S0.10 R3 07-31-2024.pdf

PROJECT #

DATE:

REVISIONS

SHEET:

06/06/2023 211025

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GENERAL NOTES

GENERAL REQUIREMENTS:

A. PERMITS TO BE OBTAIN IN ACCORDANCE WITH SECTION SGC-2 OF THE CONTRACT

B. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION METHODS, TECHNIQUES, SEQUENCING, AND SAFETY REQUIRED TO COMPLETE CONSTRUCTION.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS PRIOR TO PROCEEDING WITH

CONSTRUCTION. ALL DISCREPANCIES SHALL BE APPROVED BY THE ARCHITECT OR ENGINEER OF

RECORD.

D. CONTRACTOR SHALL VERIFY ALL REQUIRED PENETRATIONS ON ARCHITECTURAL, MECHANICAL AND

ELECTRICAL PLANS. ALL DIMENSIONS SHALL BE FIELD VERIFIED AS EARLY AS POSSIBLE.

E. CONTRACTOR SHALL THOROUGHLY REVIEW AND REDLINE ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ENGINEER AND ARCHITECT. SUBMIT SHOP DRAWINGS IN A TIMELY FASHION TO ALLOW 10 BUSINESS DAYS FOR REVIEW BY DESIGN TEAM. ALL MODIFICATIONS OR COMMENTS MADE DURING REVIEW DO NOT RELIEVE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS OR

SPECIFICATIONS.

FOUNDATIONS:

A. ALL FOOTINGS TO REST ON FIRM, UNDISTURBED SOIL, OR STRUCTURAL FILL, FREE OF ORGANIC MATERIAL, AND CAPABLE OF SUPPORTING A MINIMUM ALLOWABLE BEARING PRESSURE OF 1,500 psf.

UNDER COMBINED DEAD AND LIVE LOADS.

B. ALL SLABS-ON-GRADE SHALL BE UNDERLAIN BY A MINIMUM OF 6" OF FREE- DRAINING

(LESS THAN 5% PASSING THE NO. 200 SIEVE), WELL GRADED, CRUSHED ROCK. THE

BASE COURSE MATERIALS SHALL BE COMPACTED TO AT LEAST 95% OF MAXIMUM DRY

DENSITY.

C. FOUNDATION DESIGN BASED UPON REACTIONS SUPPLIED BY THE METAL BUILDING MANUFACTURER.

REINFORCING STEEL:

A. ALL REINFORCING STEEL SHALL BE BILLET STEEL DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT USE ASTM A706, GRADE 60 BARS WHERE WELDING IS REQUIRED. (NO. 3 BARS MAY BE

GRADE 40). SUBMIT MILL CERTIFICATES FOR ALL BARS REQUIRING WELDING.

B. FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP-1-16 "MANUAL OF STANDARD PRACTICE" AND CHAPTER 25 OF ACI 318 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS".

C. ALL CONCRETE SLAB REINFORCING STEEL SHALL BE SUPPORTED AT THE REQUIRED HEIGHTS BY

APPROVED BOLSTERS PRIOR TO POURING SLAB CONCRETE.

D. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD CLASS B

SPLICES STAGGERED BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM.

E. PROVIDE CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL BARS AND PROJECT 48 DIAMETERS

EACH WAY OR 2'-0" X 2'-0" MINIMUM UNLESS DETAILED OTHERWISE.

F. PROVIDE (2)-#5 BARS AROUND ALL OPENINGS AND RECESSES. EXTEND THESE BARS 24 INCHES BEYOND

THE CORNER OF THE OPENINGS.

G. CONTRACTOR SHALL PROVIDE AND CAST IN ALL NECESSARY INSERTS.

H. ALL WELDED WIRE MESH SHALL BE FURNISHED IN FLAT SHEETS AND CONFORM TO ASTM A-185.

REINFORCING PROTECTION:

A. CONCRETE DEPOSITED AGAINST EARTH: 3 INCHES.

B. CONCRETE FORMED SURFACES EXPOSED TO GROUND AND WEATHER:

#5 AND SMALLER BAR - 11

2 INCHES

#6 AND LARGER BAR - 2 INCHES

C. CONCRETE SURFACES NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:

#11 AND SMALLER BAR - 3 4 INCHES

D. SLABS = 34 INCHES

STRUCTURAL WOOD:

A. ALL STRUCTURAL WOOD MEMBERS SHALL BE COAST REGION DOUGLAS FIR NO.2 OR BETTER GRADE AS NOTED IN NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENINGS, UNLESS NOTED OTHERWISE. ALL POSTS SHALL BE DOUGLAS FIR #1 OR BETTER.

B. ALL STUDS TO BE DOUGLAS FIR #2 OR BETTER AS NOTED IN NATIONAL DESIGN SPECIFICATIONS FOR

STRESS GRADE LUMBER.

C. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL BOLTS, AND PLATES AS REQUIRED TO COMPLETE

THE JOB.

D. WASHERS SHALL BE USED UNDER ALL BOLT HEADS AND NUTS BEARING ON WOOD.

E. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED.

F. UNLESS NOTED OTHERWISE HEADERS ARE TO BE 4X8 DF/L #2 OR BETTER.

G. ALL NAILING NOT SHOWN SHALL BE AS CALLED FOR IN OSSC TABLE 2304.10.1 FASTENING SCHEDULE.

H. ALL NAILING INTO TREATED LUMBER SHALL BE GALVANIZED.

I. LAMINATING 2X BENDING MEMBERS (BEAMS):

-MINIMUM OF 3 ROWS 10D (0.148"X3") NAILS @ 12" O.C.

-IF USING 16D COMMON NAILS, THE NUMBER OF NAILING ROWS MAY BE DECREASED BY ONE.

-SIDE LOADED BEAMS SHALL BE CONNECTED WITH SIMPSON SDS SCREWS

IN TWO ROWS WITH SPACING 16" O.C.

J. LAMINATING 2X COMPRESSION MEMBERS (COLUMNS):

-(2) 2X6 LAMINATIONS: (2) ROWS OF 10D COMMON NAILS @ 6" O.C.

-(3) 2X6 LAMINATIONS: (2) ROWS OF 30D COMMON NAILS @ 8" O.C.

GLU-LAM BEAMS:

A. BEAMS TO BE BUILT IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED

LAMINATED MEMBERS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION".

B. GLUE-LAMINATED MEMBERS SHALL BE LAMINATED FROM COAST REGION DOUGLAS FIR LUMBER AND SHALL BE 24F-V4 STRUCTURAL GRADE FOR SINGLE SPANS, AND 24F-V8 STRUCTURAL GRADE FOR

CONTINUOUS AND CANTILEVERED SPANS.

C. STRESSES:

Fb = 2,400 psi E= 1.8e6 Fv = 265 psi Fc^ = 650 psi

SHEAR WALL SCHEDULE NOTES:

A. CONTRACTOR SHALL INSTALL SHEAR TRANSFER CONNECTIONS FROM DIAPHRAGM TO SHEARWALLS IN

ACCORDANCE TO DETAILS ATTACHED HEREIN.

B. THE ALLOWABLE SHEAR VALUES ARE APPLICABLE TO STUDS OF SPECIES GROUP II (DOUGLAS-FIR, SOUTHERN PINE).

C. USE SIMPSON A35 ANGLE TO ATTACH BLOCKING TO TOP PLATE AT FLOOR LINE. AT ROOF LINE USE

SIMPSON H-1 CLIPS @ EA. TRUSS (U.N.O.).

D. BLOCK ALL PANEL EDGES U.N.O.

E. ALL NAILS REFERENCED ARE COMMON NAILS (I.E. 6D=0.113", 8D=0.131", 10D=0.148", 12D=0.148" AND

16D=0.162"), UNLESS REFERENCED OTHERWISE. VALUES OF OTHER STANDARD CONSTRUCTION

FASTENERS WILL REQUIRE SPACING ADJUSTMENTS AND MUST BE APPROVED BY THE

ENGINEER-OF-RECORD.

F. DO NOT PENETRATE SURFACE PLY OF SHEATHING WITH HEAD OF FASTENER.

G. USE HOT DIPPED GALVANIZED NAILS AT ALL EXTERIOR APPLICATIONS.

H. A.B. - ANCHOR BOLTS

I. WHERE PANELS ARE APPLIED ON BOTH SIDES OF THE WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON

EITHER SIDE, PANEL EDGES SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING

SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EITHER SIDE SHALL BE STAGGERED.

J. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE 8D NAILS ARE SPACED 2" OR LESS O.C., OR WHERE 10D NAILS HAVING PENETRATION

INTO FRAMING OF MORE THAN 15

8" ARE SPACED 3" OR LESS O.C.

K. MINIMUM NAIL PENETRATIONS: 6D=114", 8D=112", AND 10D=15

8".

L. NAILS FOR GYPSUM WALLBOARD CAN BE COOLER OR WALLBOARD NAILS.

M. C-D, C-C SHEATHING, PLYWOOD PANEL SIDING, AND OTHER GRADES COVERED IN APA PLYWOOD DESIGN

SPECIFICATION.

N. SHEATHING FACE GRAIN CAN BE APPLIED PERPENDICULAR OR PARALLEL TO WALL STUDS, PROVIDED

STUDS ARE SPACED A MAXIMUM OF 16" O.C.

O. NOT ALL WALL TYPES SHOWN MAY BE USED ON PROJECT.

P. 3"x3"x14" PLATE WASHER REQUIRED @ EA. A.B. PLACE WITHIN 12" OF STRUCTURAL PANEL SHEATHING

STRUCTURAL INSPECTION AND TESTING:

A. CONTRACTOR SHALL PROVIDE WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL

AND OWNER PRIOR TO COMMENCEMENT OF WORK AS REQUIRED BY OSSC SECTION 1704.2.3.

B. ALL CONSTRUCTION SHALL BE INSPECTED IN CONFORMANCE WITH THE OREGON STRUCTURAL

SPECIALTY CODE.

C. ALL ITEMS NOTED AS REQUIRING SPECIAL INSPECTION PER THE OREGON STRUCTURAL SPECIALTY CODE IN ACCORDANCE WITH SECTION 1705, SHALL BE PERFORMED BY A QUALIFIED PERSON WHO CAN DEMONSTRATE COMPETENCE FOR THE PARTICULAR TYPE OF CONSTRUCTION BEING INSPECTED. THE SPECIAL INSPECTIONS SHALL BE PERFORMED IN ADDITION TO THE INSPECTIONS REQUIRED BY THE OREGON STRUCTURAL SPECIALTY CODE, THE PLANS AND SPECIFICATIONS, THE ARCHITECT OF RECORD, AND THE BUILDING OFFICIALS.

DESIGN LOADS:

A. ROOF LOADS:

DEAD LOAD = 15 psf SNOW LOAD = 25 psf (MIN.) or pf + DRIFT or 20psf @ SLOPED ROOF pg = 10 psf pf = 7.0 psf ce = 1.0 ct = 1.0

B. WIND DESIGN DATA:

ULTIMATE WIND SPEED = 98 mph

EXPOSURE = "C"

RISK CATEGORY II

MWFRS - DIRECTIONAL PROCEDURE: (ASCE 7-16 CH. 27)

Kd = 0.85 G = 0.85 Kzt = 1.0

COMPONENTS AND CLADDING:

INTERIOR PRESSURE COEFFICIENT = ±0.18

ZONE 1: +8.5 psf* / -33.3 psf ZONE 2: +8.5 psf* / -44.0 psf ZONE 3: +8.5 psf* / -60.0 psf ZONE 4: +19.2 psf / -20.8 psf ZONE 5: +19.2 psf / -25.5 psf

*MIN. ULTIMATE PRESSURE = 16 psf

ULTIMATE DESIGN WIND PRESSURE (1.0W) BASED ON 10 SF AREA AND MAY BE ADJUSTED

AS REQUIRED PER ASCE7 FOR LARGER AREAS.

C. SEISMIC DESIGN DATA:

SS = 0.795 S1 = 0.420

SITE CLASS = D

SDS = 0.636 SD1 = 0.526

SEISMIC DESIGN CATEGORY D

BASIC SEISMIC FORCE RESISTING SYSTEM:

- PLYWOOD SHEARWALLS R = 6.5

EQUIVALENT LATERAL FORCE ANALYSIS

RISK CATEGORY = II

D. IMPORTANCE FACTORS:

SNOW (Is) = 1.0 SEISMIC (Ie) = 1.0

1. THE ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH OSSC SECTION 1705 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL

SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING

SECTION, THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE

TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS

DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY

MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE

BROUGHT TO THE ATTENTION OF THE ARCHITECT. ALL DISCREPANCIES SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO

THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR

SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL

INSPECTION WAS TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE

APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED

COMPONENTS.

2. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR

PER OSSC SECTION 1704.2.5.1.

3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL

TIMES OBSERVING THE WORK REQUIRING THE SPECIAL INSPECTION. PERIODIC SPECIAL

INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT TIME INTERVALS

NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE.

4. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED

DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND

FURNISHES EVIDENCE OF COMPLIANCE.

5. POST INSTALLED ANCHORS REQUIRE PERIODIC INSPECTION (OSSC TABLE 1705.3) UNLESS A MORE

STRINGENT REQUIREMENT IS IMPOSED BY THE INDIVIDUAL ANCHOR'S RESEARCH REPORT.

D. OWNER OR OWNERS REPRESENTATIVE TO RETAIN AN APPROVED SPECIAL INSPECTOR TO OBSERVE AND

APPROVE ALL REQUIRED SPECIAL INSPECTION ITEMS.

E. SPECIAL INSPECTION REPORTS TO BE PROVIDED TO THE BUILDING OFFICIAL & DESIGN PROFESSIONALS

IN A TIMELY MANNER AND IN ACCORDANCE WITH OSSC SECTION 1704.2.4.

DESCRIPTION OF WORK

IBC SECTION 1704

INSPECTION FREQUENCY

CONTINUOUS3 PERIODIC3 COMMENTS

PREFAB. CONSTRUCTION (1704.2.5)

POST INSTALLED ANCHORS (1705.1.1 & TABLE 1705.3 (4))

ADHESIVE ANCHOR INSTALLATION

MECHANICAL ANCHOR INSTALLATION

REQUIRED SPECIAL INSPECTIONS

REF. NOTE 4

X X

REF. NOTE 5

REF. NOTE 5

CODES AND STANDARDS:

A. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2019 OREGON

STRUCTURAL SPECIALTY CODE AND 2018 EDITION INTERNATIONAL BUILDING CODE INCLUDING

REFERENCE STANDARDS LISTED BELOW:

· AMERICAN NATIONAL STANDARDS INSTITUTE/AMERICAN SOCIETY OF CIVIL ENGINEERS -

(ANSI/ASCE 7-16)

· AMERICAN CONCRETE INSTITUTE (ACI 301 - 2016, ACI 318 - 2014)

· NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS - 2018)

· AMERICAN NATIONAL STANDARDS INSTITUTE/TRUSS PLATE INSTITUTE (ANSI/TPI 1-2014)

CONCRETE:

A. ALL CONCRETE WORK SHALL CONFORM TO OSSC CHAPTER 19, "CONCRETE," ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS."

B. SPECIAL INSPECTIONS: ALL CONCRETE MIXES REQUIRE SPECIAL INSPECTION UNLESS OTHERWISE

NOTED.

C. REINFORCING: ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY NOTED IN PLANS AND DETAILS. WHERE REINFORCING IS NOT INDICATED, PROVIDE REINFORCING AS SHOWN IN SIMILAR

DETAILS AND VERIFY PLACEMENT WITH ENGINEER.

D. CONCRETE EXPOSED TO WEATHER: ALL CONCRETE MIXES EXPOSED TO WEATHER SHALL BE

AIR-ENTRAINED WITH AN AIR CONTENT OF 5% ±1%.

E. CONCRETE CAST AGAINST EXISTING: WHERE CONCRETE IS CAST AGAINST EXISTING OR PREVIOUSLY

CURED CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4" AMPLITUDE AND CLEAN SURFACE OF

LAITANCE, FOREIGN MATTER, PAINT AND LOOSE PARTICLES.

F. FLY ASH: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% FLY ASH CONFORMING TO

ASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C, PROVIDED THAT MIX STRENGTH IS

SUBSTANTIATED BY TEST DATA.

G. SLAG: PORTLAND CEMENT CONTENT MAY BE REPLACED WITH UP TO 25% SLAG CEMENT CONFORMING

TO ASTM C989, PROVIDED THAT MIX STRENGTH IS SUBSTANTIATED BY TEST DATA.

H. ADMIXTURES: WATER REDUCING ADMIXTURES CONFORMING TO ASTM C494 MAY BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND SHALL BE INCORPORATED IN THE

CONCRETE MIX DESIGN SUBMITTAL.

I. SLUMP: SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY THE CONTRACTOR AND SUPPLIER BASED UPON DELIVERY TIME AND METHOD OF PLACEMENT AND INCLUDED IN THE MIX DESIGN

SUBMITTAL INCLUDING INFLUENCE OF ADDITIVES.

J. WATER: WATER SHALL BE CLEAN AND POTABLE. NO WATER SHALL BE ADDED IN FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER AS A PROPORTION ALLOTTED WITHIN

APPROVED CONCRETE MIX DESIGN.

K. FIBROUS REINFORCEMENT: SHALL BE USED WHERE NOTED IN THE CONSTRUCTION DOCUMENTS OR AS A SUBSTITUTION REQUESTED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER AND ARCHITECT.

FIBER TYPE AND DOSAGE SHALL BE ADDED TO THE CONCRETE MIX AND FINISHED IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

L. SUBMITTALS: CONTRACTOR SHALL SUBMIT A COPY OF EACH CONCRETE MIX DESIGN AND (30) 28-DAY BREAK TEST RECORDS TO ENGINEER FOR REVIEW AND COMMENT. ALLOW SUFFICIENT TIME FOR REVIEW

AND APPROVAL BEFORE DELIVERY.

M. WEATHER: CONTRACTOR SHALL CAREFULLY MONITOR THE WEATHER IN THE DAYS PRECEDING AND

FOLLOWING SCHEDULED CONCRETE POURS. TEMPERATURES BELOW 40°F OR ABOVE 90°F CAN

ADVERSELY AFFECT THE QUALITY OF CONCRETE. SIMILARLY, OTHER ENVIRONMENTAL FACTORS SUCH AS LOW HUMIDITY AND HIGH WIND SPEEDS CAN ALSO AFFECT THE QUALITY OF CONCRETE. CONTRACTOR IS TO BE FAMILIAR WITH AND READY TO IMPLEMENT PROCEDURES OUTLINED IN ACI 305 / ACI 306 IN

THE EVENT OF WEATHER CONDITIONS.

N. PIPE & CONDUIT ARE NOT PERMITTED TO BE INSTALLED IN SLABS OR FOOTING TRENCHES WITHOUT

PRIOR APPROVAL OF THE ARCHITECT OR ENGINEER.

O. CONCRETE MIX DESIGNS:

COARSE

AGGREGATE

SIZE

MAXIMUM

WATER/CEMENT

RATIO

FOUNDATIONS, STEMWALLS,

AND RETAINING WALLS 11

2"

LOCATION ADD’L

NOTES

.46

MINIMUM

COMPRESSIVE

STRENGTH (F'c)

3,000

NOTES:

1. PER ASTM F710, WHEN A FLOOR COVERING IS TO BE INSTALLED OVER A SLAB, A

MINIMUM 10 MIL VAPOR RETARDER WITH A PERMEANCE OF 0.1 SHALL BE INSTALLED

UNDER SLAB. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.

2. SPECIAL INSPECTION NOT REQUIRED, DESIGN f1c=2500

SLABS ON GRADE .44 3,500 1,234"

PLYWOOD:

A. WALL SHEATHING:

32" PLYWOOD WALL SHEATHING APA RATED 24/0 EXPOSURE 1. LAY HORIZONTAL AND BLOCK ALL EDGES. ATTACH WITH 8D GALVANIZED COMMON NAILS 6" O.C. EDGES & 12" O.C. FIELD, UNLESS

NOTED OTHERWISE IN SHEARWALL SCHEDULE.

B. ROOF SHEATHING:

32"-5 PLY PLYWOOD ROOF SHEATHING APA RATED 32/16 EXTERIOR GLUE CD-X W/ 8D

GALVANIZED COMMON NAILS @ 6" O.C. EDGES AND 12" O.C. FIELD, UNLESS NOTED OTHERWISE ON PLANS. LAY PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. (BLOCK AS REQUIRED ON

PLAN)

DEVELOPMENT

FACTOR

DEVELOPMENT

LENGTH

CLASS B LAP SPLICE LENGTH

#3 #4 #5 #6 #7 #8

48 x D 18" 24" 30" 36"

52.5" 60"

23.4" 31.2" 39"

46.8" 68.3" 78"

BOTTOM BAR TOP BAR

48 x D 48 x D 48 x D 60 x D 60 x D

30.4" 40.6" 50.7" 60.8" 88.7" 101.4"

BAR SIZE

"D"

WOOD FRAMED TRUSSES:

A. TRUSS DESIGN DRAWINGS AND TRUSS PLACEMENT DIAGRAM SHALL BE STAMPED BY AN ENGINEER

LICENSED IN THE STATE OF OREGON RETAINED BY THE TRUSS MANUFACTURER.

B. ROOF TRUSSES TO CARRY ALL DEAD LOADS AND LOADS NOTED AS FOLLOWS. LOADS TO BE COMBINED

PER OSSC CHAPTER 16 & ASCE 7 CHAPTER 2.

· LIVE LOADS & ROOF LIVE LOADS PER OSSC CHAPTER 16, TABLE 1607.1 AND ASCE 7 CHAPTER 4, TABLE 4.3-1.

· SNOW LOADS PER OSSC CHAPTER 16, SECTION 1608 AND ASCE 7 CHAPTER 7

· WIND LOADS PER OSSC CHAPTER 16, SECTION 1609 AND ASCE 7 CHAPTER 26 AND CHAPTER 30.

C. ROOF TRUSSES TO BE DESIGNED TO RESIST ALL AXIAL LOADS AS SPECIFIED ON THE CONSTRUCTION

DOCUMENTS.

D. TRUSS MANUFACTURER'S DESIGN SHALL INCLUDE ALL TEMPORARY REQUIRED BRACING AND SHORING

FOR THE ERECTION AND INSTALLATION OF THE ROOF TRUSSES.

E. TRUSS MANUFACTURER'S DESIGN SHALL INCLUDE ALL BLOCKING, BRIDGING, FASTENING, AND ATTACHING DEVICES TO CARRY THE SPECIFIED LOADS INCLUDING PLY TO PLY TRUSS CONNECTIONS.

F. ERECTION AND INSTALLATION OF THE ROOF TRUSSES BY THE CONTRACTOR SHALL BE IN ACCORDANCE

WITH THE SPECIFICATIONS AND DESIGN SET FORTH BY THE MANUFACTURER.

G. THE TRUSS MANUFACTURER SHALL SUPPLY ALL TRUSSES, ASSOCIATED LOAD TRANSFER BLOCKS, HANGERS, BRACING, BRIDGING, BLOCKING, AND BEVELED PLATES AS REQUIRED TO COMPLETE THE ROOF

TRUSS FRAMING.

H. EACH TRUSS SHALL BE ATTACHED TO THE DOUBLE TOP PLATE OF WALL WITH SIMPSON H1 CLIPS U.O.N

ON CONSTRUCTION DOCUMENTS.

I. EACH GIRDER TRUSS SHALL BE ATTACHED TO A MINIMUM DOUBLE STUD IN WALL BELOW WITH SIMPSON

LGT GIRDER TIEDOWN U.O.N ON CONSTRUCTION DOCUMENTS. EDGE NAIL WALL SHEATHING TO

DOUBLE STUD.

J. MAKE ALL BOTTOM CHORD CONNECTIONS AFTER DEAD LOAD HAS BEEN APPLIED. PROVIDE DEFLECTION

CAPABILITY UNLESS TRUSS DESIGNED FOR SUPPORT BY INTERIOR WALLS.

K. TRUSS MANUFACTURER SHALL SUBMIT TRUSS DESIGN DRAWINGS WITH ALL REQUIREMENTS AS

SPECIFIED IN SECTION 2303.4.1.1 OF THE I.B.C AS FOLLOWS:

1. SLOPE OR DEPTH, SPAN AND SPACING PER CONSTRUCTION DOCUMENTS.

2. LOCATION OF ALL JOINTS AND SUPPORT LOCATIONS.

3. NUMBER OF PLIES IF GREATER THAN ONE.

4. REQUIRED BEARING WIDTHS ASSUMING AN ALLOWABLE COMPRESSION PERPENDICULAR TO

GRAIN OF 625 psi (DF #2).

5. DESIGN LOADS AS APPLICABLE INCLUDING:

I. TOP CHORD LIVE LOAD OF 20 psf (MIN) OR APPROPRIATE SNOW LOAD.

· Cd = 1.25 FOR ROOF LIVE LOAD

· Cd = 1.15 FOR ROOF SNOW LOAD

II. TOP CHORD DEAD LOAD OF 7 psf (MIN).

III. BOTTOM CHORD LIVE LOAD OF 10 psf (min). NEED NOT BE APPLIED SIMULTANEOUSLY WITH ROOF SNOW

OR LIVE LOAD.

IV. BOTTOM CHORD DEAD LOAD OF 10 psf (MIN).

V. ADDITIONAL LOADS AND LOCATIONS, SUCH AS CONCENTRATED LOADS AND THEIR POINTS OF

APPLICATION.

VI. ENVIRONMENTAL DESIGN CRITERIA AND LOADS (WIND, RAIN, SNOW, SEISMIC, ETC).

6. OTHER LATERAL LOADS, INCLUDING DRAG STRUT LOADS IF SPECIFIED ON THE

CONSTRUCTION DOCUMENTS.

7. ADJUSTMENTS TO WOOD MEMBER AND METAL CONNECTOR PLATE DESIGN VALUE FOR

CONDITIONS OF USE.

8. MAXIMUM REACTION FORCE AND DIRECTION, INCLUDING MAXIMUM UPLIFT REACTION

FORCES WHERE APPLICABLE.

9. METAL-CONNECTOR-PLATE TYPE, SIZE AND THICKNESS OR GAGE, AND THE DIMENSIONED

LOCATION OF EACH METAL CONNECTOR PLATE EXCEPT WHERE SYMMETRICALLY LOCATED

RELATIVE TO THE JOINT INTERFACE.

10. SIZE, SPECIES AND GRADE FOR EACH MEMBER TO BE SPECIFIED BY THE TRUSS

MANUFACTURER.

11. TRUSS-TO-TRUSS CONNECTIONS AND TRUSS FIELD ASSEMBLY REQUIREMENTS.

12. CALCULATED SPAN-TO-DEFLECTION RATIO AND MAXIMUM VERTICAL AND HORIZONTAL

DEFLECTION FOR LIVE AND TOTAL LOADS WITH THE MAXIMUM LIVE LOAD DEFLECTION

LIMITED TO L/240 OF THE SPAN. LONG TERM CREEP OF 1.5 MUST BE APPLIED TO DEAD

LOAD DEFLECTION.

13. MAXIMUM AXIAL TENSILE AND COMPRESSION FORCES IN THE TRUSS MEMBERS.

14. REQUIRED PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT LOCATION AND THE

METHOD AND DETAILS OF RESTRAINT/BRACING TO BE USED IN ACCORDANCE WITH

SECTION 2303.4.1.2 TO BE DESIGNED AND SET FORTH IN THE TRUSS DESIGN DRAWINGS BY

THE TRUSS DESIGN PROFESSIONAL.

HOLDOWNMARK

DENOTES LOCATION OF HOLDOWN AT BOTTOM OF WALL

ANCHOR

BOLT

ANCHORAGE

TO WOOD REMARKS

LENGTH

EMBED.

STEMWALL

MINIMUM

MEMBER

MINIMUM

NOTES:

1. HOLDOWNS BY SIMPSON STRONG-TIE COMPANY, INC. SEE SIMPSON

CATALOG FOR PROPER INSTALLATION.

2. HARDMOUNT ALL HOLDOWN ANCHORS PRIOR TO CONCRETE POUR.

3. EDGE NAIL SHEATHING TO ALL POSTS OR BOUNDARY MEMBERS AT HOLDOWNS.

4. LOCATE HD WITHIN 6" OF END OF SHEAR PANEL.

5. INSTALL HD MINIMUM OF 5" CLEAR FROM CORNER.

6. LAMINATE STUDS WITH 16d NAILS AT 12" O.C. STAGGERED. CLINCH TIPS OF NAILS.

7. USE SIMPSON SDS 1 4"Ø WOOD SCREWS.

8. ASSUMES A DF SILL OR SOLE PLATE. 6x6 BOUNDARY MEMBER REQUIRED WITH

HF SOLE PLATE.

9. 5

8" THREADED ROD THROUGH FLOOR TO HDU2 AT TOP OF LOWER WALL

HOLDOWN SCHEDULE1,2,3,4,5

(NOT ALL HOLDOWN TYPES SHOWN MAY BE USED ON PROJECT)

8"

(2) 2x66

(2) 2x66

(6) 14"x21 2"7

(10) 14"x21 2"7

ALLOWABLE LOAD (WIND)

HDU2 SSTB16 6"

HDU4 SSTB20 6"

3,075#

4,145#

8" 2,550#

3,145#

SIZE

ANCHOR

8"∅

8"∅

MID-WALL CORNER/END

3,075#

3,880#

ALLOWABLE LOAD (SEISMIC)

MID-WALL CORNER/END

2,550#

2,960#

WALL

TYPE

STRUCTURAL PANEL

SHEATHING

EDGE

NAILING

FIELD

NAILING REMARKS SOLE PLATE

CONNECTION

VALUE (plf)

SEISMIC

SHEAR

VALUE (plf)

WIND

SHEAR

A

B

24" O.C. 260 325

16" O.C. 380 488

NOTES:

1. BLOCK ALL EDGES OF SHEATHING. U.O.N.

2. DO NOT BREAK SHEATHING SKIN BY OVER DRIVING NAILS.

3. PRE-DRILL AS REQUIRED TO AVOID SPLITTING SILLS, ETC.

4. NAILS SHOULD BE LOCATED 3 8" CLEAR OF PANEL EDGES.

5. USE SIMPSON A35 CLIPS TO ATTACH BLOCKING OR GABLE TO TOP PLATE AT FLOOR LINE. AT ROOF LINE USE

SIMPSON H1 CLIPS AT EACH TRUSS (U.O.N.)

6. VALUES OF OTHER STANDARD CONSTRUCTION FASTENERS WILL REQUIRE SPACING ADJUSTMENTS AND MUST BE

APPROVED BY THE ENGINEER-OF-RECORD.

7. USE HOT DIPPED GALVANIZED NAILS AT ALL EXTERIOR APPLICATIONS.

8. C-D, C-C SHEATHING, PLYWOOD PANEL SIDING, AND OTHER GRADES COVERED IN APA PLYWOOD DESIGN

SPECIFICATION.

9. SHEATHING FACE GRAIN CAN BE APPLIED PERPENDICULAR OR PARALLEL TO WALL STUDS, PROVIDED STUDS ARE

SPACED A MAXIMUM OF 16" OC.

10. 3"x3"x1 4" WASHER REQUIRED AT EACH A.B. PLACE WITHIN 12" OF STRUCTURAL PANEL SHEATHING.

11. ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A 3"

NOMINAL OR THICKER MEMBER OR (2) 2" MEMBERS NAILED WITH 10d NAILS 4" OC STAGGERED. PANEL JOINT

NAILING SHALL BE STAGGERED.

12. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL MEMBER OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2" OR LESS OC, OR WHERE 10d NAILS HAVE PENETRATION INTO FRAMING

OF MORE THAN 112" ARE SPACED 3" OR LESS OC.

SILL PLATE CONN. (A.B.)

16" OSB or

32" PLYWOOD

16" OSB or

32" PLYWOOD

A35 CLIP DOUBLE

TOP PLATE CONN.5

2'-8" O.C.10

1'-4" O.C.10

4'-0" O.C.10

2'-8" O.C.10

16d NAILS @ 6" O.C.

16d NAILS @ 41

2" O.C.

12"∅x10"

LONG

8"∅x10"

LONG

SHEAR WALL SCHEDULE1,2,3,4,6,7,8,9

(NOT ALL WALL TYPES SHOWN MAY BE USED ON PROJECT)

0.131"∅ x 2.5"

NAILS @ 6" O.C.

0.131"∅ x 2.5"

NAILS @ 4" O.C.

0.131"∅ x 2.5"

NAILS @ 12" O.C.

0.131"∅ x 2.5"

NAILS @ 12" O.C.

07-31-2024

SCHEDULES

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OREGON

AutoCAD SHX Text 63202

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EXPIRES: JUNE 30, 2026

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