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3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

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255 S

OUTH

300

WES

T L

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UT

8432

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ATOR

925 W

EST

1800

SOU

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UTA

H 84

321

SEP. 2019

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No. 295553RASMUSSENCRAIG L.

9/6/2019

COLD FORM STEEL PRODUCT INFORMATION (SSMA DESIGNATION)

THE FIRST SET OF NUMBERS INDICATES THE MEMBER DEPTH IN 1/100 INCHES.

THE NEXT LETTER INDICATES THE PRIMARY FUNCTION:

S = STUD OR JOIST SECTION.

T = TRACK SECTION

U = CHANNEL SECTIONS.

F = FURRING CHANNEL SECTIONS.

THE SECOND SET OF NUMBERS INDICATES THE FLANGE WIDTH IN 1/100 INCHES.

THE LAST TWO NUMBERS INDICATE THE GAUGE OF STEEL:

33 MIL - 20 GAUGE

43 MIL - 18 GAUGE

54 MIL - 16 GAUGE

68 MIL - 14 GAUGE

97 MIL - 12 GAUGE

118 MIL - 10 GAUGE

STUDS

USE THREE (3) STUDS AT THE CORNER OF ALL EXTERIOR WALLS.

USE THREE (3) STUDS AT THE INTERSECTION OF ALL LOAD BEARING WALLS (EXTERIOR

AND/OR INTERIOR)

ENDS OF STUDS SHOULD SEAT FIRMLY IN RUNNER TRACK WITCH MUST HAVE FULL BEARING

ON STRUCTURE.

ATTACH EACH RUNNER TRACK LEG TO EACH STUD FLANGE WITH ONE (1) #10-16 SCREW, 5/8"

LONG.

NO NOTCHING OR COPING OF STUDS IS ALLOWED.

ALL BRACING SHALL BE INSTALLED AT THE TIME THE WALL IS ERECTED. FAILURE TO INSTALL

BRACING AT THIS TIME MAY COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING.

LATERAL BRACING SHALL BE PROVIDED AT 4'-0" O.C. (MAX.) FOR ALL LOAD BEARING WALLS.

BRACING SHALL BE PROVIDED FOR JOISTS AT 8'-0" O.C. (MAX.).

ATTACHMENTS

USE #10-16, 5/8" LONG, LOW PROFILE HEAD SCREWS FOR ALL STEEL TO STEEL CONNECTIONS

EXCEPT AS NOTED ON PLANS AND DETAILS.

A ¾" (MINIMUM) CLEARANCE MUST BE MAINTAINED FROM ALL EDGES OF THE STEEL MEMBERS

IN LOCATING SCREWS. A ¾" (MINIMUM) ON CENTER SPACING MUST BE MAINTAINED BETWEEN

ADJACENT SCREWS.

ALL SCREW RECOMMENDATIONS ARE BASED ON CCFSS TECHNICAL BULLETIN VOL. 2, NO. 1

WHICH OUTLINES THE PROPOSED AISI SPECIFICATION PROVISIONS FOR SCREW

CONNECTIONS, AND ALLOWABLE SCREW SHEAR STRENGTH VALUES PUBLISHED BY BUILDEX,

COMPASS AND GRABBER.

FOR ATTACHMENT OF SINGLE - LAYER ½" OR 5/8" GYPSUM BOARD OR SHEATHING TO STEEL

STUDS AND JOISTS, USE #10 - 16 SCREWS, 1" LONG BUGLE HEAD SCREWS.

WELDING PROCEDURE TO BE IN ACCORDANCE WITH AWS D1.3 - 81. USE 1/8" E60XX

ELECTRODE MINIMUM. MINIMUM WELD THROAT THICKNESS (T) MUST MATCH OR EXCEED THE

THICKNESS OF THE THINNEST CONNECTED SHEET.

IN WELDING, THE ZINC COATING ON STEEL FRAMING WILL BE BURNED AWAY; THEREFORE, A

ZINC RICH PAINT MUST BE APPLIED TO THE WELD AREA TO PROVIDE CORROSION

RESISTANCE.

MISCELLANEOUS

ALL CONNECTIONS SHALL BE COMPLETE AS PER THE PLANS AND SPECIFICATIONS AT THE

TIME OF INSTALLATION. FAILURE TO PROMPTLY COMPLETE CONNECTIONS MAY

COMPROMISE THE STRUCTURAL INTEGRITY OF THE BUILDING.

PRECAUTIONS MUST BE TAKEN TO AVOID CONSTRUCTION LOADS EXCEEDING DESIGN LIVE

LOADS. CONSTRUCTION LOADS HAVE NOT BEEN CONSIDERED IN THESE RECOMMENDATIONS.

SPLICING OF RUNNER TRACK TO BE ACCOMPLISHED BY SCREW ATTACHMENT OF A STUD

SECTION BETWEEN VERTICAL STUDS TO THE RUNNER TRACK USING #10 - 16 SCREWS, 5/8"

LONG LOW PROFILE SCREWS.

1. ALL DESIGN, CONSTRUCTION, AND INSPECTION SHALL BE IN CONFORMANCE WITH THE 2018

INTERNATIONAL BUILDING CODE (IBC) AND REFERENCED STANDARDS.

2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.

3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING

DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE

ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED.

4. DRAWINGS INDICATE THE FINISHED PRODUCT. THEY DO NOT INDICATE A METHOD OF

CONSTRUCTION. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO PROTECT

THE STRUCTURE DURING CONSTRUCTION. SUCH PRECAUTIONS SHALL INCLUDE, BUT NOT BE

LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, ETC..

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPENSATING THE OWNER FOR ANY

CHANGES MADE AS A RESULT OF A DEVIATION FROM THE CONTRACT DOCUMENTS,

DEVIATION FROM THE SPECIFICATIONS, FAULTY MATERIALS, OR FAULTY WORKMANSHIP.

6. OPTIONS ARE FOR THE CONTRACTOR'S CONVENIENCE. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR COORDINATING ALL REQUIRED DESIGN CHANGES. COST ASSOCIATED

WITH ANY DESIGN WORK INITIATED BY THE OPTION SHALL BE BORN BY THE CONTRACTOR.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTION WITHIN AND

ADJACENT TO THE JOB SITE.

8. TEMPORARY SHORING AND BRACING SHALL BE PROVIDED WHEREVER NECESSARY TO TAKE

CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED INCLUDING WIND. SUCH

BRACING SHALL BE LEFT IN PLACE AS LONG AS MAY BE REQUIRED FOR SAFETY OR UNTIL

ALL THE STRUCTURAL ELEMENTS ARE COMPLETE.

9. DURING AND AFTER CONSTRUCTION THE CONTRACTOR AND/OR OWNER SHALL KEEP LOADS

ON THE STRUCTURE WITHIN THE LIMITS OF THE DESIGN LOADS.

10. THE GENERAL CONTRACTOR SHALL HAVE SHOP DRAWINGS REVIEWED BY THE ENGINEER

PRIOR TO THE FABRICATION OR ERECTION FOR THE FOLLOWING ITEMS: REINFORCING

STEEL, STRUCTURAL STEEL, AND MISCELLANEOUS METALS.

11. ALL DETAILS, SECTIONS, AND NOTES ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO

SIMILAR SITUATIONS UNLESS NOTED OR SHOWN OTHERWISE.

12. OBSERVATION VISITS TO THE JOB SITE BY THE OWNER, ENGINEER OR FIELD

REPRESENTATIVES OF THE ENGINEER SHALL NEITHER BE CONSTRUED AS INSPECTION NOR

APPROVAL OF CONSTRUCTION.

13. SIZES, LOCATIONS, AND ANCHORAGE'S OF EQUIPMENT SHALL BE VERIFIED IN THE FIELD WITH

EQUIPMENT MANUFACTURERS (SUPPLIERS) PRIOR TO PLACING CONCRETE OR FABRICATING

STEEL.

1. FOOTING ELEVATIONS OR FROST COVER SHOWN ON PLAN ARE TOP OF FOOTINGS AND ARE

MINIMUM DEPTH. DIFFERENT OR UNUSUAL CONDITIONS SHALL BE REPORTED TO THE

ENGINEER.

2. EXTERIOR WALL FOOTINGS SHALL BEAR AT A MINIMUM DEPTH OF 30" BELOW FINISHED

EXTERIOR GRADE.

3. NO FOOTINGS SHALL BE PLACED IN WATER OR ON FROZEN GROUND.

4. ANY SOIL CONDITION ENCOUNTERED DURING EXCAVATION THAT IS CONTRARY TO THE

CONDITIONS USED FOR DESIGN OF FOOTINGS, OR ON THE DRAWINGS SHALL BE BROUGHT

TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING.

5. WHERE 6" DIAMETER OR LARGER PIPE PASSES THROUGH AN INTERIOR OR EXTERIOR

FOUNDATION WALL, STEP THE FOOTING DOWN TO PASS BELOW PIPE AND THEN STEP BACK

UP TO INDICATED ELEVATION. PROVIDE PIPE SLEEVE THROUGH FOUNDATION WALL. PLACE

BOTTOM OF PIPE SLEEVE 12" ABOVE TOP OF FOOTING.

7. SUBGRADE PREPARATION AS PER RECOMMENDATIONS OF THE GEOTECHNICAL REPORT

PREPARED BY GHS GEOTECHNICAL, INC. DATED APRIL 30, 2019

1. ALL CONCRETE SHALL MEET THE REQUIREMENTS OF ACI-301, “SPECIFICATION FOR

STRUCTURAL CONCRETE FOR BUILDINGS.” PROPORTIONING OF INGREDIENTS FOR EACH

CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301.

PLACE CONCRETE PER ACI-304 AND CONFORM TO ACI-604 (306) FOR COLD WEATHER

PLACEMENT AND ACI-605 (305) FOR HOT WEATHER PLACEMENT, USE INTERIOR MECHANICAL

VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER-VIBRATE. CONCRETE SHALL

BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION AND CONTROL JOINTS. PROTECT ALL

CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN

DAYS AFTER PLACING.

2. STRENGTH

TWENTY-EIGHT DAY COMPRESSIVE STRENGTH SHALL BE:

4500 PSI, 5 ½ SACK

SLUMP: 4” + 1 INCH.

MAX. WATER/CEMENT RATIO: 0.45

3. STRUCTURAL CONCRETE EXPOSURE CLASS: F2

4. MATERIALS

CEMENT: ASTM 150, TYPE I.

COARSE AND FINE AGGREGATE: ASTM C33.

WATER SHALL BE CLEAN AND POTABLE.

5. ADMIXTURES

WATER REDUCING ADMIXTURE: ASTM C494, ADMIXTURES SHALL BE USED IN EXACT

ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

SYNERGIZED PERFORMANCE SYSTEMS: CONCRETE USING ADMIXTURES TO

PRODUCE FLOWABLE CONCRETE MAY BE USED SUBJECT TO ENGINEER'S APPROVAL.

6. AIR ENTRAINMENT:ASTM C260 AND ASTM C494, ENTRAIN 6% PLUS/MINUS 1 1/2% BY VOLUME IN

ALL EXPOSED CONCRETE.

7. NO OTHER ADMIXTURE PERMITTED UNLESS APPROVED BY THE ENGINEER OF RECORD.

8. THE FLATNESS AND LEVELNESS OF CONCRETE FLOORS SHALL BE MEASURED PER ASTM E

1155:STANDARD TEST METHOD FOR DETERMINING FLOOR FLATNESS AND LEVELNESS USING

THE F-NUMBER SYSTEM.

SPECIFIED OVERALL F-NUMBER FF 25/FL 20

MINIMUM LOCAL F-NUMBER FF 15/FL 12

9. A STATEMENT OF MIX DESIGN FOR ALL CONCRETE SHALL BE SUBMITTED TO AND REVIEWED BY

THE ENGINEER PRIOR TO COMMENCING WORK.

10. ALL CONCRETE WORK SHALL BE PLACED, CURED, STRIPPED, AND PROTECTED AS DIRECTED

BY THE SPECIFICATIONS AND ACI STANDARDS AND PRACTICES.

11. DOWEL VERTICAL BARS THE DEVELOPMENT LENGTH INTO STRUCTURE ABOVE AND FOOTINGS

BELOW. PROVIDE 90 DEGREE HOOK WHERE DEVELOPMENT LENGTH IS NOT POSSIBLE. LAP

ALL REINF. IN CONCRETE THE LISTED LENGTH U.N.O.

12. BEFORE CONCRETE IS POURED CHECK WITH ALL TRADES TO ENSURE PROPER PLACEMENT OF

ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATIVE TO WORK.

13. ADD 2-#5 BARS MINIMUM AROUND ALL OPENINGS (UNLESS OTHERWISE NOTED) AND EXTEND

24" BEYOND CORNER OF OPENING.

14. ALL SLABS ON GRADE SHALL BE PLACED IN ALTERNATE PANELS WITH A MAXIMUM WIDTH OF

20' BETWEEN CONTROL OR CONSTRUCTION JOINTS; REFER TO TYPICAL DETAILS ON

DRAWINGS. UNLESS OTHERWISE NOTED, SLABS ON GRADE SHALL BE 4" THICK AND SHALL BE

REINFORCED WITH #3 BARS AT 18" ON CENTER EACH WAY.

15. PROVIDE A #4 NOSING BAR IN ALL CONCRETE STAIR TREADS.

16. REFER TO DRAWINGS FOR TYPICAL CONSTRUCTION JOINT DETAILS. UNLESS NOTED IN

DRAWINGS, ALL REINFORCEMENT SHALL BE CONTINUOUS THROUGH JOINTS.

17. WHERE EXTERIOR SLABS ON GRADE ABUT FOUNDATIONS OR COLUMNS PROVIDE 3/8"

PREFORMED EXPANSION JOINT WITH SEALANT.

1. ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH BP-66(04): ACI

DETAILING MANUAL - 2004 AND ACI 350-06.

2. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. WELDED WIRE FABRIC SHALL

CONFORM TO ASTM A1064.

3. ALL REINFORCEMENT SHALL BE SECURELY TIED AND HELD IN PLACE.

4. REINFORCING BARS THAT ARE TO BE WELDED, INCLUDING DEFORMED BAR ANCHORS (D.B.A.)

SHALL COMPLY WITH ASTM A706 OR ANOTHER APPROVED WELDABLE GRADE AND SHALL BE

WELDED IN ACCORDANCE WITH THE A.W.S. RECOMMENDATIONS.

5. ALL CONTINUOUS REINFORCEMENT SHALL TERMINATE WITH A 90 DEG. TURN OR A SEPARATE

CORNER BAR. ALL SPLICES IN CONCRETE SHALL LAP THE LISTED LAP LENGTH.

6. THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

B. ALL OTHER CONCRETE:2"

7. PRIOR TO FABRICATION AND PLACEMENT, SHOP DRAWINGS FOR ALL REINFORCING STEEL

SHALL BE REVIEWED BY THE ENGINEER.

8. REFER TO WALL CORNER AND WALL INTERSECTION REINFORCING DETAIL. IN GENERAL, THE

WALL CORNER REINFORCING SIZES AND SPACING SHALL BE CALLED OUT ON THE PLANS

AND REFERENCED TO THESE DETAILS AND THE TYPICAL HORIZONTAL WALL REINFORCING

SHALL LAP WITH THE HORIZONTAL REINFORCING.

9. ALL BENDS, UNLESS OTHERWISE SHOWN, SHALL BE A 90 DEGREE STANDARD HOOK. REFER

TO STANDARD CONCRETE HOOK DETAILS.

10. ALL WALL CORNER AND WALL INTERSECTION REINFORCEMENT BARS SHALL BE CONTINUOUS

AROUND CORNERS AND THROUGH COLUMNS OR PILASTERS. REINFORCEMENT SHALL BE

EXTENDED INTO CONNECTING WALLS AND LAPPED ON THE OPPOSITE FACE OF THE

CONNECTING WALLS.

11. UNLESS INDICATED OTHERWISE, CONTRACTOR MAY SPLICE CONTINUOUS SLAB OR

LONGITUDINAL BEAM BARS AT LOCATION OF THEIR CHOOSING, EXCEPT THAT TOP BAR

SPLICES SHALL BE LOCATED AT MIDSPAN AND BOTTOM BAR SPLICES SHALL BE LOCATED AT

SUPPORTS. STAGGER SPLICES IN HORIZONTAL WALL BARS SO THAT NO TWO ADJACENT

BARS IN THE SAME OR OPPOSITE CURTAIN ARE SPLICED AT THE SAME LOCATION. ALL

REINFORCEMENT BENDS AND LAPS, UNLESS OTHERWISE NOTED, SHALL SATISFY THE

REQUIREMENTS OF THE STD. CONCRETE HOOK SCHEDULE AND THE CONCRETE

REINFORCEMENT LAP AND DEVELOPMENT SCHEDULES.

THE FOLLOWING STRUCTURAL DESIGN LOADS APPLY U.N.O.:

ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . L

r

= 20 PSF

ROOF DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . . .D

r

= 25 PSF

CEILING DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . .D = 10 PSF

CEILING LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . .D = 10 PSF

STRUCTURE RISK CATEGORY . . . . . . . . . . . . . . II

SNOW LOAD:

GROUND SNOW LOAD. . . . . . . . . . . . . . . . P

g

= 42 PSF

SNOW IMPORTANCE FACTOR. . . . . . . . . I

s

= 1.00

SNOW EXPOSURE FACTOR. . . . . . . . . . . C

e

= 1.00

SNOW THERMAL FACTOR . . . . . . . . . . C

t

= 1.00

FLAT ROOF SNOW LOAD. . . . . . . . . . . . . P

f

= 30 PSF

SLOPED ROOF SNOW LOAD . . . . . . . . . . P

s

= 30 PSF

WIND:

BASIC WIND SPEED . . . . . . . . . . . . . . . . . . V = 105 MPH

WIND IMPORTANCE FACTOR. . . . . . . . . . . Iw = 1.00

WIND EXPOSURE. . . . . . . . . . . . . . . . . . . . C

SEISMIC:

SEISMIC IMPORTANCE FACTOR. . . . . . . . . . . . I

E

= 1.00

SPECTRAL RESPONSE ACCELERATION. . . . . S

S

= 1.093

SPECTRAL RESPONSE ACCELERATION. . . . . S

1

= 0.368

SEISMIC SOIL SITE CLASS . . . . . . . . . . . . . . . . D

SPECTRAL RESPONSE COEFFICIENT . . . . . . S

DS

= 0.776

SPECTRAL RESPONSE COEFFICIENT . . . . . . S

D1

= 0.613

SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . D

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

BASIC SEISMIC FORCE RESISTING SYSTEM:

LIGHT-FRAME (COLD-FORMED STEEL) WALLS w/ WOOD STRUCTURAL PANELS

RESPONSE MODIFICATION COEFFICIENT. . . . . R = 6.5

OVERSTRENGTH FACTOR . . . . . . . . . . . . . . . . . . Ω

0

= 2.5

DESIGN LOAD-BEARING VALUE OF SOILS = 2000 PSF

GEOTECHNICAL REPORT PREPARED BY GHS GEOTECHNICAL, INC. DATED APRIL 30, 2019

GENERAL CONCRETE

REINFORCING STEEL

FOOTINGS

DESIGN CRITERIA

PLYWOOD DIAPHRAGM FASTENERS

1. SUBSTITUTION OF FASTENERS OTHER THAN THOSE SPECIFIED IN THE STRUCTURAL

NOTES OR THE PLYWOOD DIAPHRAGM SCHEDULE IS NOT ALLOWED.

2. AT ROOF AND FLOOR DIAPHRAGMS, APPLY FASTENERS AT PANEL EDGE SPACING TO

ALL DRAG STRUTS, TENSION CHORDS, BLOCKING OVER BEARING AND SHEAR WALLS,

AND ANY OTHER SPECIAL DIAPHRAGM MEMBERS NOTED ON PLANS.

3. AT PLYWOOD SHEAR WALLS, APPLY FASTENERS AT PANEL EDGE SPACING TO TOP

AND BOTTOM TRACKS, END CHORDS, ALL VERTICAL ELEMENTS AT HOLD DOWN

ANCHORS, AND HORIZONTAL BLOCKING.

4. ALL PANEL EDGES OF PLYWOOD SHEAR WALLS MUST BE BLOCKED.

5. FASTENERS TO COMPLY WITH ASTM C1513.

1. FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORMWORK (ACI-347-14).

2. ALL SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. FORMWORK SUPPORTS

AND SHORING SHALL BE DESIGNED TO PROVIDE FINISHED CONCRETE SURFACES OF ALL

FACES LEVEL, PLUMB, AND TRUE TO THE DIMENSIONS AND ELEVATIONS SHOWN.

TOLERANCES AND VARIATIONS SHALL BE AS SPECIFIED.

FORM WORK

1. EXCEPT WHERE INDICATED ON THE DRAWINGS OR AS OTHERWISE APPROVED,

POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS

PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED

QUESTIONS.

a) ANCHORAGE TO CONCRETE

i) ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

(1) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3187.

(2) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH

HAS-E THREADED ROD PER ICC ESR-3187.

(3) HILTI HIT-RE 500-SD SAFE SET EPOXY ADHESIVE ANCHORING SYSTEM WITH

HAS-E THREADED ROD PER ICC ESR-2322 FOR SLOW CURE APPLICATIONS

POST-INSTALLED ANCHORS

COLD FORM STEEL

STRUCTURAL

NOTES

S-000

TYPICAL SINGLE MAT CORNER AND

INTERSECTION REINFORCING

"D"

NOTE 3NOTE 3

NO

TE

3

"D

"

NO

TE

3

"D"

STD ACI-318 90° HOOK

UNLESS OTHERWISE

NOTED

HORIZ WALL REINFORCING BETWEEN CORNERS AND

INTERSECTIONS AS SHOWN ON WALL SECTIONS. LAP

WITH CORNER AND INTERSECTION REINFORCING

LAP, SEE NOTE 5,

TYP

A

B

1 2

C

D

3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

ISSUED:

CHECKED BY:

DRAWN BY:

PROJECT #:

MARK

:DA

TE:

DESC

RIPT

ION:

795 N

ORTH

400 W

EST

SAL

T LA

KE C

ITY

UT 84

103

255 S

OUTH

300

WES

T L

OGAN

UT

8432

1

GE H

EALT

HCAR

E - I

NCUB

ATOR

925 W

EST

1800

SOU

THLO

GAN,

UTA

H 84

321

SEP. 2019

CLR

419591

DLB

S

STE

TA

UTRS CT

R P

UR

F OE

G

OF UT HA

ERE

NI

NISO

L

EN

A LA

No. 295553RASMUSSENCRAIG L.

9/6/2019

DIAPHRAGM SCHEDULE

ALL GRADES OF STEEL (MIN. YIELD STRENGTHS)

D = FINISHED INSIDE BEND DIAMETER

d = BAR DIAMETER

D = 6d FOR #3 THROUGH #8

D = 8d FOR #9, #10 AND #11

D = 10d FOR #14 AND #18

d

B

4d or

2

1

2

" MIN.

D

HOOK A

DETAILING

DIMENSION

180° HOOK

d

12d

A

D

DETAILING

DIMENSION

90° HOOK

RECOMMENDED END HOOKS

BAR

SIZE

D

180° HOOKS

A B

90° HOOKS

A

#3 2

1

4

" 5" 3" 6"

#4 3" 6" 4" 8"

NOTES:

1. ALL REINFORCEMENT LAPS, UNLESS OTHERWISE NOTED, SHALL SATISFY THE MINIMUM

REQUIREMENTS SHOWN IN THE TABLE "REINFORCEMENT LAP LENGTHS."

2. TOP BARS SHALL BE DEFINED AS ANY HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12"

OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE BAR, IN ANY SINGLE POUR.

HORIZONTAL WALL BARS ARE CONSIDERED TOP BARS.

CONCRETE REINFORCEMENT LAP & DEVELOPMENT SCHEDULES

NTS

DIAPHRAGM LAYOUT

TYPICAL PLYWOOD ROOF

NOTES:

JOISTS AND TRACKS ARE TO BE ASTMA1003 STRUCTURAL GRADE 33 (GRADE 230) TYPE H STEEL FOR

MEMBERS WITH A DESIGNATION THICKNESS OF 33 AND 43 MILS, AND ASTM A1003 STRUCTURAL GRADE

50 (GRADE 340) TYPE H STEEL FOR MEMBERS WITH A DESIGNATION THICKNESS EQUAL TO OR GREATER

THAN 54 MILS.

SCREWS USED TO ATTACH WOOD STRUCTURAL PANELS ARE MINIMUM NO. 8 WHERE STRUCTURAL

MEMBERS HAVE A DESIGNATION THICKNESS OF 54 MILS OR LESS AND NO. 10 WHERE STRUCTURAL

MEMBERS HAVE A DESIGNATION THICKNESS GREATER THAN 54 MILS. SCREWS SHALL COMPLY WITH

ASTM C1513

TRACK MEMBERS TO HAVE A MINIMUM FLANGE WIDTH OF 1 1/4"

PANELS LESS THAN 12" WIDE ARE NOT PERMITTED.

FASTENERS ALONG THE EDGES IN SHEAR PANELS ARE PLACE FROM PANEL EDGES NOT LESS THAN 3/8".

MINIMUM

NOMINAL

PANEL

THICKNESS

PANEL

BOUNDARY

EDGE

OTHER

PANEL

EDGES

BLOCKING

DIAPHRAGM

HOOK EMBED

DEPTH

7"

9"

#5 3

3

4

" 7" 5" 10"

#6 4

1

2

" 8" 6" 1'-0"

1'-7"11

3

4

"1'-3"9

1

2

"#9

1'-4"8"11"6"#8

1'-2"7"10"5

1

4

"#7

1'-10"1'-1

1

4

"1'-5"10

3

4

'#10

#11 12" 1'-7" 1'-2

3

4

" 2'-0"

#14 18

1

4

" 2'-3" 1'-9

3

4

" 2'-7"

#18 24" 3'-0" 2'-4

1

2

" 3'-5"

(IN ACCORDANCE WITH ACI 318-14)

NTS

STD. CONCRETE HOOK SCHEDULE

12"

14"

23"

21"

18"

26"

31"

41"

16"

NOTE: EMBED BARS WITH HOOKS TO THE DEPTH

SHOWN.

SPAN

RATING

PANEL

FIELD

#10 AT 6"

NOTES FOR CORNER AND INTERSECTION REINFORCING DETAILS

1. TYPICAL HORIZONTAL WALL CORNER AND INTERSECTION REINFORCING

LAYOUT IS SHOWN TO AVOID CONGESTION AND PERMIT PROPER

PLACEMENT, FOR SIZE AND SPACING SEE PLANS. ALL HORIZONTAL

REINFORCING AT CORNERS AND INTERSECTIONS SHALL BE

FABRICATED AND INSTALLED WITH SPLICES LOCATED WHERE SHOWN

REGARDLESS OF BAR SIZE AND SPACING.

2. WHERE THE CORNER OR INTERSECTION REINFORCING SIZE AND

SPACING IS NOT SHOWN, NOTED OR TABULATED ON THE PLANS, THE

SIZE AND SPACING SHALL BE THE SAME AS THE WALL HORIZONTAL

REINFORCING SHOWN ON THE WALL SECTIONS OR AS NOTED FOR THE

REINFORCING BETWEEN THE CORNERS OR INTERSECTIONS.

3. EXCEPT WHERE OTHERWISE SHOWN ON THE DRAWINGS, THE LENGTH

INDICATED AS "NOTE 3" SHALL BE THE LESSER OF D/4, 10 FEET, OR 1.0

TIMES THE HEIGHT OF THE WALL, EXCEPT THAT IN NO CASE SHALL IT

BE LESS THAN THE SPLICE LENGTH.

4. D = LENGTH OF WALL PARALLEL TO THE BAR LENGTH IN QUESTION.

5. EXCEPT WHERE OTHERWISE SHOWN ON THE DRAWINGS, THE LENGTH

INDICATED AS "NOTE 5" SHALL BE EQUAL TO ONE "LAP LENGTH" AS

REQUIRED BY THE GENERAL STRUCTURAL NOTES. USE THE LAP

LENGTH AS REQUIRED FOR THE SMALLER OF THE TWO REINFORCING

BARS BEING SPLICED.

6. HORIZONTAL BARS IN WALLS SHALL HAVE SPLICES STAGGERED ONE

LAP LENGTH AS DEFINED IN NOTE 5.

7. ALTERNATE SPLICE LOCATIONS OF HORIZONTAL BARS IN WALLS

BETWEEN THE TWO CURTAINS SO THAT NO SPLICES AT THE SAME

ELEVATION ARE LOCATED TOGETHER.

5'-7"5'-1"4'-6"4'-0"3'-6"2'-5"2'-0"1'-7"1'-3"

7'-3"6'-7"5'-10"5'-2"4'-6"3'-1"2'-7"2'-1"1'-7"

#11#10#9#8#7#6#5#4#3

OTHER BAR

TOP BAR

BAR SIZE

REINFORCEMENT LAP LENGTHS

CONCRETE DESIGN STRENGTH - 4000 PSI

SHEATHING FASTENERS

WD-1 19/32" 40/20NO

MARK

NOTES

DIAPHRAGM

BOUNDARIES (SHEAR

WALLS, TENSION

CHORDS)

CONT. PANEL EDGE

PANEL EDGE INTERMEDIATE SUPPORTS

FRAMING, SEE PLAN

BLOCKING IF REQ'D

GENERAL SHEAR WALL NOTES

WALL STUDS AND TRACK ARE TO BE ASTMA1003 STRUCTURAL GRADE 33 (GRADE 230) TYPE H STEEL FOR MEMBERS

WITH A DESIGNATION THICKNESS OF 33 AND 43 MILS, AND ASTM A1003 STRUCTURAL GRADE 50 (GRADE 340) TYPE H

STEEL FOR MEMBERS WITH A DESIGNATION THICKNESS EQUAL TO OR GREATER THAN 54 MILS.

SCREWS ARE A MINIMUM NO. 8 AND COMPLY WITH ASTM C1513.

TRACK MEMBERS TO HAVE A MINIMUM FLANGE WIDTH OF 1 1/4"

PANELS LESS THAN 12" WIDE ARE NOT PERMITTED.

FASTENERS ALONG THE EDGES IN SHEAR PANELS ARE PLACE FROM PANEL EDGES NOT LESS THAN 3/8".

PROVIDE DOUBLED (BACK TO BACK) STUDS AT SHEAR WALL ENDS.

SHEAR WALL SCHEDULE

1. MAXIMUM SHEAR = 330 P.L.F.

USE 7/16" APA RATED SHEATHING ON ONE SIDE. ATTACH SHEATHING TO STUDS WITH NO. 8 (MINIMUM) SCREWS

AT 6” O.C. ALL EDGES AND 12" FIELD. TRACK SIZE TO MATCH WIDTH AND THICKNESS OF SPECIFIED WALL

STUDS. SEE PLANS FOR LOCATIONS AND SIZES OF HOLDOWNS.

#10 AT 6" #10 AT 12"

STRUCTURAL

NOTES

S-001

1. SPECIAL INSPECTION SHALL BE PROVIDED ACCORDING TO IBC

CHAPTER 17 FOR THE ITEMS IDENTIFIED IN THIS SECTION AND

ON THE CONTRACT DOCUMENTS.

2. THE NAMES AND CREDENTIALS OF SPECIAL INSPECTORS TO BE

USED SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT

WHEN APPLYING FOR A BUILDING PERMIT.

3. SPECIAL INSPECTION REPORTS SHALL BE DELIVERED TO THE

OWNER BI-WEEKLY OR MORE FREQUENTLY AS REQUIRED BY

THE INSPECTOR OR BUILDING OFFICIAL.

4. OFF-SITE FABRICATION: WHERE FABRICATION OF STRUCTURAL

LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING

PERFORMED ON THE PREMISES OF A FABRICATORS SHOP,

SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE IN

ACCORDANCE WITH IBC SECTION 1704.2.5 UNLESS THE

FABRICATOR IS APPROVED ACCORDING TO IBC SECTION

1704.2.5.1.

5. CONCRETE CONSTRUCTION: SPECIAL INSPECTIONS AND

VERIFICATIONS SHALL BE PROVIDED IN ACCORDANCE WITH

TABLE 1705.3.

6. MASONRY CONSTRUCTION: LEVEL 2 SPECIAL INSPECTION

SHALL BE PROVIDED FOR MASONRY CONSTRUCTION IN

ACCORDANCE WITH SECTION ACI 530-13 TABLE 3.1.2.

7. THE FOLLOWING ELEMENTS OF THE SEISMIC-FORCE-RESISTING

SYSTEM IN ACCORDANCE WITH IBC SECTION 1705.12:

A. STRUCTURAL WOOD (IBC 1705.12.2)

8. SPECIAL INSPECTIONS OF WOOD TRUSSES WITH OVERALL

HEIGHTS OF 60 INCHES OR GREATER SHALL BE PERFORMED TO

VERIFY THAT THE INSTALLATION OF THE PERMANENT

INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING HAS BEEN

INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS

SUBMITTAL PACKAGE. FOR WOOD TRUSSES WITH A CLEAR

SPAN OF 60 FEET OR GREATER, THE SPECIAL INSPECTOR

SHALL VERIFY DURING CONSTRUCTION THAT THE TEMPORARY

INSTALLATION RESTRAINT/BRACING IS INSTALLED IN

ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL

PACKAGE.

9. SOILS: SPECIAL INSPECTION SHALL BE PROVIDED FOR

PLACEMENT OF FILL 12 INCHES OR MORE DEEP IN

ACCORDANCE WITH SECTION 1705.6.

10. EPOXY ANCHORS: PRIOR TO AND DURING EPOXY INJECTION TO

INSURE PROPER INSTALLATION AS PER MANUFACTURERS

REQUIREMENTS. CONTRACTOR SHALL SUBMIT PROPOSED

EPOXY MANUFACTURERS I.C.B.O. REPORT TO ENGINEER PRIOR

TO INSTALLATION.

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A

SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM,

OR COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL

SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY

TO THE BUILDING OFFICIAL AND TO THE OWNER PRIOR TO THE

COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT IN

ACCORDANCE WITH IBC SECTION 1704.4. THE CONTRACTOR'S

STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL

REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE

PLAN.

B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO

OBTAIN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE

CONTRACTOR'S ORGANIZATION, THE METHOD AND

FREQUENCY OF REPORTING, AND THE DISTRIBUTION OF

REPORTS.

D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S)

EXERCISING SUCH CONTROL AND THE POSITION(S) IN THE

ORGANIZATION.

QUALITY ASSURANCE

CONTRACTOR RESPONSIBILITY

QUALITY ASSURANCE PLAN

VERIFICATION AND INSPECTION

CONTINUOUS DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

-- X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE

HAS BEEN PREPARED PROPERLY.

-- X

-- X

X --

-- X

TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND

VERIFY PLACEMENT.

3. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3.a.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

-- X ACI 318 CH. 20,

25.2, 25.3,

26.6.1-26.6.3

1908.4

--X

ACI 318:17.8.2.4

--

-- X

ACI 318: CH. 19,

26.4.3, 26.4.4

1904.1,

1904.2,

1908.2,

1908.3

5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

X --

ASTM C172,

ASTM C31,

ACI 318: 26.4, 26.12

1908.10

6. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

X --ACI 318: 26.5

1908.6,

1908.7,

1908.8

7. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

-- X

ACI 318:

26.5.3-26.5.5

1908.9

8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED. -- X

ACI 318:

26.11.1.2(b)

--

TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

2. INSPECT ANCHORS CAST IN CONCRETE.

-- X

ACI 318:17.8.2

--

-- X

ACI 318: 17.8.2

--

VERIFICATION AND INSPECTION

CONTINUOUS DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

1. VERIFY APPROPRIATE SHEATHING, FRAMING MEMBERS AT PANEL EDGES AND

FASTENERS ARE USED

2. VERIFY PROPER NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS

OF LATERAL FORCE RESISTING SYSTEM INCLUDING WOOD SHEAR WALLS, WOOD

DIAPHRAGMS, DRAG STRUTS, BRACES AND HOLD-DOWNS.

-- X

-- X

IBC SECTION 1705.11.1 REQUIRED SPECIAL INSPECTIONS FOR STRUCTURAL WOOD FRAMING

3. VERIFY THAT PROPER BOLTING AND SPACING ARE USED ON TIMBER TRUSSES

-- X

F1

F3

F1F1

F1

4" SLAB AT #3 AT 18"

O.C. EACH WAY AT

CENTER OF SLAB

H

D

1

H

D

1

HD1

HD1 HD1

F2

HD

1

HD

1

FOOTING SCHEDULE

MARK SIZE REINF.

F1 20"x10" PER DETAIL

16"x10" (2) #4 CONT.F2

NOTES

THICKENED SLAB FOOTING

F3 12"x10" (2) #4 CONT.

HOLDOWN SCHEDULE

MARK

HD1

FASTENERSTYPE

S/HDU4 (6) #14 SCREWS

NOTES: INSTALL PER MANUFACTURER'S RECOMMENDATIONS

A.B DIAMETER

5/8"

NOTES: ALL FOOTINGS ARE TO BE F1 U.N.O.

THICKENED SLAB FOOTING

DETAIL 1 SHEET S500

2

1

S500

3

S500

1

S500

1

S500

2

S500

STRUCTURAL KEY NOTES

1. RECESS FOUNDATION WALL AT DOOR OPENING AND POUR SLAB OVER WALL PER

DETAIL 5 SHEET S500.

2. CONCRETE CONTROL JOINT. SEE DETAIL 4 SHEET S-500.

GENERAL SHEET NOTES

1. REFER TO ARCHITECTURAL PLANS FOR ADDITIONAL DIMENSIONS AND ELEVATIONS.

1

A

B

1 2

C

D

3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

ISSUED:

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DRAWN BY:

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S-100

FOOTING

PLAN

H2

H2

H2

H1

H1

H

D

1

H

D

1

HD1

HD1

HD

1

HD

1

HD1

BW

2B

W2

BW3 BW3

BW

4

BW

4

BW

4

BW

4

B

W

2

BW

4

BW

4

J

1

STRUCTURAL KEY NOTES

1. MECHANICAL UNIT. SEE MECHANICAL PLANS.

2. PROVIDE CEILING JOIST, J2, AT 16" O.C. SEE ARCHITECTURAL PLANS FOR JOIST

ELEVATION.

3. PROVIDE DOUBLE CEILING JOIST, J2, BACK-TO-BACK INTERCONNECTED AT 12" O.C.

PER DETAIL 11 SHEET S-501.

4. PROVIDE SIMPSON MSTC28 w/ (30) #10 SCREWS AT ROOF JOIST TRACK CENTERED

OVER CORNER.

5. PROVIDE WEB STIFFENER FOR ROOF JOIST OVER HEADER.

MEMBERMARK

NOTES:

SEE DETAIL 10 SHEET S501 FOR HEADER ATTACHMENT

COLD FORM HEADER & BEAM SCHEDULE

H2

H1 (2) 1000S200-54

(2) 600S137-33

TYPE

BOXED

BOXED

ADDITIONAL COMMENTS

FY = 33 KSI

FY = 33KSI

MEMBERMARK

NOTES:

INTERCONNECTED AT 12" O.C.

BRACE AT MID-POINT

COLD FORM COLUMN SCHEDULE

C1 (2) 600S162-33

TYPE ADDITIONAL COMMENTS

BACK-TO-BACK FY = 33 KSI

C2 (2) 362S137-43 BACK-TO-BACK FY = 33 KSI

MEMBERMARK

J1

LIGHT GAUGE STEEL JOIST SCHEDULE

1200S125-68 AT 16" O.C.

ADDITIONAL COMMENTS

FY = 50 KSI

NOTES:

J2 600S162-43 AT 16" O.C.FY = 33 KSI

GENERAL SHEET NOTES

1. REFER TO ARCHITECTURAL PLANS FOR ADDITIONAL DIMENSIONS AND ELEVATIONS.

2. ALL EXTERIOR WALLS TO BE WALL TYPE BW1.

3. ROOF DIAPHRAGM TO BE TYPE WD-1. SEE DIAPHRAGM SCHEDULE ON SHEET S-002.

4. STUDS TO ALIGN DIRECTLY BELOW ROOF JOISTS, TYP ALL BEARING WALLS.

1

6

S-500

8

S-500

7

S-500

6

S-500

MEMBERMARK

NOTES:

COLD FORM WALL SCHEDULE

BW1 600S162-33 AT 16" O.C.

ADDITIONAL COMMENTS

FY = 33 KSI

BW2 362S137-43 AT 16" O.C.FY = 33 KSI

BRACE AT MIDPOINT

BRACE AT MIDPOINT

2

3

A

B

1 2

C

D

3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

ISSUED:

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BW3 350S162-33 AT 24" O.C.FY = 33 KSI

BRACE AT MIDPOINT

BW4 250S162-33 AT 16" O.C.FY = 33 KSI

BRACE AT MIDPOINT

C3 (2) 350S162-33 BACK-TO-BACK FY = 33 KSI

9

S-500

ROOF

FRAMING

PLAN

S-101

4

5

ROOF JOIST PER PLAN

TYP. WALL STUD AND

SPACING FOR PARAPET WALL

CONTINUOUS SHEATHING

PROVIDE FLAT STRAP w/ BLOCKING AT BREAKS

IN SHEATING. SEE DETAIL 6 SHEET S501

INSULATION PER

ARCHITECTURAL PLANS

SHEATHING PER PLAN

CONTINUOUS TRACK MEMBER. MATCH

SIZE AND THICKNESS OF JOIST

DIAPHRAGM BOUNDARY

FASTENER PER PLAN

CONTINUOUS TRACK AT WALL FOR

JOIST LEDGER. MATCH SIZE AND

THICKNESS OF CEILING JOIST

ARCHITECTURAL EIFS

(2) #10 x 3/4" SCREWS

AT EACH WALL STUD

SIMPSON L30 AT

EACH JOIST

CEILING JOIST PER PLAN

WALL SHEATHING PER PLAN

WALL STUD PER PLAN

ALIGN WALL STUD DIRECTLY

BENEATH ROOF JOIST

SEE DETAIL 6 FOR

WALL ANCHORAGE

ARCHITECTURAL EIFS

CONCRETE SLAB

PER PLAN

FOOTING REINF.

PER PLAN

MIN

F

RO

ST

D

EP

TH

6"

MIN

20"

#4 AT 12" O.C. VERTICAL

DOWEL w/ STD. HOOK

8"

#4 AT 12" O.C.

HORIZ. REINF.

#4 AT 8" O.C.

TRANSVERSE REINF.

3"

CLR

12"

10"

EXISTING STRUCTURE

SEE DETAIL 6 FOR

WALL ANCHORAGE

CONCRETE SLAB

PER PLAN

THICKENED

SLAB FOOTING

REINF. PER PLAN

CEILING JOIST PER PLAN

ROOF JOIST PER PLAN

TYP. WALL STUD AND

SPACING FOR PARAPET WALL

CONTINUOUS SHEATHING

PROVIDE FLAT STRAP w/ BLOCKING AT BREAKS

IN SHEATING. SEE DETAIL 6 SHEET S501

INSULATION PER

ARCHITECTURAL PLANS

SHEATHING PER PLAN

CONTINUOUS TRACK MEMBER. MATCH

SIZE AND THICKNESS OF JOIST

DIAPHRAGM BOUNDARY

FASTENER PER PLAN

WALL SHEATHING PER PLAN

ARCHITECTURAL EIFS

WALL STUD PER PLAN

ROOF JOIST BLOCKING

AT 24" O.C. FOR MIN. (2)

SPACES FROM WALL

CONTINUOUS TRACK AT WALL FOR

JOIST LEDGER. MATCH SIZE AND

THICKNESS OF CEILING JOIST

(2) #10 x 3/4" SCREWS

AT EACH WALL STUD

SIMPSON L30 AT

EACH JOIST

CEILING JOIST PER PLAN

ROOF JOIST BLOCKING

EACH SPACE

ROOF JOIST PER PLAN

SHEATHING PER PLAN

ALIGN WALL STUD DIRECTLY

BELOW ROOF JOIST

1'-4"

CONCRETE SLAB

PER PLAN

THICKENED

SLAB FOOTING

REINF. PER PLAN

1/8" WIDE x 1" DEEP SAWCUT FILL

WITH SEALANT SAW CUT SHALL

BE MADE WITHIN 4 TO 8 HOURS

AFTER CONCRETE POUR

CONCRETE SLAB AND

REINF. PER PLAN

FOOTING REINF.

PER PLAN

20"

10"

#4 AT 12" O.C.

HORIZ. REINF.

#4 AT 8" O.C.

TRANSVERSE REINF.

3"

CLR

8"

4"

THICKENED SLAB AT

DOOR OPENING

#4 AT 12" O.C. VERTICAL DOWEL

w/ STD. HOOK EACH END

CONTINUOUS TRACK AT WALL FOR

JOIST LEDGER. MATCH SIZE AND

THICKNESS OF CEILING JOIST

(2) #10 x 3/4" SCREWS

AT EACH WALL STUD

SIMPSON L30 AT

EACH JOIST

CEILING JOIST PER PLAN

ROOF JOIST PER PLAN

SHEATHING PER PLAN

ALIGN WALL STUD DIRECTLY

BELOW ROOF JOIST

ROOF JOIST BLOCKING

EACH SPACE

1

DETAIL

SCALE: 3/4" = 1'-0"

2

DETAIL

SCALE: 3/4" = 1'-0"

6

DETAIL

SCALE: 3/4" = 1'-0"

7

DETAIL

SCALE: 3/4" = 1'-0"

8

DETAIL

SCALE: 3/4" = 1'-0"

3

DETAIL

SCALE: 3/4" = 1'-0"

4

DETAIL

SCALE: 3/4" = 1'-0"

5

DETAIL

SCALE: 3/4" = 1'-0"

A

B

1 2

C

D

3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

ISSUED:

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9

DETAIL

SCALE: 3/4" = 1'-0"

STRUCTURAL

DETAILS

S-500

1

TYP

LATERAL BRIDGING

SCALE: N.T.S.

2" X 2" X 16 GA CLIP ANGLE

1

4

"

LESS THAN STUD WIDTH. ATTACH

USING (4) #10 SCREWS, CLIP

ANGLE AT EACH STUD.

1-1/2" COLD ROLLED

CHANNEL

TYPICAL STUD

NOTE:

STRAP MAY BE ELIMINATED WHERE

SHEATHING EXISTS. SHEATHING MUST

BE ATTACHED TO BLOCKING AS SHOWN

FOR STRAPS.

2

TYP

LATERAL BRACING

SCALE: N.T.S.

TYPICAL STUD

1-1/2" X 20 GA STRAP.

SCREW ATTACH TO

EVERY STUD FLANGE,

BOTH SIDES (STRAPPING

TO START & END ON

SOLID BLOCKING)

SCREW ATTACH BOTH

PARTS OF CUT FLANGE

TO STUD ON EACH SIDE

WITH #10 SCREWS.

MINIMUM 18 GA RUNNER TRACK

SOLID BLOCKING AT 10'-0" O.C., MAKE

RUNNER TRACK 8" LONGER THAN

OPENING WIDTH. CLIP FLANGES OF

TRACK 4" FROM EACH END. BEND

TRACK AT CLIPPED FLANGES.

ATTACH TRACK TO STUDS.

4

"

M

I

N

.

12" M

AX

.

1/2" M

AX

.

3

TYP SLIP TRACK

SCALE: N.T.S.

(2) #10 SCREWS TO METAL DECK OR (2)

HILTI 0.145"Ø P.A.F.(s) TO STEEL BEAM OR

SLAB ABOVE AT EACH STUD LOCATION

(2) #10 SCREWS TO METAL DECK OR (4)

HILTI 0.145"Ø P.A.F.(s) TO STEEL BEAM OR

SLAB ABOVE AT EACH JAMB LOCATION.

DEEP LEG "SLIP" TRACK W/

GAUGE TO MATCH STUDS

(600T250-43 MIN.)

TYPICAL STUD

ROW OF LATERAL BRACING

WITHIN 12" (MAX.) OF TOP

OF STUD. REF. TYPICAL

LATERAL BRIDGING DETAIL.

CORNER FRAMING

INTERSECTION FRAMING

4

INTERSECTING

WALL FRAMING

SCALE: N.T.S.

SCREWS AS REQ'D

SCREWS AS REQ'D STUD OR CLIP ANGLES

AS REQ'D FOR STUD

CONNECTION

O

P

E

N

I

N

G

2

"

M

I

N

.

3

"

M

I

N

.

S

P

A

C

I

N

G

F

R

O

M

E

D

G

E

3" M

IN

.

SP

CA

IN

G

3" MIN.

SPACING

TOP VIEW

2" M

IN

.

FR

OM

ED

GE

OF

S

LA

B

5

TYP DOOR JAMB

SCALE: N.T.S.

ATTACH TRACK TO SLAB

w/ (2) 0.145"Ø HILTI X-DNI

P.D.F.'s w/ 1" MIN. EMBED.

LOCATED AS SHOWN

ABOVE.

RUNNER TRACK

JAMB STUDS ATTACHED w/

TRACK. ATTACH TRACK TO JAMB

w/ (1) #10-16 SCREW AT 16" O.C.

ON EACH LEG, & (2) #10-16

SCREWS INTO WEBS AT 16" O.C.

(1) #10-16 SCREW AT

EACH FLANGE

6

TYP SHEAR WALL

SCALE: N.T.S.

SEE TRACK SPLICE DETAIL FOR

TOP TRACK SPLICE IN SHEAR

WALL

MIN DBL. STUD AT POST

EACH END OF SHEAR WALL STUDS

CONNECTED w/ #10-16 SCREWS

PER PLAN

PROVIDE 3" X 20 GA FLAT STRAP

W/ BLOCKING AT EDGE OF

SHEATHING.

7/16" APA RATED SHEATHING TO

RUN PERPENDICULAR TO FRAMING

SEE SHEAR WALL SCHEDULE FOR

SCREW REQUIREMENTS

3/8" SIMPSON TITEN HD w/ 2-1/2"

EMBEDMENT AT 32" O.C. w/

3"x3"x1/4" PLATE WASHER

HOLDOWN SEE PLAN FOR TYPE

AND LOCATION AND DETAIL 7

SHEET S-501

3

"

F

R

O

M

E

D

G

E

O

F

S

L

A

B

8

SHEAR WALL

HOLDOWN

SCALE: N.T.S.

TYPICAL TRACK

HOLDOWN PER PLAN

SHEAR WALL CHORD

PER PLAN

ANCHOR PER PLAN

9

RUNNER TRACK

SCALE: N.T.S.

STUDS TO FIT TIGHT

IN TRACK AT

BEARING WALLS

ATTACH RUNNER

TRACK TO STUD w/

(1) #10 SCREWS AT

EACH STUD FLANGE

7

TYP .

TRACK SPLICE

SCALE: N.T.S.

TYP. RUNNER TRACK

SPLICE USING SHORT

SECTION OF STUD

SCREW ATTACH BOTH ENDS OF

RUNNER TRACKS TO SHORT

SECTION OF STUD w/ (3) #10

SCREWS BOTH SIDES AS SHOWN

HEADER ATTACHMENT

1"

1"

1"

1"

10

TYP HEADER

SCALE: N.T.S.

CRIPPLE STUD

BOX HEADER

SEE HEADER SCHEDULE

FOR MEMBER SIZES.

ATTACH RUNNER TRACK TO

HEADER MEMBERS W/ (2)

#10 SCREWS AT 16" O.C.

4-1/2" LONG RUNNER TRACK SIZE &

GAUGE TO MATCH STUDS. SCREW

ATTACH TO CAP STUD W/ (6) #10

SCREWS & TO HEADER W/ (3) #10

SCREWS EACH SIDE

JAMB POST SEE HEADER

SCHEDULE FOR NUMBER

FULL HEIGHT JAMB SEE HEADER

SCHEDULE FOR NUMBER

HEADER ATTACHMENT SEE

DETAIL ABOVE

3" X 3" X 16 GA CLIP ANGLE

1

2

" LESS THAN

STUD WIDTH. ANGLES TOP AND BOTTOM

OF HEADER. ATTACH TO JAMB AND

RUNNER TRACK WITH (4) #10 SCREWS

EACH LEG AS SHOWN ABOVE

ATTACH JAMB

MEMBERS w/ (2)

#10 SCREWS AT

16" O.C.

ATTACH DOUBLED

(BACK TO BACK)

MEMBERS w/ (2) #10

SCREWS AT 12" O.C.

11

BACK TO BACK

MEMBERS

SCALE: N.T.S.

A

B

1 2

C

D

3 4 5 COPYRIGHT DESIGN WEST ARCHITECTSc

ISSUED:

CHECKED BY:

DRAWN BY:

PROJECT #:

MARK

:DA

TE:

DESC

RIPT

ION:

795 N

ORTH

400 W

EST

SAL

T LA

KE C

ITY

UT 84

103

255 S

OUTH

300

WES

T L

OGAN

UT

8432

1

GE H

EALT

HCAR

E - I

NCUB

ATOR

925 W

EST

1800

SOU

THLO

GAN,

UTA

H 84

321

SEP. 2019

CLR

419591

DLB

S

STE

TA

UTRS CT

R P

UR

F OE

G

OF UT HA

ERE

NI

NISO

L

EN

A LA

No. 295553RASMUSSENCRAIG L.

9/6/2019

STRUCTURAL

DETAILS

S-501