VICINITY MAP

PROJECT DATA

SHEET INDEX

NEW ANIMAL BARN

MOUNT SI HIGH SCHOOL

CONSTRUCTION SET - 7 / 26 / 2021

ABBREVIATIONS

LEGAL DESCRIPTION

GENERAL NOTES

SYMBOLS LEGEND

SNOQUALMIE VALLEY SCHOOL DISTRICT

PROJECT SITE

DEFERRED SUBMITTALS

··

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

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IG

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AL

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ISSUE DATE

1927

CURRENT REVISION

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DRAWN BY

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APPROVED BY

REVISION DATE

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S.C.

S.C.

S.C.

A0.01

COVER SHEET

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

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EN

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42"

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ISSUE DATE

1927

CURRENT REVISION

PR

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N

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8651

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CONSTRUCTION SET

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APPROVED BY

REVISION DATE

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9806

5

S.C.

S.C.

A1.01

PARCEL MAP AND

OVERALL SITE PLAN

NO

RTH

PARCEL MAP

S.C.

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

OC

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EN

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42"

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ISSUE DATE

1927

CURRENT REVISION

PR

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N

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8651

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DRAWN BY

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APPROVED BY

REVISION DATE

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9806

5

S.C.

S.C.

A1.02

PARTIAL SITE PLAN

- AREA OF WORK

S.C.

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

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EN

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0" X

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ISSUE DATE

1927

CURRENT REVISION

PR

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N

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8651

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SNO

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DRAWN BY

CHECKED BY

APPROVED BY

REVISION DATE

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9806

5

S.C.

A2.04

FLOOR PLANS

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

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EN

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ISSUE DATE

1927

CURRENT REVISION

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8651

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CONSTRUCTION SET

DRAWN BY

CHECKED BY

APPROVED BY

REVISION DATE

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9806

5

S.C.

S.C.

S.C.

A3.01

EXTERIOR ELEVATIONS

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

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EN

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ISSUE DATE

1927

CURRENT REVISION

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8651

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CONSTRUCTION SET

DRAWN BY

CHECKED BY

APPROVED BY

REVISION DATE

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S.C.

S.C.

S.C.

A3.02

BUILDING SECTION,

STAIR SECTION

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

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4

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ISSUE DATE

1927

CURRENT REVISION

PR

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N

AM

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8651

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DOW

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SNO

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CONSTRUCTION SET

DRAWN BY

CHECKED BY

APPROVED BY

REVISION DATE

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S.C.

S.C.

S.C.

A3.03

WALL SECTIONS

PROJECT NO.

1402 3rd Ave Suite 730

Seattle, WA 98101

OR

IG

IN

AL

D

OC

UM

EN

T S

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0" X

4

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ISSUE DATE

1927

CURRENT REVISION

PR

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N

AM

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8651

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7/26/21

CONSTRUCTION SET

DRAWN BY

CHECKED BY

APPROVED BY

REVISION DATE

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9806

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S.C.

S.C.

S.C.

A8.01

DETAILS

MOUNT SI HIGH SCHOOL

NEW ANIMAL BARN

8651 MEADOWS BROOK WAY SE SNOQUALMIE, WA 98065

SHEET INDEX

Sheet Number Sheet Name

S0.00 COVER SHEET

S1.00 GENERAL STRUCTURAL NOTES

S1.01 GENERAL STRUCTURAL NOTES

S1.02 GENERAL STRUCTURAL NOTES

S1.03 PLAN NOTES AND LEGENDS

S2.00 FRAMING PLANS

S3.01 CONCRETE DETAILS

S5.01 MASONRY AND STEEL DETAILS

S6.01 TYPICAL WOOD FRAMING DETAILS

S6.02 WOOD FLOOR AND ROOF FRAMING DETAILS

S6.03 WOOD SHEAR WALL DETAILS

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

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n as

an

inst

rum

ent o

f pro

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iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

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be

used

, in

who

le o

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par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

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A 9

80

65

S0.00

COVER SHEET

07/27/2021

21003

CONSTRUCTION SET

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CMP10/7/27/26/21

1. THE PROJECT SPECIFICATIONS FORM A PART OF THESE GENERAL NOTES. THESE NOTES SHALL APPLY TO ALL DRAWINGS AND GOVERN UNLESS OTHERWISE NOTED OR SPECIFIED. WHERE NOTES AND DETAILS ON DRAWINGS AND THESE NOTES AND TYPICAL DETAILS ARE IN CONFLICT WITH THE PROJECT SPECIFICATIONS, THE MOST STRINGENT SHALL APPLY.

2. ALL MATERIALS, DESIGN, WORKMANSHIP, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE CODE AMENDMENTS, 2018 EDITION.

3. ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY, UNLESS OTHERWISE NOTED. TYPICAL DETAILS MAY NOT BE NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE NO

DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. ANY ALTERNATE DETAILS PROPOSED BY THE CONTRACTOR SHALL BE PROVIDED WITH CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE.

4. DETAILS OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME NATURE AS SHOWN FOR OTHER SIMILAR CONDITIONS.

5. COMPARISON OF STRUCTURAL DRAWINGS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS WITH REFERENCE TO MATERIALS, LAYOUT, DIMENSIONS, AND ELEVATIONS SHALL BE MADE BY THE GENERAL CONTRACTOR BEFORE STARTING WORK. ANY DISCREPANCIES SHALL BE PROVIDED TO THE ARCHITECT AND ENGINEER FOR REVISED DIRECTION.

6. ONLY WRITTEN DIMENSIONS SHALL BE USED. DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR ARE NOT CLEAR, CONTACT THE ARCHITECT AND ENGINEER FOR CLARIFICATION.

7. EXISTING SITE CONDITIONS SHOWN ON THE DRAWINGS REPRESENTS THE PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. ANY CONFLICTS OR DISCREPANCIES BETWEEN THE DRAWINGS AND SITE CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER FOR CORRECTION. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE STRUCTURAL ENGINEER OF RECORD.

8. SAFETY MEASURES ON THE JOBSITE ARE THE SOLE AND COMPLETE RESPONSIBILITY OF THE CONTRACTOR DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT. RESPONSIBILITIES EXTEND TO SAFETY OF ALL PERSONS AND PROPERTY, AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEW OF THESE CONDITIONS. REQUIREMENTS SHALL APPLY CONTINUOUSLY AND SHALL NOT BE LIMITED TO NORMAL WORKING HOURS.

9. CONTRACTOR IS RESPONSIBLE FOR INSTALLING TEMPORARY BRACING, BOTH FOR VERTICAL LOADS AND LATERAL STABILITY, FOR THE STRUCTURE AND ALL COMPONENTS UNTIL FINAL CONNECTIONS AND CONDITIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS.

10. ALL STRUCTURAL SYSTEMS COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PROVIDED BY THE SUPPLIER.

11. SEISMIC BRACING, ANCHORAGE, AND GRAVITY SUPPORT FOR ALL MECHANICAL AND ELECTRICAL EQUIPMENT SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON EXCEPT FOR ELEMENTS EXPLICITLY SHOWN AND DETAILED IN THE STRUCTURAL DRAWINGS. THE MECHANICAL AND ELECTRICAL CONTRACTORS ARE RESPONSIBLE FOR PROCURING ENGINEERING FOR THE NECESSARY SUPPORTS, BRACING, AND ANCHORAGE OF THESE COMPONENTS AND ARE LIABLE FOR ALL RELATED COSTS. SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 7-16.

12. CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE MEANS, METHODS, AND SEQUENCING OF CONSTRUCTION AS REQUIRED. SITE VISITS PERFORMED BY

THE OWNER’S REPRESENTATIVE DO NOT INCLUDE INSPECTIONS OF MEANS AND METHODS OF CONSTRUCTION PERFORMED BY THE CONTRACTOR.

SPECIAL INSPECTIONS AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS IN BUILDINGS, STRUCTURES, AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360-16, CHAPTER N. CONTINUOUS AND PERIODIC INSPECTIONS

ARE REQUIRED AT “P” AND “O” TASKS, RESPECTIVELY, AS DEFINED IN AISC 360-16.

STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE

STEEL CONSTRUCTION

1705.2.1

SHOP AND FIELD WELDING CONTINUOUS/PERIODIC (QA AISC 360 CH. N5.4) 1705.2.1

MATERIAL VERIFICATION PERIODIC(IDENTIFICATION MARKS / MANUFACTURER'S TEST REPORTS)

1705.2.1

MASONRY CONSTRUCTION

REINFORCEMENT

REINFORCING WELDING PERIODIC (CONTINUOUS FOR SHEAR WALL, OR SHEAR REINFORCING, AND ALL WELDS GREATER THAN 5/16")

TABLE 1705.3, ITEM 2c

PERIODIC AND PRIOR TO CONCRETE POURS TABLE 1705.3, ITEM 1

ANCHOR BOLT PLACEMENT

CONCRETE PLACEMENT(EXCEPTIONS 1-5 OF 1705.3 DO NOT APPLY)

CONTINUOUS TABLE 1705.3, ITEM 5, 6, 7

PERIODIC AND PRIOR TO CONCRETE POURS TABLE 1705.3, ITEM 3

CURING PROCEDURE PERIODIC TABLE 1705.3, ITEM 8, 11

FORMWORK PERIODIC TABLE 1705.3, ITEM 12

LEVEL 2 SPECIAL INSPECTION(RISK CATEGORY I, II, OR III)

PERIODIC (CONTINUOUS FOR GROUTING, AND REINFORCEMENT BAR WELDING)

1705.4TMS 402/602-16

TABLE 4(QA PER TABLE 3)

WOOD CONSTRUCTION

FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC.

PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS,

SHEATHING, SHEAR WALLS, STRUTS, AND HOLDOWNS

1705.11.11705.12.2

CONCRETE CONSTRUCTION

ANCHORS CAST IN CONCRETE PERIODIC TABLE 1705.3, ITEM 3

MECHANICAL ANCHORS PERIODIC, INCLUDING REQUIRED TORQUE TESTS PER APPROVEDICC-ES REPORTS

TABLE 1705.3, ITEM 4

EPOXY GROUTED REBAR PERIODIC, INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS

CONTINUOUS FOR HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

TABLE 1705.3, ITEM 4

ACI 318-14,SECTION 17.8

SOIL COMPACTION CONTINUOUS 1705.6

GEOTECHNICAL REQUIREMENTS

GENERAL NOTES

13. DEAD LOADS: CONSIST OF BUILDING SELF-WEIGHT PLUS SUPERIMPOSED DEAD LOADS. REFER TO COMPLETE SET OF DRAWINGS WHEN DETERMINING DEAD LOADS.

ROOF SNOW LOADS: 35 PSF IN ACCORDANCE WITH CITY OF SNOQUALMIE REQUIREMENTS.

LIVE LOADS: REDUCIBLE UNLESS OTHERWISE NOTED.

AREA DESIGN LIVE LOAD

STAIRWAYS 100 PSF (NON-REDUCIBLE)LIGHT STORAGE 125 PSF (NON-REDUCIBLE)GUARDRAILS/BALCONY RAILS 50 PLF OR 200 LB CONCENTRATED LOADMECHANICAL UNITS SEE DRAWINGS FOR MAX. ALLOWABLE WEIGHTS

SEISMIC DESIGN LOADS:

SS = 1.15gS1 = 0.40gSDS = 0.92gSD1 = 0.51gSITE CLASS = DRISK CATEGORY = IISEISMIC IMPORTANCE FACTOR, IE = 1.0SEISMIC DESIGN CATEGORY = D

WOOD (UPPER STORY):LATERAL FORCE RESISTING SYSTEM = WOOD SHEATHED WALLS RATED FOR SHEARRESPONSE MODIFICATION FACTOR, R = 6.5DISPLACEMENT AMPLIFICATION FACTOR, CD = 4.0OVERSTRENGTH FACTOR, Ω0 = 3.0SEISMIC RESPONSE COEFFICIENT, CS = 0.14

CONCRETE MASONRY UNIT (LOWER STORY):LATERAL FORCE RESISTING SYSTEM = SPECIALLY REINFORCED CONCRETE MASONRY WALLSRESPONSE MODIFICATION FACTOR, R = 5.0DISPLACEMENT AMPLIFICATION FACTOR, CD = 3.5OVERSTRENGTH FACTOR, Ω0 = 2.5SEISMIC BASE SHEAR = 32 kSEISMIC ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCESEISMIC RESPONSE COEFFICIENT, CS = 0.18

DESIGN CRITERIA

14. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY AN INDEPENDENT TESTING AGENCY RETAINED BY THE OWNER TO PERFORM THE TESTS AND INSPECTIONS AS REQUIRED BY IBC CHAPTER 17 WITH REPORTS PER IBC SECTION 1704.2.4. REPORTS SHALL BE SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING ARE PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLE BELOW FOR ADDITIONAL INFORMATION:

STRUCTURAL SPECIAL INSPECTIONS

DESCRIPTION SEISMIC DESIGN REQUIREMENTS SPECIAL INSPECTIONS

EXTERIOR WALLS, CLADDING, & CONNECTIONS

ASCE 7-16, SECTION 13.5.3 REQUIRED FOR WALL FRAMING, AND FOR CONNECTIONS OF VENEER, OR CLADDING

WEIGHING MORE THAN 5 PSF (IBC 1705.12.5)

PARTITION WALLS ASCE 7-16, SECTION 13.5.8 REQUIRED DURING ERECTION AND FASTENING FOR WALLS WEIGHING MORE THAN 15 PSF

(IBC 1705.12.5)

15. SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS, THEIR SUPPORTS AND ATTACHMENTS, SHALL SATISFY THE REQUIREMENTS OF ASCE 7-16, CHAPTER 13 AS SUMMARIZED BELOW:

16. CONTRACTOR STATEMENT OF RESPONSIBILITY: IT IS THE CONTRACTOR’S RESPONSIBILITY TO SUBMIT A WRITTEN STATEMENT OF

RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER OR OWNER’S AUTHORIZED AGENT PRIOR TO THE COMMENT OF WORK IN ACCORDANCE WITH IBC SECTION 1704.4. CONTRACTOR SHALL ACKNOWLEDGE THE SPECIAL REQUIREMENTS CONTAINED IN THE SCHEDULE OF SPECIAL INSPECTIONS.

17. STRUCTURAL OBSERVATION IS REQUIRED BY THE PROVISIONS OF IBC SECTION 1704.6 BY THE STRUCTURAL ENGINEER OF RECORD DURING SIGNIFICANT CONSTRUCTION STAGES. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110, 1704, OR OTHER SECTIONS. STRUCTURAL OBSERVATION CONSISTS OF VISUAL OBSERVATION FOR GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS.

GLAZING SYSTEMS ASCE 7-16, SECTION 13.5.9 NOT REQUIRED

LIFE SAFETY COMPONENTS VERIFICATION OF CERTIFICATE OF COMPLIANCE ON COMPONENT LABEL (IBC 1705.12.4)

ASCE 7-16, SECTION 13.6, AND IBC 1705.13.2

EMERGENCY AND STANDBY POWER SYSTEMS, PIPING SYSTEMS DESIGNED TO CARRY HAZARDOUS MATERIALS AND

THEIR ASSOCIATED UNITS AND DUCTWORK, AND VIBRATION ISOLATION

SYSTEMS WHERE ¼” OR LESS CLEARANCE BETWEEN THE EQUIPMENT AND SUPPORT FRAME AND RESTRAINT

ARE REQUIRED

ASCE 7-16, SECTION 13.6, AND IBC 1705.13.2

INSTALLATION AND ANCHORAGE(IBC 1705.12.6, ITEMS 1-6)

ALL OTHER MECHANICAL AND ELECTRICAL COMPONENTS NOT LISTED

NOT REQUIREDASCE 7-16, SECTION 13.6

18. DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON CONSERVATIVE DESIGN ASSUMPTIONS AND ASSUMED ALLOWABLE BEARING VALUES IN ACCORDANCE WITH THE CITY OF SNOQUALMIE REQUIREMENTS. FOOTINGS SHALL BEAR ON FIRM, COMPACTED SOILS AND ARE DESIGNED BASED ON AN ALLOWABLE SOIL PRESSURE OF 700 PSF WITH A 1/3 ALLOWABLE INCREASE FOR SEISMIC LOADS. BOTTOM OF FOOTINGS SHALL BE A MINIMIUM OF 18" BELOW LOWEST ADJACENT FINISH FLOOR FOR MINIMUM FROST DEPTH REQUIREMENTS.

19. CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDING LAGGING, TEMPORARY SHORING, AND UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.

20. CONTRACTOR SHALL PROVIDE DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, OR SEEPAGE. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE.

21. EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE WALLS HAVE ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDINGS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETE, IN-PLACE, AND ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL PROCEDURE DESIGNS, AND PERMITS FOR INSTALLATION OF SUCH BRACING.

FOUNDATIONS AND SITE WORK

FIELD GLUING CONTINUOUS ELEMENTS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM

1705.11.11705.12.2

WIND DESIGN LOADS:BASIC WIND SPEED (3 SEC. GUST) = 98 MPHRISK CATEGORY = IIEXPOSURE TYPE = BINTERNAL PRESSURE COEFFICIENT = ± 0.55TOPOGRAPHIC FACTOR, KZT = 1.0WIND BASE SHEAR = 18 kCOMPONENTS AND CLADDING DESIGN PRESSURES:MAXIMUM AT WALLS = 25/15 PSF (LRFD/ASD)GROSS UPLIFT AT ROOF = 44/27 PSF (LRFD/ASD)

WIND PRESSURES ARE BASED ON LESS THAN TEN SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES. REDUCED DESIGN PRESSURES MAY BE CALCULATED USING THE PROVISIONS OF ASCE 7-16, CHAPTER 30.

DESIGN CRITERIA (CONT.)

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DRAWN BY

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1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

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26. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH ACI 318-14 CHAPTER 26, AND ACI 301. NO MORE THAN ONE GRADE OF CONCRETE SHALL BE ON THE JOB SITE AT ANY ONE TIME.

27. CONCRETE STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS UNLESS A MORE STRINGENT REQUIREMENT IS SPECIFIED ELSEWHERE IN THE CONTRACT DOCUMENTS:

CONCRETE CONSTRUCTION

CONSTRUCTION TYPE 28 DAY STRENGTH (f'c)

EXPOSURE CLASSES(ACI 318-14, TABLES 19.3.1.1 AND 19.3.2.1)

FOUNDATIONS F0, S0, W0, C1

ALL OTHER CONCRETE 4,000 PSI F0, S0, W0, C0

4,000 PSI

32. CONCRETE FINISH REQUIREMENTS INCLUDING GROOVES, NOTCHES, CHAMFERS, AND ALL OTHER FINISH DETAILS SHALL BE PER THE ARCHITECTURAL DRAWINGS. REFER TO THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WALL OPENINGS IN CONCRETE WALLS. CONTRACTOR SHALL COORDINATE WITH MECHANICAL DRAWINGS FOR LOCATIONS OF ALL MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS AND SLABS.

33. BONDING AGENT SHALL BE “MASTEREMACO ADH 326” BY BASF CORPORATION, OR APPROVED EQUAL, AND SHALL BE USED WHERE NEW CONCRETE IS PLACED AGAINST HARDENED CONCRETE (OLDER THAN 56 DAYS). INSTALL IN ACCORDANCE WITH

MANUFACTURER’S INSTRUCTIONS. EXISTING SURFACES SHALL BE CLEAN AND FREE OF DEBRIS, AND FREE OF EXCESSIVE MOISTURE.

34. NON-SHRINK GROUT SHALL BE FROM AN APPROVED MANUFACTURER AND SHALL BE PLACED IN ACCORDANCE WITH THE

MANUFACTURER’S INSTRUCTIONS. STRENGTH SHALL BE EQUAL OR GREATER THAN THE MATERIAL ON WHICH IT IS PLACED, WITH A MINIMUM COMPRESSIVE STRENGTH AT OF 6,000 PSI AT 28 DAYS.

22. EXPANSION ANCHORS INTO CONCRETE SHALL MEET THE REQUIREMENTS LISTED BELOW, AND SHALL BE INSTALLED IN STRICT

ACCORDANCE WITH THE SPECIFIED ICC-ES REPORTS AND MANUFACTURER’S INSTRUCTIONS. SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ACCOMPANYING ICC-ES REPORTS THAT INDICATE EQUIVALENT OR GREATER LOAD CAPACITIES. ALL SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. DO NOT SUBSTITUTE EXPANSION BOLTS FOR EMBEDDED ANCHORS WITHOUT EXPLICIT APPROVAL BY THE STRUCTURAL ENGINEER. DO NOT REDUCE THE SPECIFIED EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.

MINIMUM EMBEDMENT DEPTHS FOR EXPANSION ANCHORS ARE AS FOLLOWS, UNLESS OTHERWISE NOTED:

ANCHORAGE

23. DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE

WITH THE ICC-ES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: “TE

SERIES” (0.157” DIAMETER) AS MANUFACTURED BY ITW RAMSET (ICC-ESR #1799); OR “X-U” (0.157” DIAMETER) AS

MANUFACTURED BY HILTI, INC. (ICC-ESR #2269); OR “STRONG-TIE PDPA” (0.157” DIAMETER) AS MANUFACTURED BY SIMPSON

STRONG-TIE COMPANY, INC. (ICC-ESR #2138); OR “CSI PIN” (0.157” DIAMETER) AS MANUFACTURED BY DEWALT/POWERS (ICC-ESR #2024); OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1"

UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3-1/2" TO NEAREST CONCRETE EDGE AND 6” BETWEEN FASTENERS UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

24. CONCRETE SCREW ANCHORS SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE WITH THE ICC-ES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBED REQUIREMENTS: "TITEN HD" AS

MANUFACTURED BY SIMPSON STRONG-TIE (ICC-ESR #2713); OR “KWIK HUS-EZ” AS MANUFACTURED BY HILTI, INC. (ICC-ESR

#3027); OR “SCREW-BOLT+” AS MANUFACTURED BY DEWALT/POWERS (ICC-ESR #3889). SUBSTITUTIONS PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC193. SPECIAL INSPECTION IS REQUIRED FOR ALL CONCRETE SCREW ANCHOR INSTALLATION. CONCRETE SCREW ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR EXPANSION BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL

ENGINEER. NOTIFY ENGINEER IF SCREW ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL – DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL.

25. EPOXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE ONE OF THE FOLLOWING INSTALLED IN STRICT ACCORDANCE WITH THE ICC-ES REPORTS INDICATED AND MANUFACTURER'S INSTRUCTIONS INCLUDING MINIMUM EMBEDMENT REQUIREMENTS: "SET-XP" BY SIMPSON STRONG-TIE, (ICC-ESR #2508); OR "HIT-HY 200" BY HILTI, INC. (ICC-

ESR #3187), “SAFE-SET” INSTALLATION WITH HOLLOW CARBIDE DRILL BIT IS PERMITTED; OR “PURE110+” AS MANUFACTURED BY DEWALT/POWERS (ICC-ESR #3298). SUBSTITUTIONS PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC-ES ACCEPTANCE CRITERIA AC308. SPECIAL INSPECTION OF EPOXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. EPOXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH

REINFORCING STEEL – DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE TO ACI 318-14 SECTION 17.8.2.2. HOLES SHALL BE HAMMER DRILLED AND DRY.

UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE:

1/2"Ø ROD OR #4 BAR . . . . . . . . . . . . . . . . . . . . . 6”

5/8"Ø ROD OR #5 BAR . . . . . . . . . . . . . . . . . . . . . 8”

3/4"Ø ROD OR #6 BAR . . . . . . . . . . . . . . . . . . . . . 10”

7/8"Ø ROD OR #7 BAR . . . . . . . . . . . . . . . . . . . . . 13”

1"Ø ROD OR #8 BAR . . . . . . . . . . . . . . . . . . . . . . 15”

POWER-STUD+ (ICC-ESR #2502) BY DEWALT/ POWERS

3/8"

1/2" 3-3/4"

5/8" 4-7/8"

2-3/8"

3/4" 5-3/4"

STRONG-BOLT 2 (ICC-ESR #3037) BY SIMPSON STRONG-TIE

KWIK BOLT TZ (ICC-ESR #1917) BY HILTI

3/8"

1/2"

5/8"

3/4"

3/8"

1/2"

5/8"

3/4"

3-7/4"

5-1/8"

2-7/8"

5-3/4"

3-5/8"

4-1/2"

2-3/8"

5-3/8"

28. INTERIOR SLABS SHALL HAVE A MAXIMUM WATER TO CEMENT RATIO BETWEEN 0.40 AND 0.44.

29. CONTRACTOR MAINTAINS FULL RESPONSIBILITY FOR THE SPECIFIED PERFORMANCE OF THEIR CONCRETE MIX DESIGNS, AS WELL AS FOR THE FINAL APPEARANCE OF ALL CONCRETE CONSTRUCTION.

30. REINFORCING STEEL AND ALL DETAILING SHALL BE IN ACCORDANCE WITH ACI 315R-18 AND ACI 318-14. REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. WELDED REINFORCING BARS (GRADE 60) SHALL CONFORM TO ASTM A706. DO NOT WELD ASTM A615 REINFORCEMENT UNLESS MATERIAL PROPERTY REPORTS DEMONSTRATE CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH THE SCHEDULE OF . INSTALL CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS PER . LAP ADJACENT MATS OF

WELDED WIRE FABRIC A MINIMUM OF 12” AT SIDES ENDS. DO NOT FIELD BEND PARTIALLY EMBEDDED BARS IN HARDENED CONCRETE UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

31. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

FOOTINGS OR UNFORMED SURFACES CAST PERMANENTLY EXPOSED TO EARTH

FORMED SURFACES PERMANENTLY EXPOSED TO EARTH 2"

SLABS AND WALLS (INTERIOR FACE) 3/4"

3"

DESCRIPTION CONCRETE COVER

SLABS-ON-GRADE BOTTOM REINFORCING 1-1/2"

42. DIMENSIONAL TOLERANCE FOR STRUCTURAL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMNS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS.

43. HOT DIP GALVANIZING SHALL MEET THE REQUIREMENTS OF ASTM A123 AND ASTM A153 WHERE STRUCTURAL STEEL, MISCELLANEOUS METAL, AND FASTENERS EXPOSED TO THE WEATHER OR SOIL. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.

44. STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.

45. ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE, AND OIL AFTER FABRICATION.

46. BOLT HOLES IN STEEL SHALL BE STANDARD HOLES, 1/16 INCH LARGER IN DIAMETER THAN NOMINAL SIZE OF BOLT USED, UNLESS OTHERWISE NOTED. BOLT HOLES IN BASE PLATES MAY BE OVERSIZED PER AISC TABLE 14-2 IF WASHERS ARE PROVIDED IN ACCORDANCE WITH THIS TABLE.

47. BOLTS SHALL BE SPACED AT 3” O.C. UNLESS OTHERWISE NOTED. THE DISTANCE FROM THE CENTER OF A STANDARD HOLE TO

THE EDGE OF A CONNECTING PART SHALL NOT BE LESS THAN 1 ½” U.O.N. THE EDGE DISTANCE MAY BE 1 ¼” AT THE ENDS OF BEAM CONNECTION ANGLES AND SHEAR END PLATES. THE DISTANCE FROM CENTER OF AN OVERSIZED OR SLOTTED HOLE TO THE EDGE OF A CONNECTING PART SHALL NOT BE LESS THAN THAT REQUIRED FOR A STANDARD HOLE TO THE EDGE OF A CONNECTED PART PLUS THE APPLICABLE INCREMENT C2 FROM AISC TABLE J3.5.

48. WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS SHALL BE USED AS DEFINED BY A.W.S. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVINIZING IN FIELD PRIOR TO CLEANING. WELDING

OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4” OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE FINAL DETERMINATION OF ALL FIELD VERSUS SHOP WELDS SHOWN IN THE DRAWINGS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING.

35. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM C90, LAID IN A RUNNING BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI. NOTIFY THE ENGINEER FOR REDESIGN OF REINFORCING WHERE STACK BOND LAYOUT IS REQUIRED. MORTAR SHALL BE TYPE "S" IN CONFORMANCE WITH ASTM C270. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TMS402/602 AND ASTM C1019 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS, DESIGN F'm = 2,000 PSI AT 28 DAYS. STRENGTH SHALL BE VERIFIED BY PRISM TESTING OR SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SECTION 1705.4 AND ARTICLE 1.4B OF TMS402/602 PRIOR TO CONSTRUCTION. ADDITIONAL UNIT STRENGTH OR PRISM TESTING IN ACCORDANCE WITH ASTM C1314 SHALL BE COMPLETED FOR EACH 5,000 SQUARE FEET OF WALL DURING CONSTRUCTION.

UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING REINFORCEMENT:

8" WALLS #5 @ 48"oc. VERT. (2)#5 @ 48"oc. HORIZ.

IN ADDITION, PROVIDE (2)#5 VERT. FULL HEIGHT AT EACH SIDE OF OPENINGS, AT WALL CORNERS AND INTERSECTIONS, AT FREE ENDS OF WALLS, AND (2)#5 HORIZONTAL AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS OF WALLS, AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND HORIZONTAL REINFORCEMENT 2'-0" BEYOND OPENINGS. IF 2'-0" UNAVAILABLE EXTEND REINFORCEMENT AS FAR AS POSSIBLE AND HOOK. PROVIDE CORNER BARS TO LAP HORIZONTAL REINFORCEMENT AT CORNERS AND INTERSECTIONS. UNLESS OTHERWISE NOTED, LAP ALL REINFORCING STEEL 48 BAR DIAMETERS (2'-0" MINIMUM).

ALL CELLS ARE TO BE SOLID GROUTED UNLESS CALLED OUT AS PARTIALLY GROUTED. FOR PARTIAL GROUTING FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS IN CONTACT WITH EARTH WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR POURS GREATER THAN 5.33 FEET IN HEIGHT (MAXIMUM SPACING OF CLEANOUTS SHALL BE 32"oc FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE WITH TMS602 TABLE 7. MAXIMUM HEIGHT OF GROUT LIFTS IS 5.33 FEET, EXCEPT AS PERMITTED PER ARTICLE 3.5D OF TMS602.

MASONRY CONSTRUCTION

/17 S3.01 /12 S3.01

39. ALL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE LATEST EDITION OF AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, AND THE LATEST EDITION OF AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

40. CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SCOPE OF WORK FOR BOTH STRUCTURAL STEEL AND METAL WORK SUBCONTRACTORS. THE COMBINED SCOPE OF WORK FOR ALL SUBCONTRACTORS SHALL INCLUDE ALL STRUCTURAL STEEL AND MISCELLANOUS METAL WORK SHOWN IN THE CONTRACT DOCUMENTS.

41. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS BELOW UNLESS OTHERWISE NOTED:

STEEL CONSTRUCTION

STEEL ANGLES, RODS, PLATES, AND CHANNELS A36 (Fy=36 KSI)

DESCRIPTION ASTM DESIGNATION

EPOXY-GROUTED THREADED RODS A36 OR F1554 (Fy=36 KSI)

HSS SHAPES (SQUARE OR RECTANGULAR) A500, GRADE B (Fy=46 KSI)

CONNECTION BOLTS A325-N

ALL WIDE FLANGE AND WT SHAPES A992, GRADE 50, (Fy=50 KSI)

ANCHOR BOLTS OR RODS F1554, GRADE 36 (Fy=36 KSI)

PROJECT NO.

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36"

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ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

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CT

IN

FO

RM

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ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

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NO

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S1.01

GENERAL STRUCTURALNOTES

07/27/2021

21003

CONSTRUCTION SET

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CMP10/7/27/26/21

51. ENGINEERED LUMBER: EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NER OR ICC-ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH AN APPROVED ADHESIVE.

BEAMS: LAMINATED STRAND LUMBER (LSL) Fb = 2325 PSI, E = 1550 KSI, Fv = 310 PSI (DEPTH > 9 1/2")Fb = 1700 PSI, E = 1300 KSI, Fv = 425 PSI (DEPTH < 9 1/2")

LAMINATED VENEER LUMBER (LVL) Fb = 2600 PSI, E = 2000 KSI, Fv = 285 PSI

PARALLEL STRAND LUMBER (PSL) Fb = 2900 PSI, E = 2000 KSI, Fv = 290 PSI

RIM BOARD: LAMINATED STRAND LUMBER (LSL) Fb = 1700 PSI, E = 1300 KSI, Fv = 400 PSI

STUDS: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 KSI, Fv = 400 PSI, Fc = 1950 PSI (WIDTH > 7 1/4")Fb = 1700 PSI, E = 1300 KSI, Fv = 400 PSI, Fc = 1400 PSI (WIDTH < 7 1/4")

POSTS: PARALLEL STRAND LUMBER (PSL)Fb = 2400 PSI, E = 1800 KSI, Fv = 290 PSI, Fc = 2500 PSI

DESIGN SHOWN ON THE DRAWINGS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC ESR #1387. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES.

52. ROOF, FLOOR & WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (OSB) IN CONFORMANCE WITH IBC SECTION 2303.1.5. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS-1 OR PS-2. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO ASTM SPECIFICATION D3498.

53. ALL PRESSURE-TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE-TREATED WITH DOT SODIUM BORATE (SBX) WITHOUT NaSiO2. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE-TREATED WITH COPPER AZOLE CA-B (HEM-FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-C FOR DOUGLAS-FIR, OR ACQ-D FOR HEM-FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED.

SEE GENERAL STRUCTURAL NOTE 54 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE-TREATED MEMBERS.

INSTALL 2 LAYERS OF ASPHALT-IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY.

54. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR WOOD CONSTRUCTION CONNECTORS CATALOG NO. C-C-2019. A CURRENT ICC-ES REPORT AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE-DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED.

ALL TIMBER CONNECTORS IN CONTACT WITH FIRE RETARDANT TREATED WOOD OR PRESSURE-TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NaSiO2 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (G185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B695, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS.

55. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS:

A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.10.1 OR CURRENT ICC ESR #NER-272. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2018 NDS SECTION 12.1.4, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2018 NDS SECTION 12.1.3.

B. WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW.

ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2308.3 (EMBED

7"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.229” PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF&PA SDPWS-2015 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16d @ 12"oc STAGGERED.

C. FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS SEPARATED BY SOLID BLOCKING EQUAL TO DEPTH OF STUDS ABOVE UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH 16d @ 12"oc STAGGERED.

ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AS SHOWN ON THE DRAWINGS. INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12"oc. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED.

D. WOOD SHRINKAGE: THE PLUMBING, FIRE PROTECTION, DRAINAGE, MECHANICAL, ELECTRICAL, CLADDING, AND OTHER SYSTEMS INSTALLED WITHIN THE BUILDING SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE VERTICAL

SHRINKAGE AT THE WOOD FRAMING LEVELS. THE WOOD SHRINKAGE AMOUNT SHALL BE ASSUMED TO EQUAL 3/8” FOR EACH WOOD FRAMED FLOOR LEVEL. DESIGN IS BASED ON COMMON STEEL WIRE NAILS MEETING THE REQUIREMENTS OF ASTM F1667. USE OF ALTERNATE FASTENERS MUST BE SUBMITTED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION.

NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS:

NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH

SHEATHING NAILS 8d 0.131" x 2 1/4"10d 0.148" x 2 1/2"

FRAMING NAILS 10d 0.148" x 3"16d 0.148" x 3 1/2"

56. PREFABRICATED ROOF AND WALL PANELS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWINGS AND SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. THESE PRODUCTS SHALL BE MANUFACTURED TO THE STANDARDS SET FORTH IN THE ICC-ES REPORT NO. PFC-4246. ALL NECESSARY CONNECTIONS, BLOCKING, HEADERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS TO THE ARCHITECT, BUILDING OFFICIAL, AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. PANELS AND ATTACHMENTS SHALL BE INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVER.

57. ENGINEERED WOOD I-JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAINED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I-JOISTS PROVIDED.

DESIGN SHOWN ON THE DRAWINGS IS BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC ESR #1153 AND COMMERCIAL I-JOISTS MANUFACTURED BY REDBUILT LLC IN ACCORDANCE WITH ICC ESR #ERS-2994. ALTERNATE ENGINEERED WOOD I-JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC-ES REPORT AND A LIST STATING THE ITEM-FOR-ITEM SUBSTITUTION MUST BE ENGINEERING COSTS RELATING TO REVIEW AND/OR RE-DESIGN TO ACCOMODATE PROPOSED SUBSTITUTIONS.

DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

LIVE LOAD PER DESIGN LOADING CRITERIADEAD LOAD 20 PSF (TYPICAL ROOFS)DEAD LOAD 26 PSF (TYPICAL LOFT SPACE)ZONE 1 WIND UPLIFT (ASD) 24/15 PSF (NET/GROSS)

THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS.

SUBMIT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION.

49. FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.I.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17 OR W.W.P.A. WESTERN LUMBER GRADING RULES. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:

STUDS AND JOISTS: (2x AND 3x MEMBERS) DOUGLAS FIR NO. 2MINIMUM BASIC DESIGN STRESS, Fc = 1350 PSI, Fb = 900 PSI,Fv = 180 PSI, E = 1600 KSI

(4x MEMBERS) DOUGLAS FIR NO. 1MINIMUM BASIC DESIGN STRESS, Fc = 1500 PSI, Fb = 1000 PSI,Fv = 180 PSI, E = 1700 KSI

BEAMS AND STRINGERS: DOUGLAS FIR NO. 1(INCLUDING 6x AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 170 PSI,

E = 1600 KSI

POSTS: (4x MEMBERS) DOUGLAS FIR NO. 1MINIMUM BASIC DESIGN STRESS, Fc = 1500 PSI, E = 1700 KSI

(6x & LARGER MEMBERS) DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI

PLATES, LEDGERS & DOUGLAS FIR NO. 3 OR STUD GRADEMISCELLANEOUS LIGHT FRAMING: MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 KSI

Fc = 775 PSI, Ft = 325 PSI

NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEYMEET PRESCRIBED BENDING STRESS & TENSION STRESS CRITERIA.

50. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND A.I.T.C. STANDARDS IN ACCORDANE WITH IBC SECTION 2303.1.3. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. HORIZONTAL MEMBERS AND INCLINED MEMBERS OF LESS THAN 1:1 SLOPE SHALL HAVE A RADIUSED CAMBER OF 5.000 FT. UNLESS OTHERWISE NOTED.

ALL BEAMS: DOUGLAS FIR COMBINATION 24F-V4Fb = 2400 PSI, Fv = 240 PSI, E = 1800 KSI

GLUED LAMINATED MEMBERS EXPOSED TO WEATHER OR MOISTURE SHALL BE TREATED WITH A NON-CORROSIVE, APPROVED PRESERVATIVE.

WOOD CONSTRUCTION

PROJECT NO.

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ISSUE DATE

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SHEET NAME

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IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

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S1.02

GENERAL STRUCTURALNOTES

07/27/2021

21003

CONSTRUCTION SET

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CMP10/7/27/26/21

1. SLABS ELEVATIONS VARY PER PLANS AND ARCHITECTURAL PLANS. SLAB-ON-GRADE SHALL BE 4" THICK WITH 6x6 W1.4xW1.4 W.W.M. AT CENTER, U.O.N. PROVIDE VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE-DRAINING GRANULAR FILL PER ARCHITECTURAL DRAWINGS. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSSION AND SLOPE REQUIREMENTS.

2. INSTALL CONTROL/CONSTRUCTION JOINTS IN SLABS-ON-GRADE TO DIVIDE SLABS INTO RECTANGULAR AREAS 225 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE WITH NO ACUTE ANGLES. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. SEE FOR ADDITIONAL INFORMATION.

3. TOPS OF ALL EXTERIOR FOOTINGS ON THIS PLAN SHALL BE BURIED BELOW FINISHED GRADE AS SHOWN IN THE DETAILS. FOOTINGS SHALL BEAR ON SUITABLE COMPACTED FILL OR DENSE NATIVE MATERIAL. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES SHOWN IN THE ARCHITECTURAL DRAWINGS AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN IN THE DRAWINGS.

4. CONTRACTOR SHALL COORDINATE UNDERSLAB PIPING REQUIREMENTS WITH FOUNDATION DEPTHS AND DETAIL . NOTIFY THE STRUCTURAL ENGINEER IF CONFLICTS ARISE DURING CONSTRUCTION.

FOUNDATION NOTES

TOP OF SLAB ELEVATIONX'-X"

POST THIS LEVEL (SEE PLAN NOTE 7)

STRUCTURAL WALL THIS LEVEL

/7 S3.01

/14 S3.01

12. ROOF SYSTEM SHALL CONSIST OF 5/8" PLYWOOD (PANEL SPAN RATING 32/16). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ 10d @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ 10d @ 12"oc, U.O.N. INSTALL PANEL EDGE CLIPS PER GENERAL STRUCTURAL NOTES AT ALL UNFRAMED, UNBLOCKED PANEL EDGES.

13. ROOF JOISTS SHALL BE AS NOTED ON PLAN, TYP. UNLESS OTHERWISE NOTED. JOIST HANGERS SHALL BE 'BA' (MAX.) SERIES UNLESS OTHERWISE NOTED IN DETAILS.

ROOF FRAMING NOTES

LEGEND:SEISMIC FORCE RESISTING SYSTEM LEGEND:

EXTENTS OF SHEAR WALL SHEATHING PER PLAN NOTE 11

(SEE GENERAL STRUCTURAL NOTE 14)

5. STUD WALLS SHALL BE FRAMED USING DOUGLAS-FIR GRADE 2X STUDS @ 16"oc, U.O.N. SEE GENERAL STRUCTURAL NOTES FOR TYPICAL WALL FRAMING NOTES. SEE DETAIL FOR SPECIAL STUD REQUIREMENTS AT HEAVILY NAILED SHEAR WALL PANEL EDGES WHERE 3x FRAMING IS REQUIRED. SEE ARCH'L FOR WALL ASSEMBLIES.

6. SEE FOR ALLOWABLE NOTCHES IN WALL STUDS. SEE FOR ALLOWABLE HOLES THROUGH STUD WALL PLATES. HOLES DRILLED THROUGH WALL STUDS SHALL MEET THE REQUIREMENTS OF DETAIL , TYP.

7. POSTS OR JAMB STUDS AT ENDS OF SUPPORTING BEAMS OR BELOW POSTS SHALL BE (2) STUDS AT A MINIMUM, U.O.N. NAIL STUDS TOGETHER PER THE GENERAL STRUCTURAL NOTES.

8. FLOOR SYSTEM SHALL CONSIST OF 3/4" T&G SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOCKING, AND EXTERIOR SHEAR WALLS BELOW W/ 10d @ 6" oc. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW W/ 10d @ 3" oc, STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ 10d @ 10"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO ASTM SPECIFICATION D3498.

9. FLOOR JOISTS SHALL BE AS NOTED ON PLAN, TYP. UNLESS OTHERWISE NOTED. JOIST HANGERS SHALL BE 'BA' (MAX.) SERIES U.O.N. IN DETAILS.

10. REFER TO THE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS WHERE FASTENERS AND CONNECTORS ARE IN CONTACT WITH PRESSURE-TREATED WOOD MEMBERS.

11. AT SHEATHED WALLS, CONTRACTOR SHALL EXTEND SHEATHING TO ACHIEVE FULL COVERAGE OF ENTIRE WALL TO AVOID CONFLICTS BETWEEN VARYING STRUCTURAL SHEATHING AND GWB THICKNESSES

FLOOR FRAMING NOTES

STRUCTURAL WALL BELOW THIS LEVEL

POST BELOWFRAMING MEMBER NAILED AS STRUT PER PLAN NOTE 8

STRUT

SPAN DIRECTION OF FRAMING MEMBERS (SEE PLAN NOTE 22)

HOLDOWN PERHDU

SHEAR WALL TYPE 'X' THIS LEVEL PER

Wx

LSL 3-1/2x14LSL

PSL 5-1/4x14PSL

/17 S6.03

/20 S6.01

/17 S6.03

/9 S6.01

/7 S6.01

/8 S6.02

CMU WALL THIS LEVEL

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SHEET NAME

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ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

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PLAN NOTES ANDLEGENDS

07/27/2021

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CMP10/7/27/26/21

14" TJI 560 @ 24"oc

20

S6.02

20

S6.02

15

S6.02

10

S6.02

SPAN DIRECTION OF ROOF SHEATHING PER PLAN NOTE 12

HD

U8

HD

U8

HD

U8

HDU8

HD

U8

HDU8

HD

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HDU8

HDU8

HD

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W12x40

W12x40

W12x40

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W4

W4

W4

W4

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15

S5.01

INSTALL BEAM POCKET IN CMU WALL FOR STEEL BEAMS PER , TYP.

/14 S5.01

18

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14

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TYP. AT WF

PSL 5-1/4x16

NOTCH BOTTOM OF 16" PSL, 2" OVER SUPPORTS, TYP.

PS

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PS

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14" TJI 560 @ 16"oc

LOCATE FLOOR JOISTS ON EA. SIDE OF PSL, TYP.

(2)14" TJI 560 @ 16"oc

PS

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PS

L

14" TJI 560 @ 16"oc

HB SERIES HANGER- INSTALLED OVER SILL PLATE

HD

U8

HB SERIES HANGER AT BEAM-TO-BEAM CONNECTIONS, TYP. 14

S6.02

9

S6.02

9

S6.02

0"

INSTALL CONTINUOUS PSL RIMBOARD OVER RETURN WALL WITH 8' BACKSPAN AT NORTH AND SOUTH ENDS. BEAR ON SILL PLATE AND NOTCH AT SILL PLATE ANCHOR BOLTS

EXTEND WALL SHEATHING PER PLAN NOTE 11

INSTALL JOIST BLOCKING AT MIDDLE THIRD POINTS OF JOIST BACKSPANS, TYP. AND NAIL PER PLAN NOTES

FASTENERS IN CONTACT WITH PRESSURE TREATED SILL PLATES PER PLAN NOTE 10, TYP.

STUD WALLS PER PLAN NOTES 5 AND 6

SPAN DIRECTION OF FLOOR SHEATHING PER PLAN NOTE 8

8'-0"7

S5.01

8'-0"OFFSET SHOWN FOR CLARITY

0"

7

S5.01

FOOTINGS PER PLAN NOTE 3 & 4, TYP.

HS

S 5

x5x1

/2

HS

S 5

x5x1

/2

20

S5.01

TYP.

DIRT FLOOR (4" SLAB-ON-GRADE PER PLAN NOTES 1 & 2 OPTIONAL)

20

S5.01

SIM.

20

S5.01

SIM.

9

S3.01

9

S3.01

20

S5.01TYP.

1'-0"

13

S5.01

PUNCHED OPENING PER /17 S5.01

INSTALL CONTINUOUS THICKENED SLAB EDGE AND RECESS AT BARN DOORS PER ARCH'L, TYP.

PUNCHED OPENING PER /17 S5.01

PARTIAL HEIGHT CMU WALL BENEATH MID-LANDING

REFER TO SHEET S1.03 FOR PLAN NOTES AND LEGEND ITEMS, TYP.

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S2.00

FRAMING PLANS

07/27/2021

21003

CONSTRUCTION SET

SN

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51

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AD

OW

BR

OO

K W

AY

SE

,S

NO

QU

AL

MIE

, W

A 9

80

65

NE

W A

NIM

AL

BA

RN

AN

D B

AL

L W

AL

L

MO

UN

T S

I H

IGH

SC

HO

OL

JAT

JLJ

CMP

1/4" = 1'-0"3 ROOF FRAMING PLAN

1/4" = 1'-0"2 LOFT FLOOR FRAMING PLAN

1/4" = 1'-0"1 FOUNDATION PLAN

10/7/27/26/21

l d sl lI IIIII

(CLASS B)

f'c = 5000 PSI

2.1.

END COVER FOR 90° HOOKS MUST BE EQUALSIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 1/2".

FOR STANDARD END HOOKS( )MINIMUM EMBEDMENT LENGTHS

f'c = 4000 PSI

# 8# 7# 6# 5# 4

BAR SIZE

# 319" 17"23"28"34"49"56"62"

54"37"31"25"

( )MINIMUM LAP SPLICE LENGTHS

33"41"49"71"81"# 8

# 7# 6# 5# 4

72"63"44"36"29"22"# 3 24"

* "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OFCONCRETE CAST BELOW THEM.

# 3 17" 13"

43"38"26"22"17"

OTHER BARS

f'c = 5000 PSI

TOP BARS *

23"28"34"49"56"

( )

BAR SIZE

# 4# 5# 6# 7# 8

TOP BARS *

f'c = 4000 PSI

OTHER BARS

MINIMUM STRAIGHT DEVELOPMENT LENGTH

OTHER BARS

f'c = 4000 PSI

TOP BARS *BAR SIZE TOP BARS * OTHER BARS

IF CLEAR CONCRETE COVER IS LESS THAN 1x THE DIAMETER OFTHE BAR OR THE CENTER-TO-CENTER SPACING IS LESS THAN (3)BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%.

dh

TO OR GREATER THAN 2".

14"12"10"9"7"6"19" 15"

48"42"29"24"19"25"

31"37"54"62"

(1)#4 EA. NOSE

2424#4 x @ 18"oc

(2)#4 BOT.

#4 @ 18"oc EA. WAY

NOTE:CONFIGURATION OF STAIR (INCLUDING TREAD AND RISER DIMENSIONS) PER ARCH'L.

1'-6"MIN.

U.O.N. 6"

5"

PAVING PER ARCHITECTURAL

EXCAVATION NOT ALLOWED BELOW THIS LINE

1

1

PIPE SLEEVES AS REQD.- ADJACENT PENETRATIONS SHALL BE SPACED A MIN. OF (4) DIAMETERS ON CENTER UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER

CONCRETE OR CMU WALL

MAX

.

3'-0"

6"

MIN.

2'-0"

0" C

LR. AT

CMU

WAL

L3

1/2" C

LR. MIN. AT

CON

C. WAL

LS

THRO

UGH T

HIS A

REA

DO N

OT P

ASS

PIPE

S

4"

MIN.

1'-6"

sl

sl

sl

DOUBLE CURTAIN SINGLE CURTAIN

PLAN PLAN

CORNER BARS TO MATCH EXTERIOR HORIZ. REINF.

CORNER BARS TO MATCH EXTERIOR HORIZ. REINF.

ADDL. VERT. BARS

CROSS WALL/17

S3.01

LAP

PE

RTA

BLE II

TYP

. TYP. CORNERBAR:

CORNER BARS TO MATCH HORIZ. REINF.

CORNER BARS TO MATCH CROSS WALL HORIZ. REINF. (ALT. HOOKS)

ADDL. VERT. BARS

CROSS WALL

sl

/17

S3.01

LAP

PE

RTA

BLE II

TYP

.

FINISHED GRADE (PAVING WHERE OCCURS)

HSS COLUMN PER PLAN

9'-3" SQUARE

1'-0"

1'-0"

1 1/2" CLR.

SECTION(8)#5 VERT.

SECTION

el. per arch'l

1/2"x10"x0'-10" BASE S W/

(4)3/4" x 12" ANCHOR BOLTS @ 7"oc. INSTALL NON-SHRINK GROUT FOR FULL BEARING

(3) TIES @ 3"oc, TOP

el. per plan

IF SLAB-ON-GRADE OCCURS, INSTALL BLOCKOUT AROUND CONCRETE PLINTH AND POUR BACK WITH NON-SHRINK GROUT. INSTALL 1/2" EXPANSION JOINT

1'-6"

(12)#5 EACH WAY, BOT.

#4 x @ 12"oc- STAGGER HOOKED BARS, TYP.

SPLICE VERT. REINFORCEMENT WITH MATCHING FOOTING DOWELS WITH STANDARD HOOKS - SPLICE PER , TYP.

3/16

3" C

LR.

/17 S3.01CONTROL JOINT CONSTRUCTION JOINT

SECOND POUR FIRST POUR

1/8"x1-1/2" PRE-MOLDED CONT. MASTIC JOINT STRIP. (JOINT MAY BE SAW CUT AT CONTRACTOR'S OPTION)

SEE PLAN FOR SLAB THICKNESS AND REINFORCING, TYP.

BURKE "KEYED KOLD" JOINT- STOP ALL REINF. 1" CLEAR OF JOINT EA. SIDE

PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN

ADDITIONAL REINF. ACROSS JOINT WHERE SPECIFIED

SEE PLAN FOR SLAB THICKNESS AND REINFORCING, TYP.

CUT ALTERNATE WIRES AT JOINT

PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR FILL PER PLAN

SLAB-ON-GRADE PER PLAN

STRINGER PER

6"

1'-6"

10"

(2)A35 EA. STRINGER

P.T. 2x10 W/ 1/2"

ANCHOR BOLTS @ 16"oc

APPLY FIELD - INSTALLED PRESSURE TREATMENT AT NOTCHED ENDS, TYP.

(2)#4 CONT.

EXTEND THICKENED SLAB 2'-0" BEYOND STAIR STRINGERS

/15 S6.01

SLAB-ON-GRADE PER PLAN

SEE ARCH'L FOR LOCATIONS OF DEPRESSED SLABS

MIN.

1'-0"

DEPTH OF DEPRESSION PER ARCH'L (8" MAX.)

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S3.01

CONCRETE DETAILS

07/27/2021

21003

CONSTRUCTION SET

SN

OQ

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OO

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86

51

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AD

OW

BR

OO

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AY

SE

,S

NO

QU

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, W

A 9

80

65

NE

W A

NIM

AL

BA

RN

AN

D B

AL

L W

AL

L

MO

UN

T S

I H

IGH

SC

HO

OL

JAT

JLJ

CMP

3/4" = 1'-0"17 3000

3/4" = 1'-0"20 3002

3/4" = 1'-0"14 3010

3/4" = 1'-0"12 3006

3/4" = 1'-0"9 3902

3/4" = 1'-0"7 3001

3/4" = 1'-0"3 3802

3/4" = 1'-0"2 3008

10/7/27/26/21

SLAB-ON-GRADE PER PLAN

FINISH PER ARCH'L

PER

ARCH'L

8'-6" M

AX.

1'-0"

1'-6"

3'-11" 8" 3'-11"

#5 @ 24"oc VERT.(#5 @ 16"oc AT SIM.)

(2)#5 @ 24"oc HORIZ. ((2)#5 @ 16"oc AT SIM.)

FINISHED GRADE PER ARCH'L (PAVING WHERE OCCURS)

(10)#5 CONT. BOT.

#5 @ 12"oc TOP

DOWELS TO MATCH MASONRY WALL VERTS. (ALT. HOOKS)

#5 @ 8"oc BOT.

1/2" EXP. JOINT W/ JOINT FILLERSPLICE PER GENERAL

STRUCTURAL NOTES

STOP HORIZ. REINF. SHORT OF CORNER CELLS

CORNER BARS SHALL MATCH HORIZ. REINF. OF WALL WITH LESSER REINF.

(1) BAR TO MATCH SIZE OF TYP. VERT. REINF. IN FULLY GROUTED CELL

PLAN

SPLICE PER GENERAL STRUCTURAL NOTES

STOP HORIZ. REINF. SHORT OF CORNER CELLS

CORNER BARS SHALL MATCH HORIZ. REINF. OF WALL WITH LESSER REINF.

(1) BAR TO MATCH SIZE OF TYP. VERT. REINF. IN FULLY GROUTED CELL

HORIZ. REINF. CONT.

SEE

SCHED

ULE

GROU

TED

HEIGH

T

4"

(2)#5

SEE SCHEDULE AND DETAIL AT RIGHT FOR LINTEL GROUTING AND REINFORCING. EXTEND REINFORCING 2'-0" BEYOND FACE OF OPENING

CMU WALL PER PLAN

(1)#5 VERT. IN CELL ADJACENT TO OPENING - EXTEND TO FLOOR ABOVE -GROUT SOLID

SECTION

OPENING

SPAN OF

GROUTED HEIGHTSPAN

8" (ONE COURSE)

16" (TWO COURSES)

LINTEL GROUTING SCHEDULE

UP TO 6'-0"

6'-0" TO 10'-0"

SECTION

3/16

3x P.T. SILL PLATE, TYP.

3/4" x 4" CFL STUDS @ 36"oc - INSTALL NUT AND WASHER PER WOOD FRAMING DETAILS

1/2" STIFF S x 3" EACH SIDE OF WEB

1/4

S 1/2"x8"x0'-8" 3/16

BEAM PER PLAN

HSS COLUMN PER PLAN

1/4

el. per arch'l

3/16

STUDS AND SILL PLATE PER(ANCHOR BOLTS AT CMU)

INSTALL STD. LONG SLOTTED HOLES IN BEAM, AND STANDARD OVERSIZED HOLES IN BASE S WITH STANDARD NUT AND WASHER (FINGER TIGHT)

1/2" STIFF S x 3" EACH SIDE OF WEB

(2)1/2" ANCHOR BOLTS (EMBEDDED 12")

5"

8"

1" MAX.

3 1/2"

SECTION

BARN DOORPER ARCH'L

CMU WALL PER PLAN

SECTION

BEAM PER PLAN

BASE S 1/2"x7" x 0'-7"

CMU WALL AND REINF. PER /20 S5.01

1 1/2" 1 1/2"

/15 S5.01

SLAB-ON-GRADE PER PLAN

FINISH PER ARCH'L#5 @ 24"oc VERT.

(2)#5 @ 24"oc HORIZ.

1/2" EXP. JOINT W/ JOINT FILLER

(5)#5 CONT. BOT.

#5 @ 12"oc TOP

DOWELS TO MATCH MASONRY WALL VERTS. (ALT. HOOKS)

#5 @ 12"oc BOT.

PER

ARCH'L

6'-0" M

AX.

1'-0"

1'-0"

l d

ADJACENT FTG. PER PLAN WHERE OCCURS

FASCIA PER ARCH'L

ANCHOR BOLTS PER GENERAL STRUCTURAL NOTES

4'-0"

8"

RAILING PER ARCH'L

2x8 @ 16"oc AT LANDING

A34 CLIP EA. JOIST

SHEATHING PER PLAN

(2)2x8 P.T. SILL PLATE

CONT. 3x8

3" C

LR.

ANCHOR BOLTS PER GENERAL STRUCTURAL NOTES (EMBED 7" MIN.)

BEAM PER PLAN

TRANSLUCENT SIDING PER ARCH'L

CMU WALL PER DETAILS OF LEVEL BELOW

el. per arch'l

2x6 STUDS @ 16"oc

P.T. 2x6 @ 24"oc

SINGLE 2x P.T. TOP PLATE AND 3x P.T. SILL PLATE

3/4" GAP FOR DEFLECTION ALLOWANCE

ATTACH TRACK W/ (2)

ROWS OF 0.14" DRIVE PINS @ 12" TO BOTTOM FLANGE. MAINTAIN EDGE DISTANCE FROM BEAM FLANGE PER MFR. REQUIREMENTS CONT. 15GA TRACK W/

2-1/2" MIN. LEGS- DO NOT ATTACH TO WOOD TOP PLATE

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S5.01

MASONRY AND STEELDETAILS

07/27/2021

21003

CONSTRUCTION SET

SN

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OO

L D

IST

RIC

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86

51

ME

AD

OW

BR

OO

K W

AY

SE

,S

NO

QU

AL

MIE

, W

A 9

80

65

NE

W A

NIM

AL

BA

RN

AN

D B

AL

L W

AL

L

MO

UN

T S

I H

IGH

SC

HO

OL

JAT

JLJ

CMP

3/4" = 1'-0"20 4103

3/4" = 1'-0"18 4110

3/4" = 1'-0"17 4010

3/4" = 1'-0"15 4200

3/4" = 1'-0"14 4201

3/4" = 1'-0"13 4203

3/4" = 1'-0"7 4204

10/7/27/26/21

2x6 STUDS2x4 STUDS 2x8 STUDS

(3x4 SIMILAR) (3x6 SIMILAR) (3x8 SIMILAR)

NOTE:NOTCHES SHALL NOT OCCUR IN MORE THAN (2) SUCCESSIVE STUDS.

MAX.2"

MAX.1 1/4"

MAX.3/4"

9" M

AX.

8"MAX

.

6"MAX

.

TREADS AND RISERS PER ARCH'L OR SPECIFICATIONS

2x8 CONT. AT CENTER CONDITION

ADDL. 2x8 REQD. WHERE HORIZ. STRINGER SPAN EXCEEDS 9'-6"(SEE NOTE)

NOTE:DO NOT EXCEED MAX. HORIZ. STRINGER SPAN OF 10'-6". CONTACT ENGINEER FOR DIRECTION IF EXCEEDED.

16d @ 8"oc

2x12 STEP BOARD, TYP.

2x8 CONT. AT EDGE CONDITION

JOISTS PER PLAN

SHEATHING PER PLAN

LU HANGER

SIMPSON THA213 HANGER AT SINGLE 2x8 STRINGER- THA218-2 AT DOUBLE 2x8 STRINGERS

BEAM PER PLAN

NAILING PER

STEP BOARD PER

STRINGER PER

(2)10d NAILS EA. STEP BOARD

EXTEND SHEATHING TO FIRST STEP

SIMPSON THA213 HANGER AT SINGLE 2x8 STRINGER- THA218-2 AT DOUBLE 2x8 STRINGERS

5-1/

2" M

IN.

SIMPSON LU28 HANGER (LUS28-2 HANGER AT DOUBLE STRINGERS)

LU HANGER

16d @ 12"oc STAGGERED ELSEWHERE

(8)16d @ 4"oc STAGGERED AT EA. SIDE OF SPLICE

TOP CHORD SPLICE

BOTTOM CHORD SPLICE

SPLICE TO OCCUR AT OF VERT. STUD, TYP.

6'-0" MIN. BETWEEN SPLICES

NO REINFORCING REQUIRED

STRAP REINFORCING REQUIRED

2x4 PLATES

2x6 PLATES

2x8 PLATES

MAX. HOLE2-5/8" DIA.

EA. SIDE3/8" MIN.

CMSTC16 x 3'-0" (CS16 x 2'-0" STRAP AT BOT. PLATES)

CMSTC16 x 3'-0" (CS16 x 2'-0" STRAP AT BOT. PLATES)

CMSTC16 x 3'-0" (CS16 x 2'-0" STRAP AT BOT. PLATES)

EA. SIDE3/4"MIN.

EA. SIDE1-1/4" MIN.

HOLE5"DIA. MAX.

MAX. HOLE3-3/4" DIA.

2"EA. SIDE

MAX. HOLE3-1/2" DIA.

EA. SIDE1-5/8" MIN.

MAX. HOLE2-1/4" DIA.

MAX. HOLE1-1/2" DIA.

EA. SIDE3/4"MIN.

DOUBLE STUDS

SINGLE STUD

2x6 STUDS2x4 STUDS 2x8 STUDS

(3x6 SIMILAR)(3x4 SIMILAR) (3x8 SIMILAR)

EA. SIDE2" MIN.

HOLE3" ø MAX.

EA. SIDE1 1/4" MIN.

HOLE4 1/2" ø MAX.

EA. SIDE1 1/2" MIN.

EA. SIDE1" MIN.

HOLE3 1/4" ø MAX.

HOLE2 1/4" ø MAX.

EA. SIDE3/4" MIN.

EA. SIDE5/8" MIN.

HOLE1 1/2" ø MAX.

HOLE2 1/8" ø MAX.

(NO REINFORCING REQUIRED)

(NO MORE THAN TWO SUCCESSIVE STUDS MAY BE BORED)

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S6.01

TYPICAL WOODFRAMING DETAILS

07/27/2021

21003

CONSTRUCTION SET

SN

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86

51

ME

AD

OW

BR

OO

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AY

SE

,S

NO

QU

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MIE

, W

A 9

80

65

NE

W A

NIM

AL

BA

RN

AN

D B

AL

L W

AL

L

MO

UN

T S

I H

IGH

SC

HO

OL

JAT

JLJ

CMP

1 1/2" = 1'-0"20 6003

3/4" = 1'-0"15 6011

3/4" = 1'-0"16 6012

3/4" = 1'-0"10 6000

1 1/2" = 1'-0"9 6001

1 1/2" = 1'-0"7 6002

10/7/27/26/21

FASCIA PER ARCH'L(2)10d END NAILS

DIAPHRAGM BOUNDARY NAILINGLUS24 HANGER

2x4 OUTRIGGER @ 24"oc

SHEATHING PER PLAN el. varies

2'-0"

MAX.

1'-0"

JOIST PER PLAN

WEB FILLER PER JOIST MFR.

2x FULL DEPTH BLKG.

SHEATHING PERAT SHEAR WALLS

/17 S6.03

CONN. PER ./17 S6.03

NAIL PER PLAN NOTES

CONT. DOUBLE TOP PLATE PER /10 S6.01

2'-0"

DIAPHRAGM BOUNDARY NAILING

2x BEVELED PLATE

FASCIA PER ARCH'L

SHEATHING PER PLAN

JOISTS PER PLAN

(2)ROWS 10d @ 8"oc

MAX.

1'-0"2x4 OUTRIGGER @ EA. JOIST

WEB FILLER PER JOIST SUPPLIER

H2.5A @ ALT. JOISTS

FULL DEPTH BEVELED 1-3/4" LSL RIM BOARD

SHEATHING PER . AT SHEAR WALLS

/17 S6.03CONN. PER ./17 S6.03

STUD WALL PER PLAN

CONT. DOUBLE TOP PLATE PER /10 S6.01

2'-0"

FOR SIM. CALLOUTS SEE DETAIL /15 S6.02

LRUZ HANGER

INSERT RIM JOIST 1" FROM EXT. FACE OF CMU

SHEATHING PER PLAN

DIAPHRAGM BOUNDARY NAILING

CMU WALL PER .

LSTA18 EVERY OTHER JOIST (NOTCH SHEATHING)

FULL DEPTH 1-3/4" LSL RIM BOARD, TYP.

CONN. PER &

/14 S6.02

2x BLKG. W/ A35 EA. END TO STUD

2x6 LEDGER W/ (2)1/4" x 4" SDS SCREWS EA. STUD

/17 S6.03/20 S5.01

SHEATHING PER . AT SHEAR WALLS

/17 S6.03

2x6 JOISTS @ 24"oc2x6 PLATE W/ (2)16d EA. JOIST

(1)10d TOP & BOT. CHORD, EA. JOIST

FASCIA PER ARCH'L

JOIST PER PLAN

A34 CLIP EA. JOIST

SHEATHING PER PLAN

CMU WALL PER .

ANCHOR BOLTS PER GENERAL STRUCTURAL NOTES (PER AT SHEAR WALLS)

TOE NAIL 16d @ 8"oc (CONN. PER .), PROVIDE 10d NAIL TO TOP & BOT. CHORD OF JOIST

/20 S5.01

SHEATHING PER . AT SHEAR WALLS/17 S6.03

/17 S6.03

1"

/17 S6.03

JOISTS PER PLAN

3x P.T. SILL PLATE PER /17 S6.03

A34 CLIP EA. JOIST

JOISTS PER PLAN W/ WEB FILLER PER MFR.

DIAPHRAGM BOUNDARY NAILING

1"

CS20 STRAP W/ (4)10d TO EA. BLKG.

(2)BAYS LSL BLKG. @ 48"oc

FOR SIM. CALLOUTS SEE DETAIL /14 S6.02

A34 CLIP EA. JOIST

INSTALL (2)#5 ABOVE WASHER IN 2ND COURSE BLOCK. EXTEND 24" BEYOND ALL THREAD ROD. ADDITIONAL VERT. BAR IN ADJACENT CELL TO ALL THREAD ROD

HDU PER PLAN AND , WHERE OCCURS

1"

FOR SIM. CALLOUTS SEE DETAIL /14 S6.02

ANCHOR ROD PER

ANCHOR BOLTS PER GENERAL STRUCTURAL NOTES (PERAT SHEAR WALLS), NOT SHOWN FOR CLARITY)

/16 S6.03

3" SQUARE WASHER W/ NUT

3 1/2"1'-0" M

IN. EM

BED

/16 S6.03

/17 S6.03

A34 CLIP EA. JOIST

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S6.02

WOOD FLOOR ANDROOF FRAMINGDETAILS

07/27/2021

21003

CONSTRUCTION SET

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51

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SC

HO

OL

Author

Checker

Approver

3/4" = 1'-0"20 6600

3/4" = 1'-0"15 6601

3/4" = 1'-0"10 6602

3/4" = 1'-0"18 6603

3/4" = 1'-0"14 6604

3/4" = 1'-0"9 6605

3/4" = 1'-0"8 6606

10/7/27/26/21

2

7

ELEVATION

TYPICAL SHEAR WALL NAILING CONVENTION

MARK

W4

SHEATHING0.148" x 2-1/2"PANEL NAILING

4"oc

THICKNESS OF STUD ORBLKG. AT ABUTTING PANELEDGES, AND THICKNESS OFFOUNDATION SILL PLATE

3x

MINIMUM LSL OR LVL RIMBOARD THICKNESS (BASEDON SHEAR WALL BELOW

RIM BOARD) LTP4 CLIPS

15"oc

SCREWS

13"oc

0.220"ø x 5" SDWS

CONNECTION OF JOIST OR BLKG. TO TOP PLATE(BASED ON SHEAR WALL BELOW RIM BOARD)

NAILS

4"oc

0.148" x 3-1/4" 0.220"ø x 5" SDWS

13"oc

BOTTOM PLATE ATTACHMENT

5/8"

47"oc

ANCHOR BOLTINGTO CONCRETE

3/4"

48"oc

1

2

3

4

5

6

7

8

9

1 2 3 4

8

5 5 SCREWS 5

8 9

SECTION 1

A35 CLIPS

15"oc

10

10

PLAN

SCALE: 3"=1'-0"

SECTION 2

SCALE: 3"=1'-0"

10

3

10

4

CONT. LSL RIM BOARD PER SCHEDULE (BLKG. NOT ALLOWED)

HANGERS PER PLAN WHERE JOISTS FRAME INTO WALL

JOISTS PER PLAN (ORIENTATION VARIES)

PANEL NAILING PER SCHEDULE INTO UPPER PLATE

LTP4 PER SCHEDULE (MAY BE PLACED OVER SHEATHING AND IN EITHER VERTICAL OR HORIZONTAL ORIENTATION)

SHEATHING PER SCHEDULE

PANEL NAILING PER SCHEDULE. USE GALV. NAILS INTO P.T. PLATE PER GENERAL STRUCTURAL NOTES

SECTION 2NAILS OR SDS SCREWS PER SCHEDULE (CONTRACTOR'S OPTION)

2x PLATE

HANGERS PER PLAN WHERE JOIST BEARING LENGTH IS LESS THAN 1-3/4"

A35 PER SCHEDULE

SDS SCREWS PER SCHEDULE

SHEATHING BOTH SIDES WHERE INDICATED

S WASHER PER GENERAL STRUCTURAL NOTES

P.T. SILL PLATE (THICKNESS PER SCHEDULE)

CONC. SLAB OR WALL PER PLAN

ANCHOR BOLTS PER SCHEDULE

MIN.

7"

SHEATHING PER SCHEDULE LAID UP VERTICAL OR HORIZONTAL

INTERMEDIATE FRAMING NAILING PER NOTE

BOTTOM PLATE ATTACHMENT TO WOOD BELOW PER SCHEDULE

FLOOR OR ROOF

RIM JOIST OR BLOCKING

CONNECTION OF JOIST OR BLKG. TO TOP PLATE PER SCHEDULE

PANEL NAILING PER SCHEDULE

CENTER JOINT OF ABUTTING PANELS ON FRAMING MEMBER RECEIVING EDGE NAILING

3x STUD WHERE REQD. PER SCHEDULE

3x SILL PLATE WHERE REQD. PER SCHEDULE

3

3

TOP OF CONCRETE

USE GALVANIZED NAILS PER GENERAL STRUCTURAL NOTES AT PRESSURE TREATED SILL PLATES

MIN.

7"

ANCHOR BOLTSAND SPACING PER

SCHEDULE

SEE FOUNDATION DETAILS

SEE SECTION 1 AND FRAMING DETAILS

NAILING

PANE

L

LTP4 WHERE OCCURS (STAGGER AS REQD. PER NOTE )

NAILING

FOR

UPPE

R FLOO

R SH

EAR

WAL

L AP

PLIES

AT THIS P

ORTION

ONL

YNA

ILING

FOR

LOWER

FLO

OR S

HEA

R WAL

L AP

PLIES

AT THIS P

ORTION

ONL

Y

BOTTOM PLATE NAIL PER SCHEDULE

BOTTOM PLATE PER DETAILS (PER SCHEDULE AT FOUNDATION SILL PLATES)

RIM BOARD PER SCHEDULE

ADDL. ROW OF NAILS PER SCHEDULE (WHERE OCCURS)

INSPECT DIAPHRAGM NAILING PRIOR TO PLACING SILL PLATE

PLAN

PER SCHEDULERIM BOARD WIDTH VARIES

EDGE DIST.3/8" MIN. 3/8" MIN. SPACING

BETWEEN ROWS

PLAN

NOT

ES

DIAP

HRAG

M N

AIL

SPAC

ING

PER

SPAC

ING

PER

DETA

ILS

BOT

TOM P

LATE N

AIL

= BOTTOM PLATE NAILING= DIAPHRAGM NAILING

1-3/4"1/2"

SHEAR WALL SCHEDULE NOTES:SHEATHING SHALL CONSIST OF 1/2" PLYWOOD AT EXTERIOR WALLS. OSB SHALL NOT BE SUBSTITUTED FOR PLYWOOD OR VICE VERSA. SHEATHING SHALL HAVE A MINIMUM SPAN RATING OF 24/0.

PANEL NAILING APPLIES TO ALL SHEATHING PANEL EDGES. INSTALL BLOCKING AT ALL UNFRAMED PANEL EDGES. NAIL SHEATHING TO INTERMEDIATE FRAMING WITH PANEL NAILS AT 12"oc.

DOUBLE 2x MEMBERS MAY BE SUBSTITUTED FOR 3x MEMBERS AND 3x FOUNDATION PLATES. WALL STUDS SHALL BE FACE NAILED TOGETHER PER THE BOTTOM PLATE ATTACHMENT COLLUMN OF THE SCHEDULE. DOUBLE 2x FOUNDATION SILL PLATES SHALL BE NAILED TOGETHER W/ 10d @ 4"oc, STAGGERED.

SEE PLANS AND DETAILS FOR LOCATIONS WHERE THICKER RIM BOARD MAY BE REQUIRED.

SEE PLAN VIEW FOR MINIMUM ROW SPACING AND MINIMUM EDGE DISTANCE.

WHERE PANELS ARE APPLIED TO EACH FACE OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS.

CLIPS SHALL BE INSTALLED W/ 0.131 x 2-1/2" NAILS IN ALL HOLES. WHERE CLIPS ARE REQUIRED EACH SIDE, CLIPS SHALL BE STAGGERED TO AVOID NAIL INTERFERENCE.

CONTRACTOR MAY USE EITHER OF THE CONNECTION OPTIONS INDICATED AND MAY VARY COMBINE A35 CLIPS ON ONE SIDE OF WALL WITH LTP4 ON THE OPPOSITE SIDE.

PLATE WASHERS IN 2x4 STUD WALLS AND ALL SINGLE SIDED SHEAR WALLS SHALL BE 3"x3"x0.229". DOUBLE SIDED 2x6 SHEAR WALLS SHALL HAVE 4-1/2"x3"x0.229" PLATE WASHERES. THE EDGE OF PLATE WASHERS SHALL BE LOCATED WITHIN 1/2" OF THE EDGE OF BOTTOM PLATE ON THE SIDE WITH SHEATHING.

INSTALL ADDITIONAL ANCHOR BOLTS EACH SIDE OF PLATE BREAKS AND PENETRATIONS EXCEEDING THE "NO REINFORCING" HOLE SIZE PER .

9

NET TENSION (T) & COMPRESSION (C) LOADS

HOLDOWN MIN. NUMBER STUDS, U.O.N.

ANCHOR

HOLDOWN TYPES REFER TO SIMPSON STRONG-TIE CATALOG CALLOUTS.

NAIL PLYWOOD SHEATHING TO STUDS RECEIVING HOLDOWN W/ SCHEDULED PANEL EDGE NAILING. STAGGER NAILS SO THAT EACH STUD IS NAILED.

HOLDOWN SCHEDULE NOTES:

1

2

1 2

FRAMING CONT. WHERE OCCURS

SDS SCREWS AS REQD.

TOP OF CMU WALL

STUDS PER SCHEDULE THIS SHEET

HOLDOWN PER PLAN

UP TO 1/2" OF FLAT SHIM MAY BE PLACED HERE TO AID IN INSTALLATION OF HOLDOWN

ANCHOR ROD AND CONNECTION PER

FASTENERS

HDU8 3 7/8" ATR. (20)1/4"x2-1/2" SDS

/8 S6.02

PROJECT NO.

SHEET NUMBER

OR

IGIN

AL

DO

CU

ME

NT

SIZ

E 2

4" X

36"

Thi

s do

cum

ent a

nd th

e id

eas

and

desi

gn in

corp

orat

ed h

erei

n as

an

inst

rum

ent o

f pro

fess

iona

l ser

vice

, is

the

prop

erty

of S

CR

Arc

hite

cts

and

is n

ot to

be

used

, in

who

le o

r in

par

t, fo

r an

y ot

her

proj

ect w

ithou

t the

writ

ten

auth

oriz

atio

n of

SC

R A

rchi

tect

s.

ISSUE DATE

CURRENT REVISION

SHEET NAME

PR

OJE

CT

IN

FO

RM

AT

ION

REVISIONS

KEY PLAN

NO. DESCRIPTION DATE

DRAWN BY

CHECKED BY

APPROVED BY

CONSULTANT STAMP

1201 PACIFIC AVE SUITE 600

ATLAS DESIGN GROUP, INC.

TACOMA, WA 98402

PH: 253.548.7193

80

01

SIL

VA

AV

E S

E/P

O B

OX

40

0S

NO

QU

AL

MIE

, W

A 9

80

65

S6.03

WOOD SHEAR WALLDETAILS

07/27/2021

21003

CONSTRUCTION SET

SN

OQ

UA

LM

IE V

AL

LE

Y S

CH

OO

L D

IST

RIC

T

86

51

ME

AD

OW

BR

OO

K W

AY

SE

,S

NO

QU

AL

MIE

, W

A 9

80

65

NE

W A

NIM

AL

BA

RN

AN

D B

AL

L W

AL

L

MO

UN

T S

I H

IGH

SC

HO

OL

JAT

JLJ

CMP

3/4" = 1'-0"17 6500

3/4" = 1'-0"16 6334

10/7/27/26/21