3.5, 3.6CXSPECIAL INSPECTION TESTING CODE / STANDARD REF.

CONCRETE REINFORCEMENT COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE (IBC 2015 UNO)SPECS) GROUT COMPRESSIVE STRENGTH TESTING TMS 602 / ACI 530.1 / ASCE 6X

TABLE 1705.3(1)/

ACI 318:3.5, 7.1-7.7

VERIFICATION OF PROTECTION FROM THE ADVERSE

EFFECTS OF WEATHER, HEATING EQUIPMENT,

WELDING AND OTHER POTENTIALLY HARMFUL

CONDITIONS.

INSPECTION OF REINFORCING STEEL AND PLACEMENT X

X TMS 602 / ACI 530.1 / ASCE 6

C. TEMPORARY CONSTRUCTION AND SITE SAFETY ARE THE RESPONSIBILITY

OF THE CONTRACTOR. THE SIA IS NOT INSPECTING FOR O.S.H.A.

COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY CONSTRUCTION,

SUCH AS TEMPORARY BRACING OR SHORING.

VERIFICATION OF A706 STEEL FOR WELDED

REINFORCEMENT

TABLE 1705.2.2/AWS D1.4 /

ACI 318 3.5.2CONFIRM WITH MILL CERTIFICATEX

SPECIAL INSPECTION TESTING CODE/STANDARD REF.

SHEAR REINFORCEMENT (STIRRUPS, TIES, SPIRALS) X TABLE 1705.2.2/1705.2.1 STEEL DECK COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE (IBC 2015 UNO) D. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A

MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM OR COMPONENT

LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A

WRITTEN STATEMENT OF RESPONSIBILITY TO THE AUTHORITY HAVING

JURISDICTION (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 INSPECTION.

SPECS)SPECIAL INSPECTION TESTING CODE / STANDARD REF.

CONCRETE COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE INCLUDES FORM DECK, ROOF DECK, COMPOSITE

DECK. FOR COMPOSITE CONSTRUCTION SEE

ALSO STRUCTURAL STEEL SPECIAL INSPECTION

AND TESTING NOTES

(IBC 2015 UNO)SPECS) MATERIAL VERIFICATION -

MARKINGS AND CONFORMANCE TO ASTM STANDARDS X TABLE 1705.2.2 (1a)

PRE-PLACEMENT INSPECTION OF CAST-IN-PLACE

ANCHORS AND EMBEDS

COORDINATE WITH STEEL INSPECTION

REQUIREMENTS

TABLE 1705.3 (3)/ACI 318:

8.1.3, 21.2.8/ACI 318 D9.2X

PRE-PLACEMENT INSPECTION OF FORMWORK FOR

SHAPE, LOCATION, DIMENSIONS

MATERIAL VERIFICATION -

MANUFACTURER’S CERTIFIED TEST REPORTS

TABLE 1705.3 (12)/

ACI 318: 6.1.1X X TABLE 1705.2.2 (1b)

E. STRUCTURAL STEEL: THE CONTRACTOR AND SUBCONTRACTOR(S)

RESPONSIBLE FOR ERECTION AND FABRICATION SHALL BE RESPONSIBLE

FOR QUALITY CONTROL INSPECTORS (QCI) IN ACCORDANCE WITH AISC

360 AND AISC 341. REFER TO STRUCTURAL STEEL TESTING AND

INSPECTION NOTES.

INSPECTION OF DECK FASTENING

(WELDING AND OTHER FASTENERS)

TABLE 1705.2.2 (2a)/

AWS D1.3

VERIFY PRIOR TO DEPOSITING. NOTE ADDITIVES

(ADMIXTURES, WATER, ETC) ADDED PRIOR TO

PLACEMENT

XTABLE 1705.3 (5)/

ACI 318: CH. 4, 5.2-5.4PLACEMENT-VERIFICATION OF REQUIRED DESIGN MIX X

SPECIAL INSPECTION TESTING CODE/STANDARD REF.

COLD FORMED STEEL COMMENTSCONTIN

UOUS

PERI

ODIC

(SEEPLACEMENT -TESTING FOR SLUMP, AIR CONTENT,

TEMPERATURE AT TIME WHEN STRENGTH SAMPLES

ARE MADE

TABLE 1705.3 (6)/

ASTM C 172, ASTM C 31 /

ACI 318:5.6, 5.8

(IBC 2015 UNO)SPECS)X X

TI-6. THE SIA IS NOT AUTHORIZED TO DIRECT OR APPROVE ANY CHANGES FROM

THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHES TO QUESTION

THE SIA'S INTERPRETATION OF THE CONTRACT DOCUMENTS, HE MAY DO

SO WITH THE OWNER ASSISTED BY THE DESIGN PROFESSIONAL.

VERIFY WITH AWS

D1.3 REQUIREMENTS

INSPECTION

FREQUENCY SHALL

BE NO LESS THAN

PERIODIC.

INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION / CONSOLIDATION

TABLE 1705.3 (7)/

ACI 318: 5.9, 5.10X

(LIGHT FRAME CONSTRUCTION)

WELDING INSPECTION

WELDING AND WELDING INSPECTOR

QUALIFICATION PER AWS D1.3

1705.2.2.1.1 / AWS D1.3COMPRESSIVE STRENGTH TESTING X ACI 318: 5.6 TI-7. THE SIA IS NOT AUTHORIZED TO STOP OR DELAY THE WORK. IF THE

CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN PORTION OF WORK

AFTER BEING NOTIFIED BY THE SIA THAT SUCH WORK IS NOT IN ACCORDANCE

WITH THE CONSTRUCTION DOCUMENTS, THE CONTRACTOR DOES SO AT

THEIR OWN RISK AND MAY BE REQUIRED TO CORRECT THE WORK AT A

LATER DATE.

INSPECTION OF FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES

TABLE 1705.3 (8)/

ACI 318: 5.11-5.13X

SPECIAL INSPECTION TESTING CODE /STANDARD REF.VERIFICATION OF PROTECTION FROM THE ADVERSE

EFFECTS OF WEATHER, HEATING EQUIPMENT,

WELDING AND OTHER POTENTIALLY HARMFUL

CONDITIONS.

ARCHITECTURAL ELEMENTS (SEISMIC) COMMENTSCONTIN

UOUS

PERI

ODIC

(SEEACI 318, ACI 305, ACI 306X (IBC 2015 UNO)SPECS)

TI-8. THESE NOTES AND THE PROJECT SPECIFICATIONS TYPICALLY INDICATE

THE FREQUENCY OF TESTING AND SPECIAL INSPECTIONS. WHERE THE

FREQUENCY IS NOT INDICATED, THE SIA SHALL SUBMIT A PROPOSAL OF

SPECIAL INSPECTION AND TESTING INTERVALS TO THE OWNER.

NOT REQUIRED FOR WALLS AND VENEER 30 FEET

OR LESS IN HEIGHT ABOVE GRADE OR WALKING

SURFACE; NOTE REQUIRED FOR CLADDING AND

VENEER SYSTEMS 5 PSF OR LESS; NOT

REQUIRED FOR INTERIOR NON-BEARING WALL

SYSTEM 15 PSF OR LESS

VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR

TO REMOVAL OF SHORES OR FORMS FROM BEAMS

AND STRUCTURAL SLABS.

NOT REQUIRED AT FOOTINGS, SLABS ON GRADE

OR OTHER GROUND SUPPORTED CONCRETE

TABLE 1705.3 (11)/

ACI 318 6.2

VERIFICATION OF PROPER ERECTION AND FASTENING

FOR EXTERIOR CLADDING, INTERIOR NON-BEARING

WALLS AND EXTERIOR VENEER

X X 1705.11.5

TI-9. THE SIA SHALL ISSUE ONGOING REPORTS OF INSPECTIONS AND TESTS TO

THE CONTRACTOR AND DESIGN PROFESSIONAL.FOLLOW ALL REQUIREMENTS LISTED FOR CAST-IN-PLACE CONCRETE.

FOR COMPOSITE DECK COORDINATE WITH STEEL SPECIAL INSPECTION

AND TESTING REQUIREMENTS

INSPECTION AND TESTING OF CONCRETE ON

COMPOSITE METAL DECK OR FORM DECK

TABLE 1705.3/

AISC 360, AISC 341 TI-10. THE SIA SHALL KEEP REPORTS OF EACH INSPECTION AND TESTING ACTIVITY.

REPORTS SHALL INDICATE WHETHER THE WORK WAS IN COMPLIANCE WITH

THE APPROVED CONSTRUCTION DOCUMENTS. DEFICIENCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION.

BE BROUGHT TO THE ATTENTION OF THE AUTHORITY HAVING JURISDICTION

(BUILDING OFFICIAL) AND DESIGN PROFESSIONAL PRIOR TO THE COMPLETION

OF THAT PHASE OF THE WORK.

SPECIAL INSPECTION TESTING CODE/STANDARD REF.

SPECIAL INSPECTION TESTING CODE / STANDARD REF. MECHANICAL/ ELECTRICAL COMPONENTS COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE (IBC 2015 UNO)SPECS)CONCRETE POST-INSTALLED ANCHORS COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL(IBC 2015 UNO)SPECS) INSPECTION OF SEISMIC ANCHORAGE FOR

EMERGENCY AND STANDBY POWER SYSTEMS X 1705.11.6 (1)

INSPECTION OF POST-INSTALLED MECHANICAL

ANCHORS; VERIFICATION OF APPROVED RESEARCH

REPORT ACI 355.2 PREQUALIFIED

INSPECT IN ACCORDANCE WITH APPROVED

RESEARCH REPORT

TABLE 1705.3 (3)/

ACI 318X

NOT REQUIRED FOR ITEMS UNDER 20 LBS. OR

LESS IN ANY LOCATION; NOT REQUIRED FOR

FLOOR-SUPPORTED ITEMS 400 LBS OR LESS AND

HAVING CENTER OF GRAVITY 4 FT. OR LESS

ABOVE FLOOR.

INSPECTION AND VERIFICATION OF SUPPORTS,

ATTACHMENTS AND SEISMIC BRACING. VERIFICATION

OF RESTRAINT ELEMENTS MEET PROJECT

REQUIREMENTS.

TI-11. THE SIA SHALL PREPARE AND SUBMIT A FINAL REPORT DOCUMENTING

REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES

NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME

AGREED UPON PRIOR TO THE START OF WORK BY THE APPLICANT AND THE

BUILDING OFFICIAL.

1705.12.3/

ASCE 7-10 13.2.1 /

ASCE 7-10 TABLE 13.2-1

X

INSPECTION OF POST-INSTALLED ADHESIVE ANCHORS

(INCLUDING ANCHORS W/ SUSTAINED TENSION AND

UPWARDLY INCLINED ANCHORS); VERIFICATION OF

INSTALLER CERTIFICATION; VERIFICATION OF

APPROVED RESEARCH REPORT ACI 355.2

PREQUALIFIED

INSPECT IN ACCORDANCE WITH APPROVED

RESEARCH REPORT (CONTINUOUS - DO NOT

LOWER INSPECTION FREQUENCY)

TABLE 1705.3 (4)/

ACI 318: 3.8.6, 8.1.3, 21.2.8, /

ACI 318 D9.2, D9.2.4

X

INSPECTION OF VIBRATION ISOLATION SYSTEMS X 1705.11.6 (5)

TI-12. FABRICATOR SPECIAL INSPECTIONS: UNLESS OTHERWISE APPROVED,

SPECIAL INSPECTIONS SHALL BE PERFORMED FOR WORK AT FABRICATION

SHOPS. SPECIAL INSPECTIONS AT THE FABRICATION SHOP BY THE SIA

COULD BE WAIVED BY THE OWNER IF THE FABRICATION SHOP IS

REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL

INSPECTION IN ACCORDANCE WITH CODE (1704.2.5.2). APPROVAL SHALL BE

EVALUATED BY THE SIA AND ESTABLISHED WITH THE OWNER PRIOR TO

FABRICATION. THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF

COMPLIANCE TO THE OWNER AND BUILDING OFFICIAL IN ACCORDANCE

WITH CODE (1704.5.2) STATING THAT THE WORK WAS PERFORMED IN

ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. THE

OWNER AND SIA RESERVE THE RIGHT TO INSPECT THE WORK AT THE

FABRICATION SHOP REGARDLESS OF FABRICATOR QUALIFICATIONS /

CERTIFICATIONS.

SPECIAL INSPECTION TESTING CODE/STANDARD REF.

FIRE PROTECTION COMMENTSCONTIN

UOUS

PERI

ODIC

(SEE (IBC 2015 UNO)SPECS)

SPRAYED, MASTIC, INTUMESCENT, PENETRATIONS AND

JOINTS

NOT COVERED IN THIS TABLE.

REFER TO FIRE PROTECTION DRAWINGS AND CODE REQUIREMENTS

1705.13, 1705.14, 1705.16, 1705.17

TABLE NOTES:

A. REFER TO SPECIFICATIONS FOR TESTING REQUIREMENTS AND ADDITIONAL QUALITY ASSURANCE REQUIREMENTS.

TI-13. STRUCTURAL SPECIAL INSPECTION AND TESTING BY THE SIA SHALL

INCLUDE SCOPE LISTED IN TABLE 1. WHERE PROJECT GEOTECHNICAL

ENGINEER IS INDICATED, THE ENGINEER RESPONSIBLE FOR THE SOILS

REPORT RELIED ON FOR DESIGN, OR HIS DESIGNEE, SHALL PERFORM

THE INSPECTIONS AND TESTING.

TI-14. REFER TO STRUCTURAL STEEL SPECIAL INSPECTION NOTES FOR

STRUCTURAL STEEL AND STEEL ELEMENTS SIMILAR TO STRUCTURAL

STEEL. FOR PEMB STRUCTURAL SYSTEM AND OTHER NON-PEMB STEEL

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DOCUMENTS

SIGNHD

%c-OREGON srwil

EXP. 12/31/2020

90681 PE

M&H NO.: 3142200-121252.01

10/04/19DATE:

DESIGNED BY: GFR

MJE

JAL

DRAWN BY:

CHECKED BY:

DO NOT SCALE DRAWINGS

SHEET CONTENTS

STRUCTURAL STEEL

SPECIAL

INSPECTIONS AND

NOTES

SHEET NO.:

S-004

Mead I luntI

Mead & Hunt, Inc.

9600 NE Cascades Parkway, Suite 100 Portland, OR 97220 phone: 503-548-1494 meadhunt.com

TETRATECHIt www.tetratech.com

711 TANK FARM ROAD, SUITE 110

SAN LUIS OBISPO, CA 93401

PHONE: (805) 542-9052 FAX: (805) 542-9254

© Copyright 2018 This document, or any portion thereof, shall not be duplicated, disclosed, or used on any other project or extension of this project except by written agreement with Mead & Hunt, Inc. Mead & Hunt shall not be responsible for any unauthorized use of, or alteration to these documents.

STRUCTURAL STEEL

SPECIAL INSPECTION AND TESTING

TABLE 2: STRUCTURAL STEEL SPECIAL INSPECTION AND TESTING TABLE 2: STRUCTURAL STEEL SPECIAL INSPECTION AND TESTING

INSPECTION INSPECTION

CODE / STANDARD REF.

(AISC 360-10 UNO)

CODE / STANDARD REF.

(AISC 360-10 UNO)STRUCTURAL STEEL/STEEL ELEMENT ITEM TESTING COMMENTS STRUCTURAL STEEL/STEEL ELEMENT ITEM TESTING COMMENTSQAI QAIQCI QCI(SIA) (SI A) SSTI-1.