J.3 Attachment DRAWINGS.NORTH.REMODEL.SLRD.FINAL_Part2_2.15.2023.pdf

36" STAINLESS STEEL

GRAB BARS.

PROVIDE BLOCKING IN WALLS FOR ALL EQUIPMENT LISTED BELOW AND

SHOWN ELSEWHERE IN DRAWINGS AS REQ'D BY MANUF. RECOMMENDATIONS.

ALL ITEMS CONTRACTOR PROVIDED AND CONTRACTOR INSTALLED

TOILET PAPER HOLDER -

1 PER TOILET

42" STAINLESS STEEL

GRAB BARS

SOAP DISPENSERS

WALL TOWEL DISPENSER

18" STAINLESS STEEL

GRAB BARS

203 1 EA; 107 1 EA;

108 1 EA

STAINLESS STEEL HOOK AND

CELL PHONE HOLDER

MEN

WOMEN

2-1/2" HIGH

SYMBOL

RAISED.

QTY.

NOTES:

WALL MOUNTED SIGN TO BE LOCATED ON

LATCH SIDE OF DOOR 60" TO CENTERLINE

FROM FLOOR

ALL SIGNAGE SHALL MEET ADA

REQUIREMENTS.

U.N.O. SIGNS SHALL BE INSTALLED ON THE

WALL ADJACENT TO THE LATCH SIDE OF

THE DOOR. IN THE EVENT THIS IS NOT

POSSIBLE, NOTIFY CONTRACTING OFFICER

AND AWAIT INSTRUCTIONS.

COLORS AND FONTS SELECTED BY

CONTRACTING OFFICER'S

REPRESENTATIVE.

ROOMS

1" HIGH TEXT

BRAILLE

ROOM NAME

ROOM NAME

1" HIGH TEXT

BRAILLE

ROOM #

1" HIGH TEXT

BRAILLE

ROOM #

1-1/2" HIGH CLEAR

SLOT OVER FOR

REMOVABLE

ACRYLIC NAME TAG

MODEL:

B-6806-36

MODEL:

B-6806-42

MODEL:

B-2888

MODEL:

B-4112

MODEL:

B-6806-18

MODEL:

B-635

SANITARY NAPKIN DISPOSAL

MODEL:

B-254

LAVATORY WRAP

MODEL:HANDY-

SHIELD-MAXX

MODEL:

B-223X 36

STAINLESS MOP & BROOM

HOLDER

118, 1 EA

BOBRICK

OR EQUAL

PLUMEREX

OR EQUAL

EXISTING DRYERS

HAND DRYER

REINSTALL

SALVAGED

ACCESSORY SCHEDULE

ITEM MODEL ROOM NUMBERS COMMENTS

BOBRICK

OR EQUAL

BOBRICK

OR EQUAL

BOBRICK

OR EQUAL

BOBRICK

OR EQUAL

BOBRICK

OR EQUAL

BOBRICK

OR EQUAL

SIGN A

SIGN B

SIGN C

ROOM SIGNAGE NOTES:

SIGN A

SIGN B

SIGN D

SIGN E

SIGN TYPES:

BOBRICK

OR EQUAL

203 1 EA; 107 1 EA;

108 1 EA

203 1 EA; 107 1 EA;

206 1 EA

203 1 EA; 107 1 EA;

108 1 EA; 104, 1 EA

30 x36 STAINLESS STEEL

MIRROR

MODEL:

B-290 3036

BOBRICK

OR EQUAL

203 1 EA; 107 1 EA

BOBRICK

OR EQUAL

MODEL:

B-72860

107 1 EA; 108 1 EA

UNISEX

SIGN C

203 1 EA; 107 1 EA;

108 1 EA

MODEL: 4400/

RECESSED. NO

ALARM

KNOXBOX/ STANDARD

CAPACITY

EAST

ELEVATION/

ADDITION

KNOXBOX OR

EQUAL

203 1 EA; 107 1 EA;

108 1 EA

203 1 EA; 107 1 EA;

108 1 EA

203 1 EA; 107 1 EA;

108 1 EA

203 1 EA; 107 1 EA;

108 1 EA; 104, 1 EA

SHOWER GRAB BAR

(CORNER GRAB BAR)

SHOWER CURTAINS &

HOOKS

MODELS: 204-1

204-3

107, 1 EA, HOOKS AS REQ'D

108, 1 EA, HOOKS AS REQ'D

BOBRICK OR

EQUAL

BOBRICK OR

EQUAL

SHOWER BENCH SEAT

SHOWER BASKET

SWANSTONE

BF2300

K1896-S

SWANSTONE

OR EQUAL

KOHLER OR

EQUAL

MODEL:

B-6806,24X32

SHOWER SURROUND AND

RECEPTOR

SK363672,

36" X 36"

SWANSTONE OR

EQUAL

107 1 EA; 108 1 EA

107 1 EA; 108 1 EA

107 1 EA; 108 1 EA

107 1 EA; 108 1 EA

SIGN D

SIGN E

102, 103, 104, 106,110,111,112, 114, 115, 116, 118, 212, 213, 214, 215, 217, 220, TELE

8"

SIGN F

NO SMOKING

25' FROM

ENTRANCE

113, 216

SIGN F

EXTERIOR: AS DIRECTED

TYPES

2-1/2" HIGH

SYMBOL

RAISED.

1" HIGH TEXT

BRAILLE

GENERAL ELECTRIC

OR EQUAL

MICROWAVE

REFRIGERATOR

1 EA, 104; 1 EA 215

JES1145SHSS

21"x 12" x 16"

GSS25IYNFS

24.5 CUFT

GENERAL ELECTRIC

OR EQUAL

1 EA, 104; 1 EA 215

KOALA CARE OR

EQUAL

BABY CHANGING STATION

KB301

1 EA 203, 1 EA, 107; 1 EA

UNISEX

SIGN C

2-1/2" HIGH

SYMBOL

RAISED.

1" HIGH TEXT

BRAILLE

1 EA, 215

DA-LITE OR EQUAL

ELECTRIC CONTROLLED

PROJECTION SCREEN

CONTOUR ELECTROL

87" X 116" #923634LS

AND SMART LOW

VOLTAGE SWITCH

1 EA, 215

EPSON OR EQUAL

MULTIMEDIA PROJECTOR

PRO EX9240

8"

SIGN G

VISITOR

SERVICES

UPSTAIRS

SIGN G

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.

DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

United States Department of Agriculture Forest Service

R-4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL:

PHASE 2

UINTA WASATCH CACHE

NATIONAL FOREST

SALT LAKE RANGER DISTRICT

NORTH BUILDING,

ACCESSORY SCHEDULE

SMHW

SMHW

UWC STAFF

A903 74 132

AutoCAD SHX Text F

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AutoCAD SHX Text R

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text V

AutoCAD SHX Text I

AutoCAD SHX Text C

AutoCAD SHX Text E

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text P

AutoCAD SHX Text A

AutoCAD SHX Text R

AutoCAD SHX Text T

AutoCAD SHX Text M

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text T

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text A

AutoCAD SHX Text G

AutoCAD SHX Text R

AutoCAD SHX Text I

AutoCAD SHX Text C

AutoCAD SHX Text U

AutoCAD SHX Text L

AutoCAD SHX Text T

AutoCAD SHX Text U

AutoCAD SHX Text R

AutoCAD SHX Text E shillworthen Text Box

APPROVED 2/25/2022

STRUCTURAL NOTES :

A. GENERAL

1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE PART OF THE CONSTRUCTION DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL

GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS.

2. THESE DRAWINGS (AND, WHERE APPLICABLE, ACCOMPANYING WRITTEN SPECIFICATIONS) ARE THE

ONLY CONTRACT DOCUMENTS PROVIDED BY ARW ENGINEERS FOR THE PROJECT REPRESENTED

HEREIN. NOTHING IN ANY DIGITAL MODEL OR DIGITAL FILE RELATED TO THIS PROJECT SHALL BE TAKEN TO SUPERSEDE ANY INFORMATION SHOWN IN THESE DRAWINGS (INCLUDING, BUT NOT LIMITED

TO, DIMENSIONS, SIZES, ETC).

3. THE ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. THE STRUCTURAL DRAWINGS ARE SUPPLEMENTARY TO AND MUST BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS

AND OTHER CONSULTANTS DRAWINGS. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS

ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE

COR / GOVERNMENT AT NO ADDITIONAL COST TO THE COR / GOVERNMENT.

4. SEE SPECIFICATIONS FOR REQUIRED SUBMITTALS. SUBMITTALS SHALL BE MADE IN A TIMELY MANNER AS INDICATED IN SPECIFICATIONS. REVIEW OF SUBMITTALS BY ARW ENGINEERS IS FOR GENERAL

COMPLIANCE ONLY AND IS NOT INTENDED AS APPROVAL. CONTRACTOR IS RESPONSIBLE FOR

VERIFYING ALL SIZES, DIMENSIONS, AND ELEVATIONS ON SUBMITTALS AS RELATED TO DESIGN

DOCUMENTS. PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL ELEMENTS WILL REQUIRE

INFORMATION (I.E. DIMENSIONS, ETC.) FOUND IN THE ARCHITECTURAL, STRUCTURAL, AND OTHER

CONSULTANTS DRAWINGS.

5. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE SITE. IF ACTUAL CONDITIONS DIFFER FROM THOSE SHOWN ON CONTRACT DOCUMENTS, CONTRACTOR SHALL NOTIFY

COR / GOVERNMENT PRIOR TO FABRICATION OR CONSTRUCTION OF ANY AFFECTED ELEMENTS.

6. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL LOCATIONS AND SIZES OF MECHANICAL EQUIPMENT OR OTHER EQUIPMENT BEFORE FABRICATING AND ERECTING STRUCTURAL ELEMENTS.

SIZES AND LOCATIONS THAT DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE

REPORTED TO THE COR / GOVERNMENT.

7. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE COR / GOVERNMENT FOR COR /

GOVERNMENT AND/OR ENGINEER APPROVAL BEFORE PROCEEDING WITH ANY CHANGES,

MODIFICATIONS, OR SUBSTITUTIONS.

8. OBSERVATION VISITS TO THE SITE BY ARW ENGINEERS FIELD REPRESENTATIVES SHALL NEITHER BE

CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.

9. DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE

WITHIN THE LIMITS OF DESIGN LOADS AS NOTED IN THESE DOCUMENTS.

10. TYPICAL OR SIMILAR DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT

SHOWN. TYPICAL OR SIMILAR DETAILS REFER TO THE CONDITION ADDRESSED AND ARE NOT

NECESSARILY DETAILS LABELED “TYPICAL” OR “SIMILAR” IN THE PLANS AND DOCUMENTS.

11. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM; HOWEVER CONTRACTOR/SUPPLIERS SHOULD NOT SCALE

PLANS OR DETAILS FOR DIMENSIONAL INFORMATION.

12. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY SHORING AND BRACING FOR ALL

STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS COMPLETED. DESIGN OF ALL

SHORING AND BRACING IS BY OTHERS AT NO ADDITIONAL COST TO THE OWNER.

13. ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTIVITIES UNDER CONTROL OF THE CONTRACTOR SUCH AS CONSTRUCTION SITE SAFETY, MEANS, METHODS AND SEQUENCING OF CONSTRUCTION. ENGINEER SHALL NOT BE RESPONSIBLE FOR FABRICATION, ERECTION AND CONSTRUCTION REQUIREMENTS AS PRESCRIBED BY OSHA OR OTHER REGULATORY AGENCIES REGARDLESS OF INDICATIONS IN THESE

DOCUMENTS.

14. NOTICE OF COPYRIGHT: THESE STRUCTURAL DRAWINGS ARE HEREBY COPYRIGHTED BY ARW

ENGINEERS, ALL RIGHTS RESERVED. THESE DOCUMENTS DEFINE A STRUCTURE AND ARE

INSTRUMENTS OF SERVICE, FOR ONE USE ONLY. REPRODUCTION AND DISTRIBUTION OF THESE

DRAWINGS IS ONLY ALLOWED AS REQUIRED FOR REGULATORY AGENCIES AND FOR CONVEYANCE OF INFORMATION TO PARTIES INVOLVED IN THE CONSTRUCTION OF THIS PROJECT. THESE DOCUMENTS

SHALL NOT BE REPRODUCED OR COPIED, IN PART OR WHOLE BY ANY PARTY FOR USE IN

PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS.

15. WHERE THE WORD "SHALL" OCCURS IN THESE DRAWINGS AND ANY ACCOMPANYING SPECIFICATIONS, IT IS CONSIDERED A MANDATORY OBLIGATION AND SYNONYMOUS WITH THE PHRASE "HAS DUTY TO".

FO

RES

T SERV ICE

D E P A

R TMENT OF AGR I CU

LT

U R E

United States Department of Agriculture

Forest Service

FO

RES

T SERV ICE

D E P A

R TMENT OF AGR I CU

LT

U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

C

U se rs \b en ja m in p \D o cu m en ts \S

-2

S al t L ak e

R an g er

D is tr ic t

_s te n

.r vt

S001

STRUCTURAL NOTES

Structural Sheet Index

SHEET

NUMBER SHEET NAME

S001 STRUCTURAL NOTES

S002 STRUCTURAL NOTES

S003 STRUCTURAL NOTES

S004 STRUCTURAL NOTES

S005 STRUCTURAL NOTES

S006 SCHEDULES

S007 SCHEDULES

S008 SCHEDULES

S009 SCHEDULES

S010 SCHEDULES

S011 SCHEDULES

S101 FOOTING AND FOUNDATION PLAN

S102 FOOTING AND FOUNDATION PLAN

ENLARGED

S103 SHEARWALL AND HOLDOWN PLAN

S104 ROOF FRAMING PLAN

S201 DETAILS

S202 DETAILS

S203 DETAILS

S204 DETAILS

S205 DETAILS

S206 DETAILS

S207 DETAILS

S208 DETAILS

S209 DETAILS

S210 DETAILS

S211 DETAILS

S212 DETAILS

S213 DETAILS

shillworthen Text Box shillworthen

B. STATEMENT OF SPECIAL INSPECTIONS AND SPECIAL INSPECTIONS

1. THE DESIGNATED SEISMIC/WIND SYSTEMS AND SEISMIC/WIND-FORCE-RESISTING SYSTEMS

THAT ARE SUBJECT TO SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC SECTION 1705.11

AND 1705.12 ARE IDENTIFIED ON THESE DOCUMENTS WITH A CIRCLE “L”. ALL OTHER ITEMS

REQUIRING SPECIAL INSPECTION ARE IDENTIFIED IN THE SPECIAL INSPECTION SCHEDULE ON

SHEET S007 AND S008.

2. SPECIAL INSPECTIONS AND TESTING ARE TO BE PROVIDED AS REQUIRED BY IBC SECTIONS

1704 THROUGH 1705 AND OTHER APPLICABLE SECTIONS OF THE IBC. THE TYPE AND

FREQUENCY OF TESTING AND SPECIAL INSPECTIONS SHALL BE AS NOTED IN THE SPECIAL

INSPECTION SCHEDULE, JOB SPECIFICATIONS, AND ACCORDANCE WITH IBC SECTION 110 AND

CHAPTER 17. CONTRACTOR SHALL COORDINATE AND COOPERATE WITH REQUIRED

INSPECTIONS.

3. ALL TESTING AND SPECIAL INSPECTION SHALL BE PROVIDED BY THE CONTRACTOR USING A

QUALIFIED INDEPENDENT SPECIAL INSPECTION AGENCY IN ACCORDANCE WITH IBC 1704 AND

AS OUTLINED IN THE JOB SPECIFICATIONS. REPORTS OF FINDINGS OR DISCREPANCIES SHALL

BE NOTED AND FORWARDED TO THE CONTRACTOR, ARCHITECT, ENGINEERS, AND BUILDING

OFFICIAL IN A TIMELY MANNER.

4. STRUCTURAL OBSERVATION VISITS SHALL BE PERFORMED BY A REPRESENTATIVE FROM ARW

ENGINEERS IN ACCORDANCE WITH THE CONTRACT AS NEEDED TO OBSERVE THE

CONSTRUCTION OF CRITICAL BUILDING ELEMENTS (I.E. FOOTINGS, BRACED FRAMES, MOMENT

FRAMES, DRAG STRUTS AND THEIR CONNECTIONS, COLLECTORS, AND ROOF AND FLOOR

DIAPHRAGMS). STRUCTURAL OBSERVATION REPORTS FOR EACH VISIT SHALL BE SENT

DIRECTLY TO THE COR / GOVERNMENT FOR DISTRIBUTION TO THE CONTRACTOR AND

BUILDING OFFICIAL. STRUCTURAL OBSERVATION VISITS SHALL NEITHER BE CONSTRUED AS

SPECIAL INSPECTION NOR APPROVAL OF COMPLETED CONSTRUCTION.

5. IN ACCORDANCE WITH IBC 1704.4, THE CONTRACTOR SHALL SUBMIT A WRITTEN

CONTRACTOR’S STATEMENT OF RESPONSIBILITY TO THE COR. THE STATEMENT SHALL BE

SUBMITTED PRIOR TO THE CONSTRUCTION OF ANY SEISMIC/WIND-FORCE-RESISTING SYSTEM,

DESIGNATED SEISMIC/WIND SYSTEM, OR COMPONENT IDENTIFIED IN THESE DOCUMENTS WITH

A CIRCLE “L”.

C. BASIS OF DESIGN

1. GOVERNING BUILDING CODE : INTERNATIONAL BUILDING CODE (IBC) 2018

RISK CATEGORY : II

2. ROOF LOADS

a. FLAT-ROOF SNOW LOAD, Pf : 26 PSF

1. GROUND SNOW LOAD, Pg : 37 PSF

2. SNOW EXPOSURE FACTOR, Ce : 1.0

3. SNOW LOAD IMPORTANCE FACTOR, Is : 1.0

4. THERMAL FACTOR, Ct : 1.0

5. SLOPE FACTOR, CS : 1.0

6. SNOW DRIFT : SHOWN ON PLANS WHERE APPLICABLE.

b. LIVE LOAD = 20 PSF

c. DEAD LOAD = 20 PSF

d. SPECIAL LOADS, IE. PHOTOVOLTAIC PANEL SYSTEMS, ETC. = 0 PSF

3. WIND DESIGN

a. BASIC WIND SPEED (3 SECOND GUST) : 105 MPH

b. ALLOWABLE STRESS DESIGN WIND SPEED, VASD : 81 MPH

c. WIND EXPOSURE : C

d. INTERNAL PRESSURE COEFFICIENT, GCPI : 0.18

e. COMPONENT AND CLADDING DESIGN WIND PRESSURE SHALL BE AS REQUIRED PER ASCE

7-16.

4. SEISMIC DESIGN :

a. SEISMIC IMPORTANCE FACTOR, IE : 1.0

b. SITE CLASS : D-DEFAULT

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS : SS = 1.376 , S1 = 0.507

d. SPECTRAL RESPONSE COEFFICIENTS : SDS = 1.101 , SD1 = 0.61

e. SEISMIC DESIGN CATEGORY : D

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM : LIGHT FRAMED WOOD SHEAR WALLS

g. DESIGN BASE SHEAR : VN-S = 2K, VE-W = 2.6K

h. SEISMIC RESPONSE COEFFICIENT, CS : 0.16

i. RESPONSE MODIFICATION FACTOR, R : 7.0

j. ANALYSIS PROCEDURE : STATIC

D. FOUNDATION

1. GENERAL

a. DESIGN SOIL PRESSURE : 1500 PSF

b. ALL FOOTINGS SHALL BE PLACED ON MECHANICALLY COMPACTED FILL COMPACTED TO NOT

LESS THAN 95% OF MODIFIED PROCTOR DENSITY (ASTM D-1557).

c. UNLESS NOTED OTHERWISE, ALL CONCRETE SLABS ON EARTH SHALL BEAR ON STRUCTURAL

FILL COMPACTED TO 90% OF MODIFIED PROCTOR DENSITY (ASTM D-1557).

TOP OF FOOTING ELEVATIONS SHOWN ON THE FOOTING AND FOUNDATION PLAN ARE BASED

ON PRELIMINARY GRADING INFORMATION AND SHALL BE VERIFIED PRIOR TO CONSTRUCTION.

STEPS WHERE SHOWN ARE AT APPROXIMATE LOCATIONS. ACTUAL STEP LOCATIONS SHALL

BE AT THE CONTRACTOR’S DISCRETION BASED UPON FIELD CONDITIONS. ALL EXTERIOR

FOUNDATIONS SHALL BEAR A MINIMUM OF 30 INCHES BELOW LOWEST ADJACENT FINAL

GRADE.

d. ALL WALLS (EXCEPT CANTILEVERED RETAINING WALLS) SHALL BE ADEQUATELY BRACED

AGAINST LATERAL MOVEMENT PRIOR TO BACKFILLING. DESIGN AND ERECTION OF

BRACING/SHORING SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. BRACING

SHALL REMAIN IN PLACE UNTIL SUPPORTING STRUCTURAL ELEMENTS ARE IN PLACE AND

HAVE ATTAINED FULL STRENGTH.

e. UNLESS NOTED OTHERWISE, ALL FOOTINGS AT COLUMNS SHALL BE CENTERED BELOW

COLUMNS.

f. UNLESS NOTED OTHERWISE, ALL FOOTINGS SHALL HAVE VERTICAL FACES FORMED WITH

STANDARD FORMING MATERIALS (WOOD, METAL, ETC.). WITH PRIOR APPROVAL OF ARCHITECT

AND ENGINEER, CONCRETE FOR FOOTINGS CAN BE PLACED IN EXCAVATED SOIL “FORMS”

PROVIDED THAT THE DIMENSIONS ARE INCREASED 3” ON ALL SIDE.

E. CONCRETE

1. ALL CONCRETE MIX DESIGNS SHALL COMPLY WITH THE PROJECT SPECIFICATIONS AND THE

REQUIREMENTS LISTED BELOW :

a. FOOTINGS, GRADE BEAMS, FOUNDATION WALLS :

1. 28 DAY COMPRESSIVE STRENGTH : 3000 PSI

b. RETAINING WALLS (EXPOSURE CATEGORY F2) :

1. 28 DAY COMPRESSIVE STRENGTH : 4500 PSI

2. MAXIMUM W/C RATIO : 0.45

3. MAXIMUM AGGREGATE SIZE : 1"

4. AIR CONTENT : SEE SCHEDULE BELOW

c. INTERIOR SLABS ON GRADE (EXPOSURE CATEGORY F0) :

1. 28 DAY COMPRESSIVE STRENGTH : 3000 PSI

d. TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO CYCLES OF FREEZING AND THAWING

SHALL BE DETERMINED IN ACCORDANCE WITH THIS SCHEDULE. TOLERANCE ON AIR CONTENT

AS DELIVERED SHALL BE +/- 1.5 PERCENT.

NOMINAL MAXIMUM TARGET AIR CONTENT, PERCENT

AGGREGATE SIZE, IN. F1 F2 AND F3

3/8 6 7.5 1/2 5.5 7 3/4 5 6 1 4.5 6 1-1/2 4.5 5.5 2 4 5 3 3.5 4.5

2. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM C1602.

3. NO PIPES, DUCTS, SLEEVES, ETC. SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. NO ALUMINUM

PRODUCTS SHALL BE EMBEDDED IN CONCRETE. PENETRATIONS THRU STRUCTURAL CONCRETE

ELEMENTS MUST BE APPROVED BY THE ENGINEER AND SHALL BE BUILT INTO THE ELEMENT

PRIOR TO CONCRETE PLACEMENT.

4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, ETC. TO BE CAST IN

TO CONCRETE, AND FOR EXTENT AND LOCATION OF DEPRESSIONS, CURBS, RAMPS, ETC.

5. UNLESS NOTED OTHERWISE, MINIMUM REINFORCING IN ALL CONCRETE FOUNDATION WALLS

SHALL BE AS FOLLOWS:

TOP &

THICKNESS BOTTOM BARS VERTICAL HORIZONTAL

8” (2) #5 #4 AT 18”O.C. #4 AT 12”O.C.

12” (2) #5 #4 AT 18”O.C. EA FACE #4 AT 16”O.C. EA FACE

FO

RES

T SERV ICE

D E P A

R TMENT OF AGR I CU

LT

U R E

United States Department of Agriculture

Forest Service

FO

RES

T SERV ICE

D E P A

R TMENT OF AGR I CU

LT

U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

C

U se rs \b en ja m in p \D o cu m en ts \S

-2

S al t L ak e

R an g er

D is tr ic t

_s te n

.r vt

S002

STRUCTURAL NOTES

shillworthen Text Box shillworthen

6. CONCRETE TEMPERATURE AT THE TIME OF INSTALLATION SHALL BE MONITORED BY THE

CONTRACTOR. CONTRACTOR SHALL COMPLY WITH ALL MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS (MPII) RELATIVE TO SUBSTRATE TEMPERATURE.

7. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT

SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN

APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND

PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER

CERTIFICATION PROGRAM, OR EQUIVALENT IN ACCORDANCE WITH ACI 318-11 D.9.2.2. PROOF OF

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

INSTALLATION. CONTINUOUS SPECIAL INSPECTION SHALL BE PROVIDED FOR THESE ANCHORS.

8. UNLESS NOTED OTHERWISE, ALL ADHESIVE ANCHORS INTO CONCRETE SHALL BE:

a. HILTI HIT-RE 500V3 (ESR-3814), OR HILTI HIT-HY 200-A (ESR-3187).

b. SIMPSON SET-3G (ESR-4057), OR AT-XP (ER-0263).

c. DEWALT PURE 110+ (ESR-3298), OR AC200+ GOLD (ESR-4027-COLD WEATHER).

9. UNLESS NOTED OTHER WISE, ALL MECHANICAL ANCHORS INTO CONCRETE SHALL BE:

a. HILTI KWIK BOLT TZ (ESR-1917).

b. SIMPSON STRONG-BOLT 2 (ESR-3037).

10. UNLESS NOTED OTHERWISE, ALL SCREW ANCHORS INTO CONCRETE SHALL BE:

a. SIMPSON TITEN HD (ESR-2713).

b. DEWALT SCREWBOLT+ (ESR-3889).

c. HILTI KWIK HUS-EZ (ESR-3027).

11. THE TESTING LABORATORY WILL PERFORM VISUAL INSPECTION OF ANCHORS AND DOWELS AS

SPECIFIED IN THE SPECIAL INSPECTION SCHEDULE AND THE APPROVED INDEPENDENT

EVALUATION REPORT. TENSION TESTING CAN BE REQUIRED AT THE DIRECTION OF THE

STRUCTURAL ENGINEER OF RECORD OR THE SPECIAL INSPECTOR.

12. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON THAT HOLE AND SHIFT THE

ANCHOR LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM SPACE OF (2)

ANCHOR HOLE DIAMETERS OR 1 INCH, WHICH EVER IS LARGER, OF SOUND

CONCRETE/MASONRY BETWEEN THE ANCHOR AND THE ABANDONED HOLE. FILL THE

ABANDONED HOLE WITH NON-SHRINK GROUT. AT CONTRACTORS OPTION, LOCATE EXISTING

REINFORCEMENT PRIOR TO DRILLING/CORING. IF THE ANCHOR OR DOWEL CANNOT BE

SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

13. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING

PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS.

H. REINFORCING STEEL

1. REINFORCING BAR STRENGTH REQUIREMENTS:

a. ALL REINFORCING BARS EXCEPT AS INDICATED IN NOTE b, SHALL CONFORM TO ASTM

STANDARD A-615 GRADE 60 AND ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM

STANDARD A-1064 AND SHALL BE SUPPLIED IN FLAT SHEETS. ADEQUATELY TIE AND

SUPPORT ALL REINFORCING STEEL AS SPECIFIED BY ACI 117, TO MAINTAIN EXACT

REQUIRED POSITION.

2. HEADED SHEAR STUD ASSEMBLIES SHALL CONFORM TO ASTM A1044.

3. STEEL DISCONTINUOUS FIBER REINFORCEMENT SHALL BE DEFORMED AND CONFORM TO ASTM

A820 AND SHALL HAVE A LENGTH TO DIAMETER RATIO NOT SMALLER THAN 50 AND NOT

GREATER THAN 100.

4. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A970. OBSTRUCTIONS OR

INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR

DIAMETERS FROM THE BEARING FACE OF THE HEAD.

5. ALL REINFORCING STEEL SHALL BE TIED IN PLACE AND ADEQUATELY SUPPORTED PRIOR TO

PLACING CONCRETE. WET STABBING OF ANY REINFORCING STEEL IS NOT PERMITTED, UNLESS

SPECIFICALLY DETAILED OTHERWISE OR APPROVED BY THE ENGINEER.

6. ALL FIELD BENT DOWELS SHALL BE GRADE 40 WITH SPACING INDICATED REDUCED BY 1/3.

7. UNLESS NOTED OTHERWISE, REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE

COVERAGE :

a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ….. 3”

b. EXPOSED TO EARTH OR WEATHER :

1. #6 & LARGER ….. 2”

2. #5 & SMALLER …..1-1/2”

c. NOT EXPOSED TO WEATHER OR EARTH :

1. SLABS, WALLS, JOISTS, #11 & SMALLER ….. 3/4”

2. BEAMS, COLUMNS: MAIN REINFORCING OR TIES ….. 1-1/2”

d. SLAB ON GRADE :

1. PLACE REINFORCING AT CENTER OF SLAB UNLESS INDICATED OTHERWISE.

6. UNLESS NOTED OTHERWISE, CONCRETE SLABS ON EARTH SHALL BE REINFORCED AS

FOLLOWS:

4” THICK - UNREINFORCED

7. UNLESS NOTED OTHERWISE, FOR NON-DETAILED OPENINGS IN CONCRETE WALLS LARGER

THAN 12” AND SMALLER THAN 24” IN ANY DIRECTION ADD (2) #5 BARS ON ALL SIDES IN ADDITION TO REGULAR WALL REINFORCING AND EXTEND 24” EACH WAY BEYOND OPENING. IF 24” IS NOT

AVAILABLE ON EVERY SIDE, NOTIFY STRUCTURAL ENGINEER FOR FURTHER DIRECTION.

OPENINGS SHALL HAVE A MINIMUM OF 12" OF CONCRETE ABOVE THE OPENING, TYP.

8. CONSTRUCTION JOINTS NOT SHOWN ON THE PLANS SHALL BE MADE AND LOCATED SO AS TO

NOT IMPAIR THE STRENGTH OF THE STRUCTURE AND AS APPROVED BY THE STRUCTURAL

ENGINEER. PROVIDE 2 X 4 (SHAPED) KEYWAY IN ALL VERTICAL AND HORIZONTAL JOINTS UNLESS

NOTED OR DETAILED OTHERWISE. ALL STEEL REINFORCING SHALL BE CONTINUOUS THROUGH

COLD JOINTS UNLESS NOTED OTHERWISE. SEE TYPICAL DETAILS FOR COLD/CONSTRUCTION

JOINTS FOR SLABS ON GRADE.

9. WHERE NEW CONCRETE IS PLACED AGAINST PREVIOUSLY HARDENED CONCRETE, THE JOINT

SHALL BE CLEAN AND FREE OF LAITANCE. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED,

CONSTRUCTION JOINTS SHALL BE PREWETTED AND STANDING WATER REMOVED.

F. ANCHOR BOLTS/EMBEDDED BOLTS

1. ALL ANCHOR BOLTS SHALL HAVE ASTM A-563 HEAVY HEX NUT AND ASTM F-436 WASHERS AT STANDARD OR OVERSIZED HOLES PER AISC SPECIFICATION TABLE J3.3. WHERE HOLE SIZES DO

NOT COMPLY WITH THE LIMITATIONS FOR OVERSIZED HOLES THE STRUCTURAL ENGINEER

SHALL BE NOTIFIED TO DETERMINE STEEL PLATE WASHER REQUIREMENTS. ANCHOR BOLTS

SHALL COMPLY WITH THE FOLLOWING :

a. AT WOOD STUD WALLS - ASTM A-307 GRADE HEADED BOLTS. ANCHOR BOLTS IN TREATED

LUMBER SHALL BE GALVANIZED OR STAINLESS STEEL. SEE TIMBER NOTES FOR MORE

INFORMATION.

b. AT ALL OTHER ANCHOR BOLTS (UNLESS NOTED OTHERWISE) - ASTM F1554 GRADE 36

HEADED BOLTS. (ASTM A36 THREADED ROD MAY BE USED WITH DOUBLE NUT AND WASHER.)

2. SEE TYPICAL ANCHOR BOLT DETAIL FOR DEFINITIONS OF EMBEDMENT LENGTH, ETC.

3. FURNISH TEMPLATES AND OTHER DEVICES AS NECESSARY FOR PRESETTING ALL BOLTS PRIOR

TO PLACING CONCRETE AND/OR GROUT.

4. IF THREADED RODS ARE USED AS PERMITTED ABOVE, THEY SHALL BE CLEAR OF SOIL AND DIRT.

5. WHERE REQUIRED FOR ERECTION, HOLES LARGER THAN OVERSIZED MAY BE PERMITTED WITH

THE USE OF STEEL PLATE WASHERS AT THE DISCRETION OF THE STRUCTURAL ENGINEER.

G. ADHESIVE/MECHANICAL ANCHORS

1. WITHOUT WRITTEN APPROVAL OF THE ENGINEER THROUGH THE COR, CONTRACTOR SHALL

NOT SUBSTITUTE POST-INSTALLED ANCHORS WHERE CAST-IN-PLACE ANCHORS ARE

SPECIFIED IN THE DRAWINGS.

2. WHERE STRUCTURAL DETAILS SPECIFY SPECIFIC BRANDS AND/OR TYPES OF ADHESIVES OR

ANCHORS, SUBSTITUTIONS OF OTHER BRANDS AND/OR TYPES IS NOT ALLOWED, WITHOUT

WRITTEN APPROVAL OF THE ENGINEER.

3. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS SHALL BE APPROVED IN WRITING BY

THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. SUBSTITUTION REQUESTS SHALL

INCLUDE AN ICC ESR OR IAPMO REPORT AND SUPPORTING CALCULATIONS INDICATING

COMPLIANCE WITH DESIGN INTENT.

4. ALL ADHESIVE/MECHANICAL ANCHORS SHALL BE INSTALLED, INCLUDING HOLE DRILLING AND

PREPARATION, IN ACCORDANCE WITH AN APPROVED INDEPENDENT EVALUATION REPORT

(ICC-ES, IAPMO, OR APPROVED EQUAL), AS INDICATED BELOW, AND IN ACCORDANCE WITH ALL

MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII).

5. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS

AT TIME OF ANCHOR INSTALLATION. ADHESIVE ANCHORS SHALL NOT BE FULLY LOADED UNTIL

CONCRETE HAS REACHED DESIGN STRENGTH.

6. UNLESS APPROVED BY THE ENGINEER OF RECORD, CONCRETE AND DRILLED ANCHOR HOLES

SHALL BE DRY AND FREE OF WATER FOR 24 HOURS PRIOR TO ADHESIVE INSTALLATION.

CONTACT THE ENGINEER OF RECORD FOR GUIDANCE IF THE CONTRACTOR CHOOSES TO

INSTALL IN WET OR DAMP HOLES.

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D E P A

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United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

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J. TIMBER

1. WOOD GRADES (UNLESS NOTED OTHERWISE)

a. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH CLEARLY MARKED WITH

A STAMP BY WWPA APPROVED AGENCY AND SHALL BE GRADED AS FOLLOWS:

1. HORIZONTAL MEMBERS: JOISTS & RAFTERS: NO. 2, BEAMS & STRINGERS:

NO. 2.

2. VERTICAL MEMBERS: POST & TRIMMERS: 1 1/2" x 5 1/2" LSL 1.3E STUDS, STUDS: 1 1/2" x 5 1/2" LSL 1.3E STUDS.

b. ALL WALLS SHALL BE FRAMED USING FULL LENGTH STUDS. DO NOT STACK

WALLS OR SPLICE STUDS.

c. ALL FRAMING IN CONTACT WITH FOOTINGS, FOUNDATIONS OR SLABS ON

GRADE SHALL BE PRESSURE TREATED OR TIMBERSTRAND LSL TREATED

LUMBER WITH EQUIVALENT STRESS GRADES TO TYPICAL FRAMING MEMBERS.

d. UNLESS NOTED OTHERWISE, ALL ENGINEERED LUMBER SHALL BE FURNISHED

BY TRUS-JOIST CORPORATION OR APPROVED EQUAL AND SHALL HAVE THE

FOLLOWING MINIMUM PROPERTIES : MODULUS OF ELASTICITY

FLEXURAL STRESS RATING

LVL : 2,000,000 PSI 2,600 PSI

PSL : 2,000,000 PSI 2,900 PSI

LSL : 1,500,000 PSI 2,250 PSI

e. ALL WOOD “I” JOISTS AND BRIDGING SHALL BE FURNISHED BY TRUS-JOIST

CORPORATION OR APPROVED EQUAL.

2. SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE I, EXTERIOR GLUE AND

PANEL INDEX RATING AS NOTED BELOW UNLESS NOTED OTHERWISE :

LOCATION THICKNESS PANEL INDEX

WALLS : 15/32” 24/0

FLOORS : 23/32” 48/24

ROOFS : 19/32” 32/16

3. INDIVIDUAL PIECES OF SHEATHING AT ROOF, FLOOR, AND SHEAR WALLS SHALL

NOT BE SMALLER THAN 24” IN EITHER DIRECTION AND SHALL SPAN A MINIMUM OF

TWO FRAMING SPACES, UNO.

4. ALL 23/32” FLOOR SHEATHING SHALL BE TONGUE AND GROOVE UNLESS NOTED

OTHERWISE.

8. EXCEPT WHERE NOTED ON PLANS OR DETAILS CONTINUOUS REINFORCEMENT

SHALL BE SPLICED AT POINTS OF MINIMUM STRESS BY LAPPING PER THE REBAR

LAP SCHEDULE.

9. REINFORCING STEEL MAY BE SPLICED WITH MECHANICAL COUPLERS THAT HAVE

A TENSION CAPACITY OF AT LEAST 125% OF THE STRENGTH OF THE BAR.

MECHANICAL COUPLERS SHALL BE A POSITIVE CONNECTING TYPE COUPLER,

AND SHALL BE INSTALLED IN ACCORDANCE WITH AN APPROVED ICC RESEARCH

REPORT. WHERE THESE ARE USED, SPLICES ON ADJACENT BARS SHALL BE

STAGGERED AT LEAST 24 INCHES ALONG THE LENGTH OF THE BARS.

10. ALL VERTICAL REINFORCING IN STRUCTURAL ELEMENTS ABOVE SHALL BE

SPLICED WITH MATCHING DOWELS EMBEDDED WITHIN THE FOOTINGS OR

STRUCTURE BELOW. SPLICE LENGTHS SHALL COMPLY WITH REBAR LAP

SCHEDULE. DOWELS INTO FOOTINGS SHALL TERMINATE WITH A STANDARD

HOOK, AND SHALL EXTEND TO WITHIN 4” OF THE BOTTOM OF THE FOOTING, BUT

NEED NOT EXTEND MORE THAN 20” INTO FOOTING.

11. DO NOT WELD REINFORCING EXCEPT AS NOTED ON PLANS, WHERE

REINFORCING IS WELDED, USE ASTM A-706 REINFORCING.

12. REINFORCING BARS, TIES, AND TENDONS SHALL BE SUPPORTED BY NYLON

CONES, PLASTIC-COATED TIE-WIRES, OR PLASTIC-COATED CHAIRS.

REINFORCING IN FOOTINGS IS PERMITTED TO BE SUPPORTED ON CONCRETE

DOBIES.

13. UNLESS NOTED OTHERWISE, HOOKS, STIRRUPS, TIES, AND OTHER BENDS IN

REINFORCING STEEL SHALL MEET THE STANDARDS SET FORTH IN ACI

318/318R-14. UNLESS OTHERWISE PERMITTED BY THE ENGINEER, ALL

REINFORCEMENT SHALL BE BENT COLD. REINFORCEMENT PARTIALLY

EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT, EXCEPT AS SHOWN ON

THESE DRAWINGS OR OTHERWISE PERMITTED BY THE ENGINEER.

14. UNLESS SPECIFICALLY NOTED AND/OR DETAILED IN THE STRUCTURAL

DRAWINGS CONDUIT SHALL NOT BE IN CONTACT WITH REINFORCING STEEL.

5. CONNECTIONS, FASTENERS, AND ADHESIVE

a. ALL BOLTS THRU WOOD SHALL BE ASTM A307 AND SHALL HAVE HARDENED WASHERS UNDER ASTM

A563 HEAVY HEX NUT AND BOLT HEADS.

b. UNLESS NOTED OTHERWISE, 10d COMMON (0.148) NAILS SHALL BE USED TO FASTEN ALL PLYWOOD FLOOR

AND ROOF SHEATHING TO SUPPORTING TRUSSES, JOISTS, LEDGERS OR BLOCKING AS FOLLOWS:

1. BOUNDARY NAILING “BN”: 4”O.C. AT ALL BEARING WALLS, SHEAR WALLS, BLOCKING, AND WHERE

OTHERWISE INDICATED IN THE STRUCTURAL DRAWINGS.

2. PANEL EDGE NAILING “EN”: 6”O.C. AT ALL OTHER PLYWOOD PANEL EDGES.

3. PANEL FIELD NAILING “FN”: 12”O.C. AT INTERIOR SUPPORTS IN FIELD OF PANEL.

c. UNLESS NOTED OTHERWISE IN THE WOOD SHEAR WALL SCHEDULE ON SHEET S011, 8d COMMON (0.131) NAILS SHALL BE USED TO FASTEN ALL PLYWOOD SHEAR WALL SHEATHING TO STUDS AND BLOCKING AS FOLLOWS:

1. PANEL EDGE NAILING “EN”: 6”O.C.

2. PANEL FIELD NAILING “FN”: 12”O.C. AT INTERIOR SUPPORTS IN FIELD OF PANEL.

d. NAILS SHALL BE GALVANIZED OR STAINLESS STEEL AT EXPOSED LOCATIONS OR IN TREATED WOOD (SEE NOTE BELOW FOR FASTENERS CONNECTED TO OR IN CONTACT WITH TREATED WOOD). THE HEAD OF ALL NAILS

SHALL BE DRIVEN FLUSH WITH THE SURFACE OF THE SHEATHING.

e. UNLESS NOTED OTHERWISE, ALL NAILS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES :

COMMON SHANK HEAD LENGTH MIN. PENETRATION

NAIL SIZE DIAMETER DIAMETER INTO SUPPORT MEMBER

6d 0.113” 0.266” 2” 1.25” 8d 0.131” 0.281” 2-1/2” 1.375” 10d 0.148” 0.312” 3” 1.50” 12d 0.148” 0.312” 3-1/4” 1.50” 16d 0.162” 0.344” 3-1/2” 1.62”

f. ALL FRAMING ANCHORS, POST CAPS, HOLD DOWNS, COLUMN BASES ETC. TO BE PROVIDED BY SIMPSON OR APPROVED EQUAL AND SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER’S PUBLISHED DATA, UNLESS NOTED OTHERWISE.

g. UNLESS NOTED OTHERWISE, ALL WALL BOTTOM PLATES TO BE ANCHORED TO FOUNDATIONS OR FOOTINGS WITH 3/4” DIAMETER ANCHOR BOLTS AT 32”O.C. WITH 8” MINIMUM EMBEDMENT. THERE SHALL BE A MINIMUM OF

(2) ANCHOR BOLTS PER PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12” AND NOT LESS THAN 4” FROM

EACH END OF EACH PIECE.

h. WALL BOTTOM PLATES AT SHEAR WALLS SHALL INCLUDE 1/4” x 3” x 3” STEEL PLATE WASHERS BETWEEN THE SILL PLATE AND NUT OF THE ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH UP TO 3/16” LARGER THAN THE BOLT DIAMETER AND SLOT LENGTH NOT TO EXCEED 1-3/4”, PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN ½” OF THE EDGE OF THE BOTTOM PLATE ON THE

SHEATHED SIDE.

i. FASTENERS CONNECTED TO OR IN CONTACT WITH PRESERVATIVE-TREATED AND/OR FIRE-RETARDANT- TREATED WOOD (EXCEPT FOR TIMBERSTRAND LSL TREATED LUMBER AND BORATE BASED TREATMENTS) SHALL BE OF G-185 HOT-DIP GALVANIZED STEEL OR 304 OR 316 STAINLESS STEEL. STAINLESS STEEL AND

GALVANIZED STEEL SHALL NEVER BE USED IN CONTACT WITH EACH OTHER.

j. EXCEPT WHERE NOTED OTHERWISE, THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET FORTH IN IBC TABLE 2304.10.1. CONNECTIONS FOR MULTIPLE PIECES

OF ENGINEERED LUMBER PIECES SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS.

6. UNLESS NOTED OTHERWISE, ALL ROOF SHEATHING AND WALL SHEATHING AT SHEAR WALLS SHALL HAVE SOLID

BLOCKING AT ALL PANEL EDGES.

7. PROVIDE DOUBLE JOIST UNDER PARALLEL NONBEARING WALLS AND SOLID BLOCKING UNDER PERPENDICULAR

NONBEARING WALLS.

8. AT ALL OVERBUILD LOCATIONS, ROOF SHEATHING SHALL BE COMPLETE BELOW OVERBUILDS PRIOR TO

OVERBUILD CONSTRUCTION.

9. PROVIDE SOLID 2” (NOMINAL) FULL DEPTH BLOCKING AT ENDS AND SUPPORT LOCATIONS FOR ALL JOISTS AND

RAFTERS. BLOCKING SHALL BE ATTACHED TO SUPPORT FRAMING WITH A MINIMUM OF (1) SIMPSON A35 FRAMING

ANCHOR BETWEEN JOISTS UNLESS NOTED OTHERWISE.

10. UNLESS NOTED OTHERWISE, ALL BEARING WALLS SHALL BE 1 1/2" x 5 1/2" LSL STUDS SPACED AT 16“O.C. BLOCK

ALL NON-SHEATHED BEARING WALLS AT 4’-0”O.C.

11. VERIFY THE STUD SPACING WITH THE ANCHOR BOLT LAY-OUT. WHERE STUDS INTERFERE WITH ANCHOR BOLTS, PROVIDE AN ADDITIONAL FULL-HEIGHT STUD TO ENSURE THAT THE FULL CROSS-SECTIONAL AREA OF THE STUD IS

IN CONTACT WITH THE SILL PLATE.

12. UNLESS NOTED OTHERWISE, ALL EXTERIOR WALLS AND SHEAR WALLS SHALL HAVE DOUBLE 2X TOP PLATES THAT ARE SPLICED TOGETHER WITH A MINIMUM OF 48" OF OVERLAP AND SHALL BE CONNECTED TOGETHER WITH A MINIMUM OF (8) 10d COMMON NAILS EACH SIDE OF THE SPLICE. OUTSIDE OF THESE SPLICE LOCATIONS, TOP PLATES SHALL BE NAILED TOGETHER WITH 10d NAILS AT 12” O.C.

13. UNLESS NOTED OTHERWISE, ALL HORIZONTAL FRAMING MEMBERS SHALL BE INSTALLED WITH THE NATURAL

CROWN UP.

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United States Department of Agriculture

Forest Service

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D E P A

R TMENT OF AGR I CU

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U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

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STRUCTURAL NOTES

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K. STRUCTURAL DELEGATED DESIGNS AND DEFERRED SUBMITTALS

1. STRUCTURAL DELEGATED DESIGNS AND SUBSEQUENT DEFERRED SUBMITTALS ARE FOR

ELEMENTS, PARTS, OR PORTIONS OF THE OVERALL STRUCTURAL SYSTEM THAT ARE

INDICATED OR REFERRED TO ON THESE DRAWINGS AND THAT ARE CRITICAL TO THE

PERFORMANCE OF THE OVERALL STRUCTURAL SYSTEM. DESIGN CRITERIA HAS BEEN

PROVIDED FOR THESE ITEMS IN THE STRUCTURAL NOTES, PLANS, AND DETAILS.

2. STRUCTURAL DEFERRED SUBMITTALS ARE COMPLETE PACKAGES TO BE SUBMITTED FOR

REVIEW THAT INCLUDE DRAWINGS AND CALCULATIONS FOR ALL DELEGATED DESIGN ITEMS

AND THEIR CONNECTIONS. DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE

OF THE DESIGN PROFESSIONAL RESPONSIBLE FOR THEIR DESIGN.

3. ARW ENGINEERS WILL REVIEW STRUCTURAL DEFERRED SUBMITTALS TO VERIFY DESIGN

CRITERIA IS COMPLIANT WITH THE APPROVED CONSTRUCTION DOCUMENTS.

4. STRUCTURAL DELEGATED DESIGN COMPONENTS SHALL NOT BE INSTALLED UNTIL APPROVED

BY THE BUILDING OFFICIAL.

5. STRUCTURAL DELEGATED DESIGN ITEMS REQUIRING DEFERRED SUBMITTALS INCLUDE, BUT

ARE NOT LIMITED TO :

a. HELICAL PIERS / MICRO PILES (SHALL INCLUDE, BUT NOT BE LIMITED TO, PIER LAY-OUT, QUANTITIES, SHAFT AND HELIX SIZES, FOUNDATION CONNECTION REQUIREMENTS, TEST

PIER REQUIREMENTS, APPLIED SAFETY FACTORS, ETC.).

L. NON-STRUCTURAL DELEGATED DESIGNS AND DEFERRED SUBMITTALS

1. NON-STRUCTURAL DELEGATED DESIGNS AND SUBSEQUENT DEFERRED SUBMITTALS ARE FOR

ITEMS NOT INCLUDED IN THE STRUCTURAL DELEGATED DESIGN SECTION. THESE ARE ITEMS

THAT ARE NOT CRITICAL TO THE OVERALL PERFORMANCE OF THE STRUCTURAL SYSTEM BUT

THAT IMPART LOADS AND FORCES TO THE STRUCTURAL SYSTEM.

2. NON-STRUCTURAL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE

DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN.

3. ARW ENGINEERS WILL REVIEW NON-STRUCTURAL DEFERRED SUBMITTALS TO VERIFY DESIGN

CRITERIA IS COMPLIANT WITH THE APPROVED CONSTRUCTION DOCUMENTS.

4. IF THE STRUCTURAL DRAWINGS INCLUDE LOADS TO ACCOMMODATE NON-STRUCTURAL

ELEMENTS, THE CONTRACTOR SHALL SUBMIT DOCUMENTATION INDICATING THAT THE NON-

STRUCTURAL ELEMENTS COMPLY WITH THE LOADING CRITERIA PROVIDED HEREIN. SUCH

DOCUMENTATION SHALL BEAR THE STAMP AND SIGNATURE OF THE DESIGN PROFESSIONAL

RESPONSIBLE FOR THE DESIGN.

5. WHEN THE NON-STRUCTURAL DEFERRED SUBMITTAL INDICATES THAT THE ELEMENT WILL

IMPART FORCES IN EXCESS OF LOADS THAT ARE INDICATED ON THE STRUCTURAL

DRAWINGS, THE CONTRACTOR SHALL SUBMIT A DETAILED GRAPHICAL REPRESENTATION OF

THOSE DESIGN LOADS, INCLUDING MAGNITUDE, AND LOCATION. THE GRAPHIC SHALL BE

ACCOMPANIED BY DOCUMENTATION INDICATING THAT THE NON-STRUCTURAL ELEMENT

DESIGN COMPLIES WITH THE LOADING CRITERIA PROVIDED HEREIN. THE LETTER SHALL BEAR

THE STAMP AND SIGNATURE OF THE DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN.

6. NON-STRUCTURAL DELEGATED DESIGN ITEMS REQUIRING DEFERRED SUBMITTALS SHALL

INCLUDE, BUT ARE NOT LIMITED TO :

a. SEISMIC BRACING OF ALL ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL

ITEMS WHERE REQUIRED BY THE MOST RECENT VERSION OF ASCE 7 AND THE PROJECT

CONTRACT DOCUMENTS.

b. PIPE RAILINGS AND METAL LADDERS.

M. EXISTING BUILDING NOTES

1. ARW ENGINEERS EXPRESSLY DISCLAIMS RESPONSIBILITY FOR ANY PORTION OF THE

EXISTING BUILDING NOT SPECIFICALLY ADDRESSED IN THESE DRAWINGS.

2. DRAWINGS AND DETAILS HAVE BEEN PREPARED TO REFLECT THE EXISTING

CONDITIONS AND CONFIGURATIONS OF STRUCTURAL ELEMENTS. HOWEVER, THE

CONTRACTOR IS ULTIMATELY RESPONSIBLE FOR VERIFYING ALL EXISTING

CONDITIONS AND ALERTING THE ENGINEER OF ANY DISCREPANCIES FOUND PRIOR TO

FABRICATING OR INSTALLING STRUCTURAL ELEMENTS.

3. THE CONTRACTOR IS RESPONSIBLE FOR MAKING SURE THAT THE BUILDING AND

ELEMENTS WITHIN THE BUILDING REMAIN STABLE UNTIL CONSTRUCTION IS

COMPLETE. AT NO ADDITIONAL COST TO THE OWNER, THE CONTRACTOR SHALL BE

RESPONSIBLE FOR PROVIDING SHORING OR OTHER TEMPORARY SUPPORT OF

STRUCTURAL MEMBERS UNTIL THE FINAL CONFIGURATION HAS BEEN COMPLETED.

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United States Department of Agriculture

Forest Service

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D E P A

R TMENT OF AGR I CU

LT

U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

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STRUCTURAL NOTES

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S S

LEGEND OF SYMBOLS AND ABBREVIATIONS

AB = ANCHOR BOLT

ABV = ABOVE

ARCH = ARCHITECT

BLW = BELOW

BN = BOUNDARY NAILING

BS = BOUNDARY SCREW

BRB = BUCKLING RESTRAINED BRACE

BRBF = BUCKLING RESTRAINED BRACE FRAME

CJP = COMPLETE JOINT PENETRATION

CL = CENTERLINE

CMU = CONCRETE MASONRY UNIT

COL = COLUMN

CONC = CONCRETE

CP = CONCRETE PIER

DC = DEMAND CRITICAL

DIA / Ø = DIAMETER

DBA = DEFORMED BAR ANCHOR

DBE = DECK BEARING ELEVATION

ELEV = ELEVATION

EN = EDGE NAILING

EOD = EDGE OF DECK

FDN = FOUNDATION

FN = FIELD NAILING

FTG = FOOTING

FFE = FINISHED FLOOR ELEVATION

GB = CONCRETE GRADE BEAM

HSA = HEADED STUD ANCHOR

JBE = JOIST BEARING ELEVATION

KB = KICKER BRACE

MAX = MAXIMUM

MB = MASONRY BEAM

MC = MASONRY COLUMN

MECH = MECHANICAL

MEZZ = MEZZANINE

MIN = MINIMUM

MJ = MASONRY JAMB

MW = MASONRY WALL

NS, FS = NEAR SIDE, FAR SIDE

OAE = OR APPROVED EQUAL

OPP = OPPOSITE

PAF = POWDER ACTUATED FASTENER

PL = PLATE

REINF = REINFORCING

REQ'D = REQUIRED

SIM = SIMILAR

SSH = STEEL STUD HEADER

SSJ = STEEL STUD JAMB

SSS = STEEL STUD SILL

SSW = STEEL STUD WALL

TOB = TOP OF BEAM ELEVATION

TOC = TOP OF CONCRETE SLAB

TOF = TOP OF FOOTING

TOG = TOP OF GIRDER ELEVATION

TOM = TOP OF MASONRY

TOS = TOP OF STEEL ELEVATION

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

CONCRETE BEAM

FOOTING STEP

TOP OF FOUNDATION WALL OR

COLUMN PIER ELEV.

SHEET NUMBER

TOP OF FOOTING ELEV.

SECTION MARK

FOOTING MARK

ITEMS, DETAILS, & SYSTEMS WHICH

ARE PART OF THE LATERAL FORCE

RESISTING SYSTEM.

L

ELEVATION

SHEAR WALL - SEE SCHEDULE

MIN. LENGTH OF SHEAR WALL

DEPRESS FDN./WALL AND POUR

FLOOR SLAB OVER AT CONCRETE

FOUNDATION WALL

HD - SIMPSON HOLDOWN SIZE

POST - SIZE OF END POST CONNECTED

TO HOLDOWN

"A" - PLAN CONFIGURATION AT

HOLDOWN AT FOUNDATION

"A

PO

STH

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United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

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shillworthen Text Box shillworthen

ESTABLISHED PER 2018 IBC SECTION 110 AND CHAPTER 17

ITEM PERIODIC3CONTINUOUS3 REFERENCE COMMENTS

SEE IBC TABLE 1705.3 - REF. NOTE C1

REFERENCE NOTE C4

REFERENCE NOTE C5

REFERENCE NOTE C2

REFERENCE NOTES P1 & P2

REFERENCE NOTE C3

EPOXY / EXPANSION ANCHOR PLACEMENT

VERIFICATION OF IN-SITU STRENGTH

CURING TEMPERATURE / TECHNIQUES

CONCRETE PLACEMENT / SAMPLING

VERIFYING REQUIRED DESIGN MIX

EMBEDDED BOLTS & PLATES

WELDING OF REINFORCING STEEL

REINFORCING STEEL PLACEMENT

CONCRETE CONSTRUCTION (IBC 1705.3)

SPECIAL INSPECTION SCHEDULE 1, 2

PRE-FAB CONSTRUCTION (IBC 1704.2)

1. SPECIAL INSPECTION IS NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES

OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT

SPECIAL INSPECTION, PROVIDED THE FABRICATOR COMPLIES WITH IBC.

2. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE

MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. SPECIAL INSPECTION

WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY

CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE. (SEE

NOTE 2).

1. SPECIAL INSPECTION IS NOT REQUIRED FOR CONC. ISOLATED SPREAD FOOTINGS,

CONTINUOUS FOOTINGS, NON-STRUCTURAL SLABS, FOUNDATION WALLS, PATIOS,

DRIVEWAYS, AND SIDEWALKS PROVIDED THE REQUIREMENTS OF IBC 1705.3 ARE MET.

2. PERIODIC SPECIAL INSPECTION IS ALLOWED FOR VERIFICATION OF THE WELDABILITY OF

REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND

SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE

SHEAR WALLS, AND SHEAR REINFORCEMENT. PERIODIC SPECIAL INSPECTION IS

ALLOWED FOR WELDING OF OTHER ASTM A 706 REINFORCING STEEL NOT INCLUDED IN

THE CONTINUOUS SPECIAL INSPECTION REQUIREMENTS NOTED ABOVE.

3. PERFORM AIR, SLUMP AND TEMP. TESTS WHEN CONCRETE SAMPLES ARE CAST.

4. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR VERIFICATION OF IN-SITU CONCRETE

STRENGTH FOR POST-TENSIONED CONCRETE PRIOR TO TENSIONING TENDONS OR

REMOVING SHORING OR FORMS.

5. EPOXY AND EXPANSION ANCHORS INTO MASONRY OR CONCRETE MAY BE USED ONLY

WHEN APPROVED BY COR USING AN APPROVED PRODUCT WITH CURRENT PUBLISHED

ICC RESEARCH REPORT NUMBERS. COORDINATE CONTINUOUS/PERIODIC SPECIAL

INSPECTION REQUIREMENTS WITH ICC REPORT.

C

C

C C

C

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United States Department of Agriculture

Forest Service

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D E P A

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U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

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L shillworthen Text Box shillworthen

ESTABLISHED PER 2018 IBC SECTION 110 AND CHAPTER 17

ITEM

GENERAL SPECIAL INSPECTION NOTES :

PERIODIC3CONTINUOUS3 REFERENCE COMMENTS

REFERENCE NOTE W1

REFERENCE NOTE F1

REFERENCE NOTE F1

REFERENCE NOTE F1

REFERENCE NOTE F2

REFERENCE NOTE W2

REFERENCE NOTE F1

REFERENCE NOTE F2

HIGH LOAD DIAPHRAGMS (ROOF / FLOOR)

SITE-BUILT ASSEMBLIES

PROPERLY PREPARED SITE AND SUB-GRADE PRIOR

TO FILL.

VERIFY ADEQUATE MATERIALS BELOW FOOTINGS

EXCAVATIONS EXTEND TO PROPER DEPTH AND

REACH PROPER MATERIAL

CLASSIFY & TEST CONTROLLED FILL MATERIALS

PERFORM MATERIALS, DENSITIES, AND LIFT

THICKNESSES DURING PLACEMENT AND

COMPACTION OF CONTROLLED FILL.

SHEAR WALL & DIAPHRAGM NAILING

DRAG STRUTS

BRACES & SHEAR PANELS

HOLDOWNS

SPECIAL INSPECTION SCHEDULE 1, 2

WOOD (IBC 1705.5 & 1705.11.1 & 1705.12.2)

SOILS (IBC 1705.6)

1. WOOD STRUCTURAL PANEL SHEATHING SHALL BE INSPECTED TO ASCERTAIN THAT

GRADE AND THICKNESS ARE IN COMPLIANCE WITH APPROVED BUILDING PLANS.

NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, THE NAIL OR

STAPLE DIAMETER AND LENGTH, THE NUMBER OF FASTENER LINES, AND SPACING

BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS SHALL ALSO BE

INSPECTED AND VERIFIED FOR COMPLIANCE WITH APPROVED BUILDING PLANS.

2. SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, WOOD

DIAPHRAGMS, INCLUDING NAILING, & BOLTING, AND OTHER FASTENING TO OTHER

COMPONENTS WHERE THE SPACING OF THE SHEATHING FASTENERS IS GREATER

THAN 4"o.c.

3. SPECIAL INSPECTION SHALL BE PERFORMED TO VERIFY THAT THE INSTALLATION OF

TEMPORARY AND PERMANENT RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE

WITH THE APPROVED TRUSS SUBMITTAL PACKAGE.

1. SPECIAL INSPECTION OF SOILS SHALL REFERENCE THE APPROVED SOILS REPORT TO

DETERMINE COMPLIANCE.

2. WHERE SOILS REPORT IS NOT PROVIDED SPECIAL INSPECTIONS ARE REQUIRED TO

VERIFY THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS NOT LESS THAN

90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT

DETERMINED IN ACCORDANCE WITH ASTM D 1557.

GLUING OPERATIONS

1. THE ITEMS MARKED WITH A " " IN THE SPECIAL INSPECTION SCHEDULE SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION, THE PROJECT SPECIFICATIONS, AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE COR, ENGINEER, AND CONTRACTOR. ANY ITEMS WHICH FAIL TO COMPLY WITH THE APPROVED CONSTRUCTION DOCUMENTS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE COR, ARCHITECT, AND ENGINEER PRIOR TO COMPLETION OF THAT PHASE OF WORK. SPECIAL INSPECTION

TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.

2. ANY CONSTRUCTION OR MATERIAL THAT HAS FAILED INSPECTION SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT.

3. CONTINUOUS SPECIAL INSPECTION MEANS THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC

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

PERFORMED AND AT THE COMPLETION OF THE WORK. (IBC SECTION 202)

F

F

W

W

W

METAL-PLATE-CONNECTED WOOD TRUSSES WITH

HEIGHTS GREATER THAN OR EQUAL TO 60"

REFERENCE NOTE W2

METAL-PLATE-CONNECTED WOOD TRUSSES WITH

SPANS GREATER THAN OR EQUAL TO 60 FEET

REFERENCE NOTE W3

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United States Department of Agriculture

Forest Service

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D E P A

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LT

U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

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TYP. FOOTING SECTION

THICKWIDTHMARK LENGTH

LENGTHWISE REINF.

NO. SIZE NO. SIZE SPA.

CROSSWISE REINF.

REMARKS

FOOTING SCHEDULE

FC2 2'-0" CONT. 12" (2) #5 -- -- --

F3 3'-0" 3'-0" 12" (3) #5 (3) #5 --

TYPICAL FOOTING REINFORCING

3" CLEAR EQ. EQ. EQ. 3" CLEAR

3" CLEAR

FC3 3'-0" CONT. 12" (3) #5 -- -- --

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United States Department of Agriculture

Forest Service

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D E P A

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U R E

United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT LAKE RANGER DISTRICT

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TYPE STRENGTH

FOR CONCRETE APPLICATIONS (ACI 318 - 14)

BAR LOCATION

CONCRETE

#3

BAR SIZE

CONCRETE REINFORCING & SPLICE LENGTHS (IN)

2018 IBC CONCRETE REBAR LAP SPLICE SCHEDULE

VERT. WALL BARS,

FILL ON METAL DECK

NWC 4500 PSI 14

NOTES :

1. MECHANICAL COUPLERS MAY BE USED IN LIEU OF LAP SPLICES SHOWN. SEE STRUCTURAL NOTES FOR MINIMUM COUPLER CAPACITY. WHERE MECHANICAL COUPLERS ARE USED, STAGGER ADJACENT SPLICES A MINIMUM OF 24" AS

INDICATED ABOVE.

2. DEVELOPMENT LENGTHS SHALL BE INCREASED BY 50% FOR STRAIGHT BAR DEVELOPMENT AND 20% FOR HOOKED BARS WHERE EPOXY COATING IS USED.

3. WHEN SPLICING BARS OF DIFFERENT SIZES, USE LAP SPLICE LENGTH OF LARGER BARS UNO.

4. SPLICE BARS LARGER THAN #11 USING MECHANICAL COUPLERS.

HORIZ. WALL BARS,

FOOTING TOP BARS

BEAM BOTTOM BARS,

COLUMN BARS

FOOTING BOTTOM

BARS

BEAM TOP BARS

SLAB ON GRADE

NWC 4500 PSI

NWC 4500 PSI

NWC 4500 PSI

NWC 4500 PSI

NWC 4500 PSI

ℓd ℓs ℓdh

18 7

14 18 7

14 18 7

12 16 7

18 23 7

12 16 7

#4 ℓd ℓs ℓdh

23 6

#5 ℓd ℓs ℓdh

#6 ℓd ℓs ℓdh

#7 ℓd ℓs ℓdh

18 23 6

18 23 9

12 16 6

24 31 9

12 16 6

#8 ℓd ℓs ℓdh

#9 ℓd ℓdh

#10 ℓd ℓdh

#11 ℓd ℓdh

23 30 8

23 30 8

23 30 11

14 18 8

30 39 11

14 18 8

27 35 9

27 35 9

27 35 13

17 22 9

35 46 13

17 22 9

40 52 11

40 52 11

40 52 16

24 31 11

51 66 16

27 35 11

45 59 13

45 59 13

45 59 18

27 35 13

59 77 18

34 44 13

66 14

66 14

66 20

40 14

86 20

57 14

73 16

73 16

73 22

44 16

95 22

73 16

81 25

81 25

81 25

48 25

104 25

81 25

TYPE STRENGTH

BAR LOCATION

CONCRETE

#3

BAR SIZE

CONCRETE REINFORCING & SPLICE LENGTHS (IN)

VERT. WALL BARS,

FILL ON METAL DECK

NWC 3000 PSI 17

HORIZ. WALL BARS,

FOOTING TOP BARS

BEAM BOTTOM BARS,

COLUMN BARS

FOOTING BOTTOM

BARS

BEAM TOP BARS

SLAB ON GRADE

NWC 3000 PSI

NWC 3000 PSI

NWC 3000 PSI

NWC 3000 PSI

NWC 3000 PSI

ℓd ℓs ℓdh

22 8

#4 ℓd ℓs ℓdh

29 8

#5 ℓd ℓs ℓdh

#6 ℓd ℓs ℓdh

#7 ℓd ℓs ℓdh

#8 ℓd ℓs ℓdh

#9 ℓd ℓdh

#10 ℓd ℓdh

#11 ℓd ℓdh

28 36 10 33 43 12 48 62 13 55 72 15 81 17 90 19 99 30

17 22 8

17 22 8

12 16 8

22 29 8

12 16 8

22 29 8

22 29 11

14 18 8

29 38 11

14 18 8

28 36 10

28 36 14

17 22 10

36 47 14

17 22 10

33 43 12

33 43 16

20 26 12

43 56 16

20 26 12

48 62 13

48 62 19

29 38 13

63 82 19

32 42 13

55 72 15

55 72 22

33 43 15

72 94 22

42 55 15

81 17

81 25

48 17

105 25

69 17

90 19

90 27

55 19

117 27

90 19

99 30

99 30

60 30

127 30

99 30

DEVELOPMENT LENGTH

ℓd

LAP SPLICE LENGTH

ℓs

FACE OF JOINT OR

CRITICAL SECTION

FACE OF JOINT OR

CRITICAL SECTION

ℓdh

CLEAR

2' - 0"

COUPLER OR

WELDED SPLICE

HOOK DEVELOPMENT LENGTH

ℓs ℓs ℓs ℓs ℓs ℓs

62 69 76

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United States Department of Agriculture

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D E P A

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United States Department of Agriculture

Forest Service

R4

INTERMOUNTAIN REGION

SALT LAKE

RANGER

DISTRICT

REMODEL

UINTA WASATCH CACHE

NATIONAL FOREST

TMD

BLP

JLA

DRAWN

DESIGNER

STAMPS, LOGOS, AND SEALS

PROJECT NAME

DRAWING TITLE

CHECKED

ARCHIVE NO.DATE

PROJECT NO.

DRAWING SHEET NO.

DATENO.

REVISION / ISSUE

OFSHEET

SALT…