# NUMBER OR POUNDS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

ASD ALLOWABLE STRESS DESIGN

ASSY ASSEMBLY

ATR ALL THREAD ROD

ATR/A ALL THREAD ROD WITH ADHESIVE

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BF BRACED FRAME

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BN BOUNDARY NAIL

BOT BOTTOM

BRBF BUCKLING RESTRAINED BRACED FRAME

BRNG BEARING

BSMT BASEMENT

BTWN BETWEEN

BU BUILT-UP

C CAMBER OR CHANNEL (AMERICAN STANDARD)

CANT CANTILEVER

CFS COLD-FORMED STEEL

CIP CAST IN PLACE

CG CENTER OF GRAVITY

CGS CENTER OF GRAVITY OF (PRESTRESSING) STEEL

CJ CONTROL OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEARANCE; CLEAR

CLSM CONTROLLED LOW STRENGTH MATERIAL

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CSA CONCRETE SCREW ANCHOR

d PENNY (NAIL) db NOMINAL BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DBO DESIGNED BY OTHERS

DEG DEGREE

DEMO DEMOLISH; DEMOLITION

DF/L DOUGLAS FIR-LARCH

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DN DOWN

DP DEPTH OR DEEP

DTL DETAIL

DWG DRAWING

(E) EXISTING

E MODULUS OF ELASTICITY

EA EACH

EB EXPANSION BOLT

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EN EDGE NAIL

EOR ENGINEER OF RECORD

EQ EQUAL; EARTHQUAKE

EW EACH WAY

EXT EXTERIOR

EXTD EXTEND; EXTENDED

f'c 28 DAY CONC COMPRESSIVE STRENGTH f'm MASONRY NET AREA COMPRESSIVE STRENGTH Fy YIELD STRESS Fu TENSILE STRESS

F/ FACE OF

FAB FABRICATED / FABRICATOR

FF FINISH FLOOR

FN FIELD NAIL

FLR FLOOR

FDN FOUNDATION

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FEET

FTG FOOTING

GA GAUGE

GAF GAS ACTUATED FASTENER

GALV GALVANIZED

GLB GLUE LAMINATED BEAM

GR GRADE

GWB GYPSUM WALL BOARD

GYP GYPSUM

HD HOLDOWN

HDG HOT-DIP GALVANIZED

HDR HEADER

HEX HEXAGONAL

HF HEM-FIR

HGR HANGER

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

HVAC HEATING VENTILATION AIR CONDITIONING

IBC INTERNATIONAL BUILDING CODE

ICF INSULATED CONCRETE FORMS

ID INSIDE DIAMETER

IN INCH

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

K KIP(S) (1,000 POUNDS)

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L, 2L ANGLE OR DOUBLE ANGLE

LAT LATERAL

LB POUND

LF LINEAR FOOT

LG LIGHT GAUGE

LL LIVE LOAD

LLBB LONG LEGS BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSL LAMINATED STRAND LUMBER

LSH LONG SLOTTED HOLE

LVL LAMINATED VENEER LUMBER

LWC LIGHT WEIGHT CONCRETE

MANUF MANUFACTURER

MAX MAXIMUM

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MF MOMENT FRAME

MFR MANUFACTURER

MEP MECHANICAL, ELECTRICAL, PLUMBING

MIN MINIMUM

MIR MIRROR

MISC MISCELLANEOUS

MSA MASONRY SCREW ANCHOR

MT MAGNETIC PARTICLE TESTING

MTL METAL

(N) NEW

NDT NON-DESTRUCTIVE TESTING

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTE NOT TO EXCEED

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OCBF ORDINARY CONCENTRIC BRACED FRAME

OD OUTSIDE DIAMETER

OMF ORDINARY MOMENT FRAME

OPP OPPOSITE

OWJ OPEN WEB JOIST

PAF POWER ACTUATED FASTENER

PC PRECAST

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLWD PLYWOOD

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

P/T POST TENSIONED

PVC POLYVINYL CHLORIDE

QTY QUANTITY

RAD RADIUS

RBS REDUCED BEAM SECTION

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

RET RETAINING

REV REVISED, REVISION

RO ROUGH OPENING

SC SLIP CRITICAL

SCBF SPECIAL CONCENTRIC BRACE FRAME

SCH SCHEDULE

SEOR STRUCTURAL ENGINEER OF RECORD

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SLBB SHORT LEGS BACK TO BACK

SMF SPECIAL MOMENT FRAME

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SOMD SLAB ON METAL DECK

SQ SQUARE

SS STAINLESS STEEL

SSH SHORT SLOTTED HOLE

STD STANDARD

STL STEEL

SQ SQUARE

SYM SYMMETRICAL

T/ TOP OF

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

THRD THREADED

TPL TRIPLE

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

URM UNREINFORCED MASONRY

UT ULTRASONIC TEST

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WF WIDE FLANGE

WP WORK POINT

WT WEIGHT

WWR WELDED WIRE REINFORCING

STRUCTURAL

DRAWING SYMBOLS

DETAIL REFERENCE

DETAIL SECTION CUT

BUILDING OR

WALL SECTION

CUT

ELEVATION OF

WALL OR FRAME

REVISION SYMBOL

GRID LINES

ROTATE VIEW SYMBOL

NORTH ARROW

SURFACE - STEPPED

SURFACE - SLOPE UP

SURFACE - SLOPE DOWN

SURFACE - SLOPE

TWO DIRECTIONS

DECKING SPAN

DIRECTION

OPENING IN FLOOR / WALL

EXTENT OF

ELEMENT

INDICATES

ELEMENT

CONTINUES

-NORTH-

S4.1

S3.1

S8.1

S8.1

STRUCTURAL ABBREVIATIONS

A

CONCRETE

EARTH

COMPACTED

STRUCTURAL FILL

MASONRY

SAND OR GROUT

WOOD SHEATHING - SECTION

WOOD - PLAN

STRUCTURAL

MATERIAL PATTERNS

REPEATING

FRAMING

G

IR

D E

R

STEEL

STRUCTURAL

ELEMENT

END OF

REPEATING

ELEMENT

REPEATING

FRAMING

CONTINUES

G

IR

D E

R B

E A

R

IN

G W

A L L

FRAMING

CONNECTION

SYMBOL

SURFACE EXTENTS

TYPICAL FRAMING

SCOPE OF WORK:

THE FOLLOWING PLANS ARE FOR THE DESIGN OF (3) NEW

ANTENNA SUPPORTS ATTACHED TO THE EXISTING BUILDING. THE

EXISTING BUILDING WAS DESIGNED BY OTHERS.

PROJECT DESIGN TEAM:

MILLER CONSULTING ENGINEERS, INC

STRUCTURAL ENGINEER OF RECORD

PRIMARY CONTACT: ERIC WATSON, eric@miller-se.com

SHEET

9600 SW Oak St | Suite 400 Portland, OR | 97223

503.246.1250 | miller-se.com

MCE PROJ #:

SHEET CONTENT

ISSUE DATE:

CHECKED BY:

© MILLER CONSULTING ENGINEERS

CONSULTING

MILLER

ENGINEERS

DESIGNED BY:

ISSUANCE:

S0.01

OPERATIONS

FACILITY ANTENNA

INSTALLATION

OREGON MILITARY

DEPARTMENT

1921 TURNER RD SE

SALEM, OREGON

COVER SHEET

260572

09.23.2026

PERMIT SET

STRUCTURAL DRAWING INDEX

SHEET # SHEET NAME P

E

R M

IT

S

E T

S0.01 COVER SHEET ●

S0.02 STRUCTURAL NOTES & SPECIAL INSPECTION ●

S1.01 BUILDING PLAN ●

S3.01 ELEVATION ●

S6.01 STEEL DETAILS ●

NOT TO SCALES0.01 |1 VICINITY MAP-NORTH-

REV DESCRIPTION DATE

CCS

ERW

OREGON

J

A

N

U

A

R

Y

E

N

G

I N

E

E

R

51043

R

E

G

I

S

T

E

R

E

D

PR

O

F

E

S

S

I

O

N

A

L

E

R

I

C

R

. W

A

T

S

O

N

S

T

R

U

C T

U

R

A

L

EXPIRES: 06 - 30 - 2028

DIGITALLY SIGNED

STATEMENT OF SPECIAL INSPECTION NOTES:

1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2019 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO SPECIAL INSPECTION AND TESTING TABLES FOR PROJECT REQUIREMENTS.

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1(1) OF AWS D1.1.

3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR

CORRECTION AND NOTED IN THE INSPECTION REPORTS.

4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, ARCHITECT, CONTRACTOR AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN

THE INSPECTION REPORTS HAVE BEEN CORRECTED.

5 QUALITY ASSURANCE (QA) IS REQUIRED FOR STRUCTURAL STEEL ITEMS PER AISC 360 AND 341, UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED

IN AISC 360 SECTION N3 AND AISC 341 SECTION J2.

6 INSPECTION TYPES:

CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.

PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED

AND AT THE COMPLETION OF THE WORK.

OBSERVE: OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING

OBSERVATIONS

PERFORM: INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

7 PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER.

THE WELDER IS REQUIRED TO DEMONSTRATE THE UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS. ONCE THE INITIAL TEN WELDS HAVE BEEN ACCEPTED, THE WELDER SHALL REDUCE THE PERFORM DESIGNATION OF THIS TASK TO OBSERVE. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS STOPPED CONDUCTING THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER WILL CONDUCT THE INSPECTION TASKS LISTED.

8 SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT AND MANUFACTURER'S INSTALLATION REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION REQUIREMENTS. INSPECTION REPORTS SHALL IDENTIFY NAMES OF INSTALLERS. SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS

WERE INSPECTED PER APPROVED ANCHOR EVALUATION REPORT.

9 TESTING ABBREVIATIONS:

NDT - NON-DESTRUCTIVE TESTING

C.J.P. - COMPLETE JOINT PENETRATION

MT - MAGNETIC PARTICLE TESTING

RBS - REDUCED BEAM SECTION

10 DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO PROVIDE DOCUMENTATION IN ACCORDANCE WITH

AISC 341.

CONTRACTOR RESPONSIBILITY:

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR SEISMIC FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND OR SEISMIC RESISTING COMPONENT LISTED THE TABLES 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 THE

FOLLOWING:

ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL

INSPECTIONS.

1. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

2. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY

OF REPORTING AND DISTRIBUTION OF THE REPORTS.

3. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE

ORGANIZATION.

TESTING NOTES:

1. CASTELLATED BEAM POST TESTING REQUIREMENTS:

A. PROVIDE ULTRASONIC TESTING ON THE GREATER OF 20% OF ALL WELDS OR FOUR WEB POST WELDS AT EACH CASTELLATED BEAM. THIS SHALL INCLUDE THE FIRST WEB POST AT EACH END OF THE BEAM AS WELL AS A MINIMUM OF TWO ADDITIONAL WEB POST WELDS SELECTED AT RANDOM FROM THE INTERIOR OF EACH BEAM SPAN. ULTRASONIC TESTING SHALL BE DONE IN ACCORDANCE WITH AWS D1.1 CRITERIA AND SHALL BE EVALUATED AGAINST ACCEPTANCE

CRITERIA FOR STATICALLY LOADED STRUCTURES.

B. FREQUENCY OF ULTRASONIC TESTING MAY BE REDUCED TO TWO MINIMUM WEB POSTS AT EACH BEAM ONCE A MINIMUM OF TEN BEAMS HAVE BEEN TESTED WITHOUT REJECTABLE FLAWS. TESTS SHALL INCLUDE ONE OF THE END

WEB POSTS AND ONE POST SELECTED AT RANDOM ON EACH SUBSEQUENT BEAM.

C. WHERE REJECTABLE FLAWS ARE ENCOUNTERED, THEY SHALL BE EVALUATED BY THE CELLULAR BEAM DESIGNER FOR DETERMINATION OF ANY NECESSARY REPAIRS, SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER OF RECORD.

D. WHERE REJECTABLE FLAWS ARE DETECTED AND REPAIRS ARE REQUIRED PER ITEM (C.) ABOVE, 100% OF ALL WEB POST WELDS FOR THAT PARTICULAR BEAM SHALL BE TESTED AND SAMPLING FREQUENCY FOR SUBSEQUENT BEAMS SHALL REVERT TO THE REQUIREMENTS STATED IN ITEM (A.) UNTIL AN ACCEPTABLE PASS RATE CAN AGAIN BE

ESTABLISHED AS NOTED IN ITEM (B.)

STEEL - SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

OSSC CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

FREQUENCY / INSPECTION

REMARKS

CONTINUOUS/

PERFORM

PERIODIC/

OBSERVE

STEEL FABRICATION

MATERIAL VERIFICATION OF WELD FILLER METALS

1705.2.1.1

TABLE

1705.2-5

AISC 360 A3.5

AISC 360 N3.2

APPLICABLE AWS

A5 DOCUMENTS

X MANUFACTURER'S CERTIFIED TEST REPORTS

STRUCTURAL STEEL WELDING

VERIFYING USE OF PROPER WPS'S

1705.2.1

AWS D1.1

AISC 360 N3.2

RETAIN A RECORD OF WELDING PROCEDURE

SPECIFICATIONS

VERIFYING WELDER QUALIFICATIONS AWS D1.1 X RETAIN A RECORD OF QUALIFICATION CARDS

SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16" X

VERIFICATION OF JOINT & CONNECTION DETAILS INCLUDING

MEMBER AND COMPONENT LOCATIONS, BRACING, AND

STIFFENERS

TABLE

1705.2-7

AWS D1.1 X

STRUCTURAL NOTES

GENERAL NOTES

THESE CONTRACT DOCUMENTS COMPRISED OF PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS (MCE) DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION

SPECIFIED HEREIN.

THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE

ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PERFORM THE WORK.

SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT.

THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED

THEMSELVES AND HAS COMPLETE COMPREHENSION OF ALL ASPECTS OF THE PROJECT.

THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. THE CONTRACT DOCUMENTS ARE STRUCTURAL ONLY AND DO NOT NECESSARILYINDICATE ALL NON-STRUCTURAL PORTIONS OF THE PROJECT INCLUDING, BUT NOT LIMITED TO, PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER-PROOFING. ALL NON-STRUCTURAL PORTIONS OF WORK, AND STRUCTURAL WORK NOTED AS DELEGATED DESIGN IN THE SUBMITTAL SCHEDULE, ARE BEYOND THE SCOPE

OF THESE DOCUMENTS AND ARE PROVIDED BY OTHERS.

ANY MATERIAL NOT AS SPECIFIED IN THE CONTRACT DOCUMENTS OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. IT IS THE CONTRACTOR’S RESPONSIBILITY TO PROTECT ALL MATERIALS FROM

DAMAGE THROUGHOUT THE COURSE OF CONSTRUCTION.

ALL MANUFACTURED PRODUCTS SPECIFIED SHALL BE USED UNLESS AN ALTERNATE IS SUBMITTED AND APPROVED BY THE SEOR. MANUFACTURED PRODUCTS REQUIRING A BUILDING CODE EVALUATION REPORT SHALL HAVE A CURRENT REPORT DEMONSTRATING CONFORMANCE WITH THE APPLICABLE BUILDING CODE, VALID AT

THE TIME OF PRODUCT INSTALLATION.

TEMPORARY MEASURES/SHORING

THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING ALL INSTANCES WHERE TEMPORARY MEASURES/SHORING ARE REQUIRED, AND SHALL AT THEIR OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY MEASURES/SHORING ARE REQUIRED. TEMPORARY MEASURES/SHORING SHALL:

o PROTECT PERSONNEL AND THE PUBLIC.

o PREVENT SETTLEMENT AND/OR DAMAGE TO THE BUILDING AND/OR EXISTING FACILITIES o PROTECT STREETS, WALKWAYS, UTILITIES, AND IMPROVEMENTS.

o PROTECT ALL EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS DURING

CONSTRUCTION.

BUILDING CODE

ALL PHASES OF THE WORK SHALL CONFORM TO THE 2025 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2024 INTERNATIONAL BUILDING CODE (IBC), INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED

OTHERWISE.

SPECIAL INSPECTION/TESTING

SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH BUILDING CODE SECTION 1704. IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL INSPECTION AND TESTING BY A QUALIFIED THIRD PARTY, SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER AND APPROVED BY THE BUILDING OFFICIAL. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION.

SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE BUILDING CODE, CONTRACT DOCUMENTS AND SUBMITTALS. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. FOR PROJECT REQUIREMENTS REFER TO THE

SPECIAL INSPECTION TABLES WITHIN THE CONTRACT DOCUMENTS.

SHOP DRAWINGS/SUBMITTALS

SUBMITTALS AND SHOP DRAWINGS FOR SPECIFIC PRODUCTS GENERATED BY THE SUPPLIER SHALL BE SUBMITTED FOR THE ITEMS NOTED IN THE SUBMITTAL SCHEDULE. SHOP DRAWINGS SHALL BE TO SCALE AND SHOW COMPLETE DETAILS AND INSTRUCTIONS FOR FABRICATION AND ASSEMBLY. SHOP DRAWINGS SHALL

INDICATE ERECTION AND TEMPORARY BRACING INFORMATION FOR CONTRACTOR’S USE.

THE DESIGN OF ITEMS NOTED IN THE SUBMITTAL SCHEDULE AS DELEGATED DESIGN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. DOCUMENTS FOR THE DESIGN AND FABRICATION OF DELEGATED DESIGN ITEMS (INCLUDING STRUCTURAL CALCULATIONS AND DRAWINGS) SHALL BEAR THE SEAL AND SIGNATURE OF A

LICENSED ENGINEER REGISTERED IN THE STATE THAT THE PROJECT IS BEING CONSTRUCTED.

DEFERRED SUBMITAL ITEMS NOTED IN THE SUBMITTAL SCHEDULE ARE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF PERMIT APPLICATION AND ARE REQUIRED TO BE SUBMITTED TO THE BUILDING

OFFICIAL.

THE CONTRACTOR SHALL REVIEW AND MODIFY ALL SUBMITTALS AS REQUIRED FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND SIGN AND DATE ALL SETS OF THE SUBMITTAL DOCUMENTS PRIOR TO SUBMITTAL TO THE ENGINEER. THE CONTRACTOR SHALL SCHEDULE SUBMITTALS TO ALLOW SUFFICIENT TIME FOR REVIEW AND POSSIBLE RE-SUBMITTAL. WHERE RE-SUBMITTALS ARE REQUIRED, CHANGES FROM THE PREVIOUS SUBMITTAL

SHALL BE CLEARLY INDICATED WITH REVISION CLOUDS OR SIMILAR.

SUBMITTAL SCHEDULE

ITEM SUBMITTAL

SHOP

DRAWINGS

DELEGATED

DESIGN

DEFERRED

SUBMITTAL

STRUCTURAL STEEL X X

STEEL WELDING PROCEDURES X

STEEL FASTENERS X

STRUCTURAL DESIGN CRITERIA

LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE INDICATED ON STRUCTURAL DRAWINGS. THE FOLLOWING ARE THE DESIGN REQUIREMENTS:

STRUCTURAL DESIGN CRITERIA

RISK CATEGORY II

WIND DESIGN DATA

BASIC DESIGN WIND SPEED (3 SEC GUST) V = 96 MPH

EXPOSURE B

FORCE COEFFICIENT (FIGURES 29.4-1 — 29.4-4) Cf = 0.7

SEISMIC DESIGN DATA

IMPORTANCE FACTOR Ie = 1.0

SPECTRAL RESPONSE ACCELERATIONS SS = 0.930, S1 = 0.380

SITE CLASS DEFAULT

SPECTRAL RESPONSE COEFFICIENTS SDS = 0.793, SD1 = 0.540

NONSTRUCTURAL COMPONENTS

IMPORTANCE FACTOR IP = 1.0

SEISMIC RESPONSE COEFFICIENT FP = 0.488

STRUCTURE DUCTILITY REDUCTION FACTOR Rm = 1.3

COMPONENT RESONANCE DUCTILITY FACTOR CAR = 1.0

COMPONENT STRENGTH FACTOR Rpo = 1.50

ANCHORAGE OVERSTRENGTH FACTOR Ωop = 2.00

ANALYSIS PROCEDURE USED

ASCE/SEI 7-22 CHAPTER 13 SEISMIC DESIGN

FORCES FOR NONSTRUCTURAL COMPONENTS

STRUCTURAL STEEL

DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360). QUALITY ASSURANCE (QA) IS REQUIRED FOR STRUCTURAL STEEL ITEMS PER AISC 360 AND 341 UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTROL (QC) TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341

SECTION J2.

STRUCTURAL STEEL MATERIAL STANDARDS

SHAPE ASTM SPECIFICATION YIELD STRESS

W-SECTIONS A992 50 KSI

PIPE A53, GRADE B, TYPE E OR S 35 KSI

ALL OTHER SECTIONS AND PL A36 36 KSI

ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE OR MASONRY OR STEEL TO BE GALVANIZED. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL EXPOSED STRUCTURAL STEEL AND FASTENINGS TO HAVE ONE FINISH COAT OF RUST

INHIBITING PAINT, COLOR BY OWNER.

GALVANIZED COATINGS

ALL ZINC (GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF

GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780.

STRUCTURAL STEEL BOLTING

ALL BOLTS IN STEEL TO STEEL CONNECTIONS SHALL BE ASTM F3125 GRADE A325 WITH MATCHING NUTS, UNLESS NOTED OTHERWISE. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION, UNLESS CONNECTION IS NOTED

AS SLIP-CRITICAL OR PRETENSIONED.

o SNUG TIGHT CONDITION SHALL BE PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)

SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, SECTION 8.1.

o SLIP-CRITICAL AND PRETENSIONED CONNECTIONS, INSTALLATION OF FASTENERS SHALL BE PER RCSC

SECTION 8.2.

FASTENER COATINGS

HOT DIP GALVANIZED COATINGS ON ASTM F3125 GRADE A325 FASTENER ASSEMBLIES SHALL CONFORM TO ASTM A153. SURFACE PREPARATION OF GALVANIZED STEEL TO RECEIVE A FINISH COAT OF PAINT SHALL CONFORM TO

ASTM D6386.

STRUCTURAL STEEL WELDING

ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX ELECTRODES. WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED BY AWS FOR THE WELD TYPES SPECIFIED. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR’S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD

WELDS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATION AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS.

ALL WELDS SHALL RECEIVE THE SAME FINISH COATING AS THE MEMBER BEING WELDED. ANY COATINGS ON THE

STRUCTURAL AFFECTED BY WELDING SHALL BE REPAIRED AS REQUIRED.

ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL STANDARDS:

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STRUCTURAL NOTES &

SPECIAL INSPECTION

260572

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GENERAL SHEET NOTES:

G1. SEE AND SUBSEQUENT SHEETS FOR STRUCTURAL NOTES

AND SPECIAL INSPECTION REQUIREMENTS

G2. REFER TO ORIGINAL CONSTRUCTION DOCUMENTS FOR

DIMENSIONS NOT PROVIDED.

G3. FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION

S0.02

S3.01

(3) (N) ANTENNA MOUNTS PER /1 S3.01

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BUILDING PLAN

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GENERAL SHEET NOTES:

G1. SEE AND SUBSEQUENT SHEETS FOR STRUCTURAL NOTES

AND SPECIAL INSPECTION REQUIREMENTS

G2. REFER TO ORIGINAL CONSTRUCTION DOCUMENTS FOR

DIMENSIONS NOT PROVIDED.

G3. FIELD VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION

S0.02

S6.01

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(N) ANTENNA MOUNT PER , TYP/1 S6.01

S6.01

TYP

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ELEVATION

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C6x13 ACROSS (2) BAYS TO

BRACE ANTENNA MOUNTS.

3" DIA SCH40 PIPE CENTERED ON BOT PLATE

(E) W8x10 OUTRIGGER

(E) W8x10 OUTRIGGER CONNECTION

TO (E) BUILDING TO REMAIN

PL1/4 x 6 x 0'-6"

PL1/4 x 3 7/16 x 1'-11 3/4"

SHIM PLATE SAME THICKNESS

AS BOT FLANGE OF (E) W8x10

(4) 3/8" THROUGH BOLTS BY ANTENNA MANUF TO

ALIGN WITH MANUF BASE ANCHOR BOLT LAYOUT

ANTENNA & BASE DESIGNED BY OTHERS

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1/4" PLATE EA SIDE OF WEB

PER DETAIL /3 S6.01

PL1/4 x 1 5/8 x 0'-6 1/2" STIFFENERS EA SIDE OF W8x10

1/41/4

/1

4 1/16"

/2

9 1/2"

/2

1'-1 11/16"

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1 1/2" 1 1/2"

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SECTION A-A

1/4

TYP

1/4

TYP

L3 1/2x2 1/2x1/2 x 0'-5" LONG EA SIDE OF

PLATES TO BE BOLTED TO CHANNEL BRACE

SPLICE LOCATION

AT CENTER BAY

CHANNEL TO EXTEND PAST

OUTRIGGER AT OUTSIDE BAYS

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STEEL DETAILS

260572

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S6.01 | 1 1/2" = 1'-0"1 ANTENNA MOUNT

S6.01 | 6" = 1'-0"2 ANTENNA MOUNT SECTION

S6.01 | 6" = 1'-0"3 CUSTOM SIDE PLATES

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