b i d s e t j u l y 2 0 1 8 september

July

201

8

BID

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B i d S e tJ u l y 2 0 1 8

mmedellin

Cross-Out

mmedellin

Typewritten Text

September

July

201

8

BID

SE

T

5/A4.0

July

201

8

BID

SE

T

July

201

8

BID

SE

T

SHOP DRAWINGS OR CONTRACTOR ENGINEERED DETAILS SHALL BEAR THE SEAL AND SIGNATURE

OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF OREGON IF IT DIFFERS FROM THE

DESIGN OF THE STRUCTURAL DRAWINGS. ANY REVISION FROM THE STRUCTURAL DRAWINGS SHALL

BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND IS SUBJECT TO THE REVIEW AND ACCEPTANCE

BY THE ENGINEER.

SHOP DRAWINGS FOR ALL STRUCTURAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO

FABRICATION AND CONSTRUCTION. SUCH ITEMS INCLUDE : STRUCTURAL STEEL.

THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS. THE ARCHITECT AND/OR ENGINEER

SHALL BE NOTIFIED OF ANY DISCREPANCY BETWEEN THE EXISTING CONDITIONS AND CONSTRUCTION

DOCUMENTS.

THE CONTRACTOR SHALL TAKE INTO ACCOUNT COLD WEATHER CONSTRUCTION AND THE EFFECTS

OF THERMAL MOVEMENT DURING THE CONSTRUCTION SCHEDULE.

THE STRUCTURAL DRAWINGS ARE INTENDED FOR THE STRUCTURE TO ACT AS A WHOLE ONCE

CONSTRUCTION IS COMPLETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETY

AND STABILITY (I.E. TEMPORARY BRACING IF REQUIRED) DURING CONSTRUCTION AS A RESULT OF

CONSTRUCTION METHODS AND SEQUENCES.

THE GENERAL STRUCTURAL NOTES ARE INTENDED FOR USE IN CONJUNCTION WITH THE PROJECT

SPECIFICATIONS. IN THE EVENT OF A CONFLICT BETWEEN THE TWO, THE GENERAL STRUCTURAL NOTES

SHALL SUPERSEDE THE PROJECT SPECIFICATIONS. ANY DISCREPANCY SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND ENGINEER.

THE STRUCTURAL DRAWINGS SHALL BE UTILIZED IN CONJUNCTION WITH OTHER DESIGN CONSULTANT'S

DRAWINGS (ARCHITECTURAL, MECHANICAL, ETC.). IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

COORDINATE THE REQUIREMENTS OF THE DRAWINGS INTO THEIR SHOP DRAWINGS AND

CONSTRUCTION.

ALL CONSTRUCTION SHALL CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE

STATE OF OREGON.

GENERAL NOTES:

SUBMITTALS:

CONSTRUCTION SEQUENCE AND METHODS:

B.

A.

5.

6.

B.

A.

4.

3.

2.

1.

25 PSF (PLUS ADDED SNOW DRIFT IF SHOWN ON PLANS)

LOADS AND DESIGN CRITERIA: THE FOLLOWING LIVE LOADS AND CRITERIA WERE USED IN ADDITION

TO THE DEAD LOAD OF THE STRUCTURE.

CODE: ASCE 41-13: SEISMIC EVALUATION AND RETROFIT OF EXISTING BUILDINGS.

SEISMIC BRACING AND RESTRAINT TO THE STRUCTURE OF ANY MEP EQUIPMENT, MACHINERY, AND

ASSOCIATED PIPING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CONNECTIONS NOT IN

COMPLIANCE WITH SMACNA (SHEET METAL AND AIR CONDITIONING CONTRACTOR'S NATIONAL

ASSOCIATION) OR THE MEP DESIGN DRAWINGS, SHALL BEAR THE SEAL OF REGISTERED ENGINEER

IN THE STATE OF OREGON AND SHALL BE SUBMITTED ALONG WITH CALCULATIONS TO THE

ARCHITECT FOR APPROVAL PRIOR TO FABRICATION.

ASCE 41-13 VOLUNTARY SEISMIC RETROFIT OF SELECT BUILDING ELEMENTS:

LIVE LOADS:

DESIGN CRITERIA:

PERFORMANCE OBJECTIVE: BASIC PERFORMANCE OBJECTIVE FOR EXISTING BUILDINGS (BPOE)

RISK CATEGORY: III

HAZARD LEVEL: BSE - 1E

STRUCTURAL PERFORMANCE LEVEL: LIFE SAFETY

SITE CLASS D

Sxs = 0.55g Sx = 0.336g

ROOF.................................................

7.

A.

B.

WHERE THE AUTHORITY HAVING JURISDICTION OVER THIS PROJECT REQUIRES ADHERENCE TO ACI

318-11 SECTION D.9.2.2, MANUFACTURER'S FIELD REPRESENTATIVE SHALL PROVIDE INSTALLATION

TRAINING FOR ALL PRODUCTS TO BE USED PRIOR TO THE COMMENCEMENT OF WORK. ONLY

TRAINED INSTALLERS SHALL PERFORM POST INSTALLED ANCHOR INSTALLATION. A RECORD OF

TRAINING SHALL BE KEPT ON SITE AND BE MADE AVAILABLE TO THE ENGINEER OF RECORD AS

REQUIRED.

WHERE THE AUTHORITY HAVING JURISDICTION OVER THIS PROJECT REQUIRES ADHERENCE TO THE

ACI 318-11, SECTION D.9.2.2 INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL TO VERTICALLY

OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE ANCHOR INSTALL (AAI) AS

CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-2011 (SECTION D.9.2.2). PROOF OF

CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO

COMMENCEMENT OF INSTALLATION.

POST-INSTALLED CONCRETE ANCHORS8.

A.

2x AND 3x MEMBERS

4x MEMBERS

6x MEMBERS

I-JOIST MEMBERS

GLU-LAM MEMBERS

2x AND 4x FRAMING

5x AND GREATER BEAMS

POSTS/ COLUMNS

CUTTING AND NOTCHING OF JOISTS, RAFTERS AND STUDS SHALL BE IN CONFORMANCE WITH BOTH THE

2014 OSSC SECTIONS 2308.8.2,

2308.9.10,

2308.9.11,

AND

2308.10.4.2 AND IN CONFORMANCE WITH THE

FOLLOWING CRITERIA:

ALL WALLS SHALL HAVE DOUBLE TOP PLATES AND SHALL BE SPLICED PER THE TYPICAL TOP PLATE

SPLICE DETAIL, UNLESS NOTED OTHERWISE. TOP PLATES AT WALL INTERSECTIONS SHALL BE LAPPED

AND NAILED WITH (3) 16d NAILS.

HOLES FOR BOLTS SHALL BE DRILLED WITH A BIT OF THE SAME NOMINAL DIAMETER AS THE BOLT + 1/16".

ALL BOLTS, CARRIAGE BOLTS, LAG SCREWS, EXPANSION BOLTS AND EPOXY BOLTS SHALL BE INSTALLED

WITH STANDARD CUT WASHERS UNDER THE BOLT HEADS AND NUTS THAT BEAR DIRECTLY ON THE

WOOD. ALL NUTS SHALL BE TIGHTENED AT THE TIME OF INSTALLATION AND RE-TIGHTENED IF

NECESSARY, DUE TO WOOD SHRINKAGE, PRIOR TO CLOSE-IN OR AT THE COMPLETION OF THE PROJECT.

BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1-1996.

WHERE FRAMING HANGERS ARE REQUIRED BUT ARE NOT SPECIFICALLY SIZED, THE FOLLOWING SIZES

SHALL BE USED. SLOPE, SKEW, TURN IN FLANGES AND PROVIDE TOP FLANGE HANGERS AS REQUIRED

FOR THE SPECIFIC CONDITIONS AT THE END OF THE MEMBER.

ALL METAL HARDWARE AND FRAMING ACCESSORIES SHALL BE MANUFACTURED BY SIMPSON

STRONG-TIE COMPANY. ALL ITEMS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION

REQUIREMENTS. ALL NAIL HOLES SHALL BE FILLED WITH THE RECOMMENDED FASTENER UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

ALL LUMBER IN CONTACT WITH THE GROUND, CONCRETE OR CMU SHALL BE PRESSURE TREATED.

CONTRACTOR MAY SUBMIT FOR APPROVAL, A MOISTURE BARRIER IN-LIEU OF THE PRESSURE TREATED

WOOD.

ALL SAWN LUMBER SHALL CONFORM TO THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST

COAST LUMBER INSPECTION BUREAU GRADING RULES. LUMBER SHALL BE OF THE SPECIES AND GRADE

SHOWN BELOW:

10.

11.

13.

12.

14.

MEMBER

SAWN LUMBER:

9.

6.

2.

MEMBER

HANGER

U TYPE HANGERS

HU TYPE HANGERS

HUTF TYPE HANGERS

MIT HANGERS

LEG HANGERS

GRADE

DOUGLAS FIR-LARCH NO. 2



LEAD HOLES FOR LAG SCREWS SHALL BE BORED PER NDS 11.1.3

7. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF

HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER.

FASTENINGS FOR WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AF&PA TECHNICAL REPORT NO. 7.

STORAGE OF ALL LUMBER AND TIMBER ON SITE SHALL BE KEPT OFF GROUND, UNDER COVER AND

PROTECTED FROM DAMAGE.

3.

ALL DIMENSIONAL LUMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE KILN DRIED.4.

ALL TIMBER SHALL BE CERTIFIED BY THE SUPPLIER IN WRITING TO BE LESS THAN 19% MOISTURE

CONTENT.

5.

ALL PLATES AND LEDGERS SHALL BE FASTENED WITH A MINIMUM (3) ANCHORS PER PIECE.8.

NOTCHES AT THE ENDS OF JOISTS SHAL NOT EXCEED 1/4 THE JOIST DEPTH. HOLES

BORED IN JOISTS SHALL NOT BE WIHTIN 2 INCHES OF THE TOP OR BOTTOM OF THE

JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED 1/3 THE DEPTH

OF THE JOIST. NOTCHES IN THE TOP OR BOTTOM OF THE JOISTS SHALL NOT

EXCEED 1/6 THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE

SPAN.

STUDS ARE PERMITTED TO BE CUT OR NOTCHED TO A MAXIMUM DEPTH NOT

EXCEEDING 25% OF ITS WIDTH. A HOLE NOT GREATER THAN 40% OF THE STUD WITH

IS PERMITTED TO BE BORED IN ANY WOOD STUD. IN NO CASE SHALL THE EDGE OF

THE BORED HOLE BE NEARER THAN 5/8 INCH TO THE EDGE OF THE STUD. BORED

HOLES SHALL NOT BE LOCATED AT THE SAME SECTION AS A CUT OR NOTCH.

NOTCHING AT THE ENDS OF RAFTERS OR CEILING JOISTS SHALL NOT EXCEED 1/4

THE DEPTH. NOTCHES IN THE TOP OR BOTTOM OF THE RAFTER OR CEILING JOIST

SHALL NOT EXCEED 1/6 THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE 1/3

OF THE SPAN, EXCEPT THAT A NOTCH NOT EXCEEDING 1/3 OF THE DPETH IS

PERMITTED IN THE TOP OF THE RAFTER OR CEILING JOIST NOT FURTHER FROM THE

FACE OF THE SUPPORT THAN THE DEPTH OF THE MEMBER. HOLES BORED IN

RAFTERS OR CEILING JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP AND

BOTTOM AND THEIR DIAMETER SHALL NOT EXCEED 1/3 THE DEPTH OF THE MEMBER.

B. JOISTS

C. WALL STUDS

D. RAFTERS

ALL WOOD FRAMING MEMBERS INCLUDING BUT NOT LIMITED TO WALL STUDS AND JOISTS, ARE

INTENDED TO ACT AS A SYSTEM AS DETAILED IN THE STRUCTURAL DRAWINGS AND ONCE

CONSTRUCTION IS COMPLETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETY

AND STABILITY OF WOOD FRAMING SYSTEMS (I.E. TEMPORARY BRACING IF REQUIRED) DURING

CONSTRUCTION AS A RESULT OF CONSTRUCTION METHODS AND SEQUENCES.

1.

GENERAL STRUCTURAL NOTES

WELDS SHALL UTILIZE E70XX ELECTRODES AND SHALL BE A MINIMUM OF 3/16" IN SIZE UNLESS NOTED

OTHERWISE.

WELDING SHALL CONFORM TO THE AWS CODES FOR BUILDING CONSTRUCTION. WELDING SHALL BE

PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE SPECIFICATION (WPS) AS REQUIRED IN AWS

D1.1 AND APPROVED BY THE ENGINEER OF RECORD. THE WPS VARIABLES SHALL BE WITHIN THE

PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER.

BOLTS SHALL CONFORM TO ASTM SPECIFICATIONS FOR A307 BOLTS.

STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM WITH "AISC SPECIFICATION FOR THE

DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".

THE GRADE AND SPECIFICATION OF THE STEEL MEMBERS SHALL BE AS FOLLOWS:

HOLLOW STRUCTURAL SECTIONS (PIPES)

HOLLOW STRUCTURAL SECTIONS (TUBES)

CHANNELS, PLATES, AND ANGLES (U.N.O.)

4.

5.

3.

STRUCTURAL STEEL:

2.

1.

ASTM A53 GRADE B (Fy=35 KSI)

ASTM A500 GRADE B (Fy=46 KSI)

ASTM A36

CUTTING AND NOTCHING OF EXISTING JOISTS, RAFTERS, AND STUDS IS NOT

ALLOWED WITHOUT WRITTEN ACCEPTANCE FROM ABHT STRUCTURAL ENGINEERS.

A. JOISTS, STUDS,

RAFTERS

WOOD SYMBOLS:15.

ALL NAILS FOR STRUCTURAL WORK SHALL BE COMMON WIRE NAILS UNLESS NOTED OR DETAILED

OTHERWISE. HOLES SHALL BE PRE-DRILLED WHERE NECESSARY TO PREVENT SPLITTING. NAILING NOT

SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PER THE NAILING SCHEDULE BELOW:

16.

NAIL TYPE

6d

8d

10d

12d

16d

20d

CONTINUOUS

MINIMUM PENETRATION - INCHES

BLOCKING

0.113

0.131

0.148

0.148

0.162

0.192

SHANK DIAMETER - INCHES

NAILING SCHEDULE

1.13

1.31

1.48

1.48

1.63

1.92

NAILING SCHEDULE NOTES:

1. ALL OTHER NAILING REQUIREMENTS NOT SHOWN ON DRAWINGS OR IN SCHEDULE ABOVE SHALL BE IN

ACCORDANCE WITH 2012 IBC TABLE 2304.9.1.

2. POWER DRIVEN OR PNUEMATIC NAILS OTHER THAN COMMON NAILS MAY BE USED IF DATA IS SUBMITTED

TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO USE.

3. MINIMUM NAIL LENGTHS SHALL BE SUFFICIENT TO ACHIEVE MINIMUM PENETRATION INTO MAIN MEMBER

AS NOTED IN SCHEDULE ABOVE.

DOUBLE TOP PLATES - BETWEEN SPLICE NAILING..............................

DOUBLE TOP PLATES - EACH SIDE OF SPLICED PLATE.......................

JOIST SITTING ON SILL OR GIRDER........................................................

RIM JOIST TO TOP PLATE OR SILL PLATE...............................................

CONTINUOUS (2) AND (3) PIECE HEADERS.............................................

CEILING JOIST LAPS OVER PARTITIONS.................................................

RAFTER TO TOP PLATE OR SILL PLATE..................................................

TONGUE AND GROOVE DECKING............................................................

D. STUD TO SILL PLATE.................................................................................

DOUBLE STUDS..........................................................................................

BLOCKING TO TOP PLATE.........................................................................

BUILT-UP CORNER STUDS........................................................................

CROSS BRIDGING.......................................................................................P.

I.

J.

M.

N.

L.

K.

F.

G.

H.

E.

BRIDGING TO JOIST...................................................................................

TOP PLATE TO STUD.................................................................................

B.

C.

A. (3) 8d TOENAILS, EA. SIDE

(2) 8d TOENAILS, EA. SIDE, EA. END

16d AT 16" o.c. FACE NAILS

16d AT 24" o.c.

16d AT 24" o.c.

(3) 8d TOE NAILS EACH SIDE

8d TOENAILS AT 6" o.c.

16d AT 16" o.c. ALONG EACH EDGE

(3) 16d FACE NAILS, MINIMUM

(3) 8d TOENAILS EACH SIDE

(2) 16d AT EACH BEARING

(2) 10d EACH END

(2) 16d END NAILS OR (4) 8d TOE NAILS

(8) 16d

(2) 16d END NAILS

SAWN LUMBER CONTINUED:

COMPOSITE WOODS SHALL BE MANUFACTURED BY TRUSS JOIST, OR AN APPROVED EQUAL,

COMPOSITE WOODS:

AND BE OF THE TYPE AND SIZE AS SHOWN ON THE DRAWINGS. THE MATERIAL TYPE AND

COMPOSITE WOOD BEAM SYMBOLS:

COMPOSITE MEMBER

4.

1.

LSL

LVL

PSL

TYPE

E = 1,700,000 PSI, Fb = 2,600 PSI

E = 1,900,000 PSI, Fb = 2,600 PSI

E = 2,000,000 PSI, Fb = 2,900 PSI

GRADE

LSL

PSL

TYPE

E = 1,300,000 PSI, Fb = 1,700 PSI, FcII = 1,400 PSI

E = 1,800,000 PSI, Fb = 2,400 PSI, FcII = 2,500 PSI

GRADE

A. BEAMS:

B. POSTS:

WHERE LSL MEMBERS ARE UTILIZED AS RIM JOIST, THE MINIMUM THICKNESS SHALL BE 1 3/4"5.

GRADE SHALL BE AS SHOWN BELOW:

STRUCTURAL COMPOSITE LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ASTM D5456.2.

CUTS, NOTCHES AND BORED HOLES SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.3.

1

PROJECT SUMMARY:

THE CURRENT PROJECT CONSISTS OF A VOLUNTARY SEISMIC UPGRADE OF SELECT ELEMENTS OF

THE OVERALL BUILDING. ELEMENTS UPGRADED INCLUDE:

INTERIOR AND END WALL OUT-OF-PLANE BRACING OF THE MAIN EAST-WEST CORRIDOR WALLS.

OUT-OF-PLANE PARAPET WALL BRACING OVER THE MAIN NORTH ENTRY.

1.

2.

THE EXISTING BUILDING'S PRIMARY LATERAL FORCE RESISTING SYSTEM CONSISTS OF EXTERIOR

UN-REINFORCED MASONRY SHEAR WALLS ON CONTINUOUS CONCRETE SPREAD FOOTINGS AND A

FLEXIBLE ROOF DIAPHRAGM CONSISTING OF 1x6 STRAIGHT SHEATHING OVER A WOOD FRAMED ROOF.

THE REMAINING KNOWN PRIMARY LATERAL FORCE RESISTING SYSTEM DEFICIENCIES INCLUDE:

LACK OF OUT-OF-PLANE ANCHORAGE OF UN-REINFORCED MASONRY WALLS TO ROOF DIAPHRAGM.

EXISTING WOOD LEDGERS ACT IN CROSS GRAIN BENDING.

LACK OF ADEQUATE CONNECTIONS TO TRANSFER IN-PLANE SEISMIC FORCES FROM ROOF DIAPHRAGM TO

SHEAR WALLS.

LACK OF CONTINUOUS CROSS TIES TO FORM ADEQUATE SUB-DIAPHRAGMS.

DIAPHRAGM ASPECT RATIOS EXCEED LIMITS ALLOWED FOR STRAIGHT SHEATHED DIAPHRAGMS.

LACK OF SECONDARY GRAVITY SUPPORT SYSTEM BENEATH CRITICAL GRAVITY LOAD CARRYING ELEMENTS.

LACK OF COLLECTORS TO TRANSFER DIAPHRAGM LOADS TO SHEARWALLS.

UN-REINFORCED MASONRY WALLS LACK OUT-OF PLANE STRENGTH.

LACK OF PARAPET AND CHIMNEY BRACING.

1.

2.

3.

4.

5.

6.

7.

8.

9.

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architecture, interiors & planning

419 SW 11th Ave Suite 200

Portland, Oregon 97205

Phone: 503/228-7571

Fax: 503/273-8891


1640 NW Johnson Street

Phone: 503 243 6682

JULY

20

18

SC

S0.1

GENERAL STRUCTURALNOTES

N.T

.S.

TABLE 1

REQUIRED STRUCTURAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKSIBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

FABRICATORS

FABRICATORS 1704.2 X

SPECIAL INSPECTIONS APPLY TO VERIFICATION OF DETAILED

FABRICATION AND QUALITY CONTROL PROCEDURES

INCLUDING REVIEW FOR COMPLETENESS AND ADEQUACY

RELATIVE TO THE CODE REQUIREMENTS

STEEL

FABRICATION OF STRUCTURAL ELEMENTS 1704.2 X REFER TO INSPECTION OF FABRICATOR REQUIREMENTS

MATERIAL VERIFICATION OF STRUCTURAL

STEEL

1705.2

2203.1

ASTM A6

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

AISC 360 A3.1

AISC 360 M5.5

X CERTIFIED MILL TEST REPORTS

MATERIAL VERIFICATION OF ANCHOR BOLTS

AND THREADED RODS1705.2

AISC 360 A3.4

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

X MANUFACTURER'S CERTIFIED TEST REPORTS

MATERIAL VERIFICATION OF WELD FILLER

METALS1705.2

AISC 360 A3.5

APPLICABLE AWS A5

DOCUMENTS

X MANUFACTURER'S CERTIFIED TEST REPORTS

VERIFYING USE OF PROPER WPS'S X COPY OF WELDING PROCEDURE SPECIFICATIONS

VERIFYING WELDER QUALIFICATIONS X COPY OF QUALIFICATION CARDS

COMPLETE AND PARTIAL JOINT PENETRATION

GROOVE WELDS1705.2

AWS D1.1

SECTION 6X

ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9TABLE

1705.2AWS D1.1, SECTION 6

SINGLE PASS FILLET WELDS LESS THAN OR

EQUAL TO 5/16"X

SPECIAL INSPECTION TABLE

POST INSTALLED CONCRETE ANCHORS

INSPECTION OF ANCHORS INSTALLED IN

HARDENED CONCRETE1909.1

ICC EVALUATION

REPORT

ACI 318:

3.8.6, 8.1.3, 21.1.8

X

SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT NAME,

TYPE, AND DIMENSIONS, HOLE DIMENSIONS, COMPLIANCE

WITH DRILL BIT REQUIREMENTS, CLEANLINESS OF THE HOLE

AND ANCHOR, ADHESIVE EXPIRATION DATE,

ANCHOR/ADHESIVE INSTALLATION, ANCHOR EMBEDMENT, AND

TIGHTENING TORQUE

STEEL

MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT)

TESTING OF WELDS1705.2

MT - AWS D1.1 6.14.4

UT - AWS D1.1 6.13 & 6.14.3PER DRAWINGS

TABLE 2

REQUIRED TESTING for SPECIAL INSPECTIONS

SYSTEM or MATERIAL

TESTING

REMARKSIBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

TABLE 3

STRUCTURAL OBSERVATIONS

SYSTEM or MATERIAL

INSPECTION

REMARKSIBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

STEEL

DURING MISCELLANEOUS STEEL ERECTION 1704.5 X

SPECIAL INSPECTION FOOTNOTES

STRUCTURAL OBSERVATION:

SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE 2012 "INTERNATIONAL BUILDING CODE" AND OREGON AMENDMENTS. REFER TO THE TABLES 1 THROUGH 3

FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS.

SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF ASTM

E329 (MATERIALS), ASTM D3740 (SOILS), ASTM A880 (STEEL), AND ASTM E543 (NON-DESTRUCTIVE). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE

STRUCTURAL ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL

BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. THE OWNER SHALL SECURE AND PAY FOR SERVICES OF THE INSPECTION AND TESTING AGENCY TO PERFORM ALL

SPECIAL INSPECTIONS AND TESTS.

THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, NOTED IN THE INSPECTION REPORTS, AND IF NOT CORRECTED, THEY SHALL BE BROUGHT

TO THE ATTENTION OF THE STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL.

THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL ENGINEER, CONTRACTOR, AND OWNER.

THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT INDICATING 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.

THE STRUCTURAL ENGINEER OF RECORD WILL PERFORM STRUCTURAL SITE OBSERVATIONS BASED ON THE REQUIREMENTS OF THE 2014 OREGON STRUCTURAL SPECIALTY

CODE (OSSC) AND AT CRITICAL STAGES OF CONSTRUCTION, REFERENCE TABLE 3 ABOVE. COPIES OF SITE OBSERVATION REPORTS AND FINAL OBSERVATION REPORT WILL BE

SUBMITTED TO THE BUILDING OFFICIAL, ARCHITECT, CONTRACTOR AND OWNER. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF RECORD AT LEAST

72-HOURS BEFORE A DESIGNATED WORK IS TO BE COVERED.

ALL C.J.P. WELDS 5/16" AND THICKER REQUIRE

UT TESTING

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Phone: 503/228-7571

Fax: 503/273-8891



Phone: 503 243 6682

JULY

20

18

SC

N.T

.S.

S0.2

SPECIAL INSPECTIONPROGRAM

1

S2.1

STRUCTURAL FLOOR PLANSCALE: 1/16" = 1'-0"

5'-0"

PR

OP

OS

ED

EX

TE

NT

S

OF

3/S

5.1

5'-0"

PR

OP

OS

ED

EX

TE

NT

S

OF

3/S

5.1

5'-0"

PR

OP

OS

ED

EX

TE

NT

S

OF

UP

PE

R

PO

RT

ION

OF

2/S

5.1

5'-0"

EX

TE

NT

S

OF

UP

PE

R

PO

RT

ION

OF

2/S

5.1

TYP.

TYP.

TYP.

TYP.

ABOVE

HS

S10

x10x

3/8

TY

P. (

4) P

LAC

ES

1

S5.1

4

S5.1

TYP.

5

S5.1

1

S5.2

1

S5.2TYP.

1

S5.2

1

S5.2

3

S5.1

2

S5.12

S5.1

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Phone: 503/228-7571

Fax: 503/273-8891



Phone: 503 243 6682

JULY

20

18

SC

S2.1

STRUCTURAL FLOORPLAN

MASONRY PARAPET BRACING1/2"=1'-0"1

(E) CEILING JOIST

(E) ROOF JOIST

(E) INTERIOR URM

WALL AT MAIN

ENTRANCE

SISTER (2) LVL1 3/4x5 1/2

w/ SIMPSON SDWS22300

@ 6" o.c., STAGGERED

L5x5x3/8 x REQ'D

LENGTH A36

KICKER WITH (5)

SIMPSON

SDS25112 TYP.

(E) WALL STUDS

(E) ROOF RAFTER

(E) ROOF DECK

SIMPSON HGA10 AT RAFTER

AND TOP OF (E) STUD @

COMPRESSION STRUT TYP.

(2) SIMPSON SDWS22500

SCREW THRU SOLE PLATE

AT EA. COMPRESSION

STRUT

MASONRY WALL BRACING1"=1'-0"2

(E) CONCRETE BEAM

(E) LATH & PLASTER CORRIDOR WALL STUDS

(E) FLOOR JOISTS

(E) WALL DOUBLE TOP PLATE

(E) BLOCKING BETWEEN

FLOOR JOISTS

(E) CRIPPLE WALL STUDS

(E) SOLE PLATE

SIMPSON HDU8 AT EA. CORRIDOR WALL w/

7/8"Ø HAS ROD w/ HILTI HIT-RE 500-V3 w/ 10 1/2"

EMBEDMENT DEPTH, TYP.

DO NOT DAMAGE (E) REBAR DURING DRILLING

SIMPSON HTT4 @ 2'-0" o.c.

w/ 3/4"Ø ANCHOR, TYP.

ADD 4x BLOCKING BETWEEN (E) ROOF JOISTS

TO ALIGN WITH HOLDOWN, ATTACH TO EA.

JOIST w/ SIMPSON A35 CLIP (NOT SHOWN), TYP.

BLOCK (4) BAYS, MIN.

(E) ROOF JOISTS

(E) ROOF DECK

(E) PARAPET EXTENDS

ABOVE THE ROOF LINE

MSTD4 MARRIAGE STRAP

CMSTC16 STRAP. EXTEND TO END OF

BLOCKING

(2) A35 CLIPS w/ #6 x 1/2" SPA X SCREWS @ EA.

BLOCKING, TYP. (1) ON EA. SIDE

ROOF FRAMING ABOVE ENTRY1/2"=1'-0"

(E) ROOF DECK

(E) CONCRETE HEADER

OPENING BELOW

L4x4x1/4 x REQ'D LENGTH A36 w/ (1)

3/4"Ø A307 THRU- BOLT, CONNECT

TO BLOCK IN RAFTER SPACE (32" o.c.

MAX.)

(E) MANSARD ROOF

FRAMING

(E) ROOF DECK

4x BLOCKING w/ SIMPSON

HU HANGERS, TYP.

SIMPSON CMSTC16 COIL

STRAP

SIMPSON HDU4 @ EA. DIAGONAL

BRACE (32" o.c. MAX.) w/ 4x

BLOCKING

(E) MANSARD ROOF FRAMING

AUDITORIUM WALL BRACING1/2"=1'-0"4

EXISTING ROOF TRUSS

(2) L5x5x3/8 x REQ'D LENGTH A36

KICKERS, (1) AT EA. SIDE OF

COLUMN, WITH (3) 3/4"Ø A307 THRU-

BOLTS AT WOOD BEAM, CENTER

MIDDLE BOLT ON BEAM DEPTH, TYP.

(E) ROOF RAFTER

(E) ROOF DECK

HSS 10x10x3/8 COLUMN, MIN. OF (4) ALONG NORTHERN

WALL, ATTACHED TO URM WALL w/ L6x4x3/8 x 0'-4" A36

ANGLES @ 24" o.c. STAGGERED w/ 3/4"Ø ANCHOR, TYP.

HSS 6x6x3/8 HORIZ. STRONGBACK @ 9'-10" o.c. MAX

w/ L4x4x3/8 x 0'-4" A36 @ 24" o.c. MAX w/ 3/4"Ø

ANCHOR, TYP.

EXISTING CEILING FRAMING AND FINISH

EXISTING WOOD FLOORING ON

2x SLEEPERS OVER 4" CONC.

FLOOR

(E) URM WALL

(E) EXTERIOR URM

WALL AT THE WESTERN

ENTRANCE

3

(6) #14x3-1/2" WOOD

SCREWS

(E) EXTERIOR URM

WALL AT MAIN

ENTRANCE

(E) ROOF JOIST(E) PARAPET EXTENDS

ABOVE ROOF LINE

(E) WATER- PROOFING

(E) CONC.

LINTEL AT

OPENING

HSS4x4x3/8 COLUMN

@ 4'-0" o.c. ATTACHED

TO URM WALL w/

L6x4x3/8 x 0'-4" ANGLES

@ 24" o.c. MAX. w/ 3/4"Ø

ANCHOR, TYP.

L4x4x1/4 x REQ'D LENGTH COMPRESSION

STRUT WITH (1) 3/4"Ø A307 THRU-BOLT, TYP.

(E) ROOF RAFTER

(E) ROOF DECK

(3) #14x3" WOOD SCREWS

CENTERED ON (E) CEILING JOIST

(5) SIMPSON SDS25112

HSS4x4x3/8 STRONGBACK

@ 4'-0" o.c.

(1) 3/4"Ø A307 THRU-BOLT

12x10 DF No. 1 - MATCH (E)

BEAM DEPTH & RIP TO 10"

WIDTH. ALIGN w/ COLUMN.

USE (4) SIMPSON HGA 10's, (2)

@ EA. END, TO ATTACH TO (E)

FRAMING, TYP.

16"

MIN

.

HSS 6x6x3/8 HORIZ. STRONGBACK

@ 10'-0" MAX o.c. w/ L4x4x3/8 x 0'-4"

A36 ANGLES @ 24" o.c. MAX w/

3/4"Ø ANCHOR, TYP.

PL3/8x6 x 2'-11" A36

BACK PLATE

(E) URM WALL

(E) URM WALL

(3) 3/4"Ø ANCHORS PER BACK PLATE.

INSTALL ANCHORS & BACK PLATE

BEFORE STRONGBACK. MAY NOTCH

BACK OF STRONGBACK TO FIT OVER

MIDDLE ANCHOR HEAD, IF REQ'D

L3x3x1/4 x 0'-6" A36 ANGLES

WELDED TO BACK PLATE

SUPPORTING HSS HORIZ.

STRONGBACK

L4x4x1/4 x 0'-6" A36

ANGLES WELDED TO HSS

COLUMN SUPPORTING HORIZ.

STRONGBACK

L4x4x1/4x 0'-4" A36 ANGLES

WELDED TO HSS 4x4x3/8 COLUMN

SUPPORTING HORIZ.

STRONGBACK

L4x4x1/4 x 0'-5 1/2" A36 ANGLES WELDED

TO HSS 4x4x3/8 COLUMN SUPPORTING

HORIZ. STRONGBACK

AUDITORIUM STRONGBACK WALL COONECTION1/2"=1'-0"5

1/4" CAP PL

w/ SEAL

WELD

1/4" CAP PL W/

SEAL WELD

5/16TYP

FILL

GAP,

TYP.G

1/4TYP.

(1/4)

G

5/16TYP.

1/4TYP.

1/4TYP.

FILL GAP

TYP.

G

1/4TYP.

1/4TYP.

FILL GAP

TYP.

G5/16

TYP.

1/4(3)SIDES

TYP.

5/8"Ø ROD w/ HIT HY-200 w/ 7"

EMBEDMENT DEPTH, TYP.

DO NOT DAMAGE (E) REBAR

DURING DRILLING

1 1/2" MIN

EDGE DISTANCE,

TYP.

PL 1/4x4x 0'-4" SHEAR TAB,

CENTER ON COLUMN WIDTH

(E) LEDGER

2"

MIN

.

1/2"Ø HAS ROD DRILL & EPOXY w/

HILTI HIT-HY 200 w/ 2 3/4"

EMBEDMENT DEPTH

PL3/8x10 x 1'-6" A36

BASE PLATE G

(1/4)

1/4

HSS 4x4x3/8 HORIZ.

STRONGBACK @ 5'-0" o.c. MAX

w/ L6x4x3/8 x 0'-4" A36 @ 24" o.c.

MAX w/ 3/4"Ø ANCHOR, TYP.

PL3/8x4 1/2 x 0'-8 1/2"

A36 BASE PLATE

SISTER 2'-0" LONG 4x TO (E)

JOIST w/ (8) SIMPSON SDWS22500

FOR FULL COLUMN BEARING

SIMPSON A35 CLIPS @ 8" o.c.,

EA. SIDE, STAGGERED, w/

#6x1/2" SPAX SCREWS

ALONG LENGTH OF NEW

12x10 BEAM

L4x4x1/4 x 0'-5 1/2" A36 ANGLE WELDED

TO HSS 4x4x3/8 COLUMN SUPPORTING

HORIZ. STRONGBACK

1/4TYP.1/4

1/4(3) SIDES

TYP.

1/4(1/4)

G

2"Ø HOLE IN FRONT FACE

OF HSS TUBE (ANCHOR Ø +

1/16" IN BACK) FOR SOCKET

ACCESS

HSS 4x4x3/8 HORIZ.

STRONGBACK @ TOP w/

3/8"Ø ROD w/ HILTI HIT-HY

200 w/ 2 3/8 " EMBEDMENT

DEPTH, TYP.

SIMPSON HGA10 (1) ON EACH SIDE

OF SISTERED LVL

SIMPSON LTT20B w/

3/4"Ø ANCHOR AT EA.

COLUMN, TYP.

3"

3"

4" MIN.BEARING

1 1

/2"

TY

P.

ED

GE

DIS

TA

NC

E

(1/8)(1/8)

G

TYP.

1/4

G

1"MAX.

22 1

/2°

ALL URM ANCHORS: 3/4"Ø A307

THREADED ROD (BENT), DRILL

AND EPOXY w/ HILTI HIT-HY 70 w/

12" MIN. EMBEDMENT DEPTH TO

WITHIN 1" OF OPPOSITE WALL

SURFACE, TYP.

NOTE:






SURFACE, TYP. REF. 5/S5.1 FOR

DIMS.

NOTE:







DIMS.

NOTE:







DIMS.

NOTE:

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Phone: 503/228-7571

Fax: 503/273-8891



Phone: 503 243 6682

JULY

20

18

SC

AS

NO

TE

D

S5.1

SECTIONS AND DETAILS

CORRIDOR WALL BRACING1/2"=1'-0"1

(E) WOOD CORRIDOR

WALL

A34 CLIP ON EA. SIDE AT

EA. BRACE LOCATION, TYP.

(E) CELING JOISTS

ADD 2x4 DF NO.2

BRACING @ 4'-0" o.c.

MAX. SPACING (E) WOOD CRIPPLE

WALL

(E) ROOF DECK

(E) ROOF

JOISTS

(6) # 14 x 3 1/2"

WOOD SCREWS

CONT. 2x6 DF NO.2 @

MID-LENGTH OF BRACES.

ATTACH TO EA. BRACE w/ (3)

10d NAILS, TYP.

11

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Phone: 503/228-7571

Fax: 503/273-8891



Phone: 503 243 6682

JULY

20

18

SC

AS

NO

TE

D

S5.2

SECTIONS AND DETAILS

b i d s e t j u l y 2 0 1 8 september

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