B08-Attachment_2-01_YELL_326141_Final_CD_Plans_2026_07_22_Part6.pdf

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SWITCH, RECEPTACLE,

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JOISTS ADJACENT TO

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PUSH BUTTON

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PRELIMINARY

NOT FOR

CONSTRUCTION

Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

JC

CADD:

BB/PS/AS

TECH. REVIEW:

LF

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

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198433

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E L L N

P S a rc h b d r_ a d a .r v t

3BR ABA ELECTRICAL

PLAN

326141E101D

06/12/2026

1/4" = 1'-0"E101D

A1 ELECTRICAL PLAN

06/18/2026

X-X SLAB STEP/ DEPRESSION

SLOPE UP

SLOPE DOWN

RIDGE

VALLEY

REVISION NUMBER

ELEVATION

SECTION MARK

ELEVATION MARK

GRID BUBBLE

S301

S201

SLAB THICKNESS CHANGE

DETAIL MARK0

S501

1.

A.

B.

C.

D.

E.

2.

3.

4.

A.

B.

V. CONCRETE JOINTS:

CONSTRUCTION JOINTS SHALL BE INSTALLED SUCH THAT STRENGTH AND APPEARANCE OF CONCRETE ARE NOT IMPAIRED, AT LOCATIONS INDICATED OR AS APPROVED BY THE ARCHITECT. SEE PROJECT

SPECIFICATIONS FOR LIMITS ON LOCATION AND SPACING.

LOCATE JOINTS FOR BEAMS, SUSPENDED SLABS, JOISTS AND GIRDERS IN THE MIDDLE THIRD OF SPANS.

OFFSET JOINTS IN GIRDERS A MINIMUM DISTANCE OF TWICE THE BEAM WIDTH FROM A BEAM-GIRDER

INTERSECTION.

LOCATE HORIZONTAL JOINTS IN WALLS AND COLUMNS AT THE UNDERSIDE OF FLOORS, SLABS, BEAMS, AND GIRDERS AND AT THE TOP OF FOOTINGS OR FLOOR SLABS, OR AT 40-FEET MAXIMUM HEIGHT, UNLESS PERMITTED BY ENGINEER.

LOCATE VERTICAL JOINTS IN WALLS AT DISCONTINUITIES, BESIDES PILES INTEGRAL WITH WALLS, NEAR

REENTRANT CORNERS, AND IN CONCEALED LOCATIONS WHERE POSSIBLE. PREFERRED JOINT

INTERVALS SHALL BE 15-25 FEET AS APPROPRIATE, WITH A MAXIMUM SPACING OF 30-FEET. AVOID

LOCATING VERTICAL JOINTS WITHIN 15-FEET OF A BUILDING CORNER.

LAYOUT OF CONSTRUCTION JOINTS IN SLABS ON GRADE MAY CORRESPOND WITH CONTRACTION JOINTS.

LEAVE 7 DAYS, MINIMUM, BETWEEN ADJACENT POURS IN WALLS, UNLESS APPROVED BY ENGINEER.

SLAB ON GRADE CONTRACTION JOINTS SHALL BE PROVIDED TO CONTROL THE CRACKING

PATTERNS AT LOCATIONS INDICATED, OR AS APPROVED BY THE ARCHITECT.

LOCATE JOINTS AT COLUMN LINES WHERE APPLICABLE, WITH SPACING NOT TO EXCEED 15-FEET AND RATIO OF LONG TO SHORT SIDE OR POUR NOT TO EXCEED 1.5. MAXIMUM RECTANGULAR SLAB AREA CONTROLLED BY JOINTING NOT TO EXCEED 225 SQUARE-FEET. CONTRACTOR OPTION TO FORM EITHER SAWCUT OR

TOOLED JOINTS.

WALL CONTRACTION JOINTS SHALL BE PROVIDED TO CONTROL THE CRACKING PATTERNS AT LOCATIONS

INDICATED, OR AS APPROVED BY THE ARCHITECT.

LOCATE JOINTS AT COLUMN LINES WHERE APPLICABLE, WITH SPACING NOT TO EXCEED TWICE THE WALL

HEIGHT OR 20-FEET AND PREFERABLY MATCHES LAYOUT OF SLAB JOINTING.

FORM CONTRACTION JOINTS FOR A DEPTH EQUAL TO AT LEAST ONE-FOURTH OF CONCRETE WALL THICKNESS BY ATTACHING 1/2"- WIDE BEVELED WOOD STRIPS TO INSIDE OF BOTH SIDES OF CONCRETE

FORM.

1.

2.

A.

a.

b.

B.

C.

A.

B.

C.

A.

B.

C.

D.

E.

F.

A.

B.

C.

D.

E.

F.

G.

H.

I.

J.

A.

B.

C.

D.

a.

b.

E.

a.

b.

F.

G.

H.

I.

J.

II. DESIGN LOADS:

DEAD LOAD: THE SELF WEIGHT OF THE STRUCTURE.

SUPERIMPOSED DEAD LOAD:

ROOF LEVEL:

ROOFING 7 PSF

CEILING 5 PSF

FLOOR: 10 PSF

WALL: 8 PSF

3. LIVE LOAD:

ROOF: 20 PSF

FLOOR: 100 PSF

PARTITIONS: 10 PSF

4. SNOW LOAD:

GROUND SNOW LOAD (Pg) = 72 PSF (MAMMOTH), 262 PSF (CANYON) 238 PSF

(NE ENTRANCE)

SNOW IMPORTANCE FACTOR (I): 1.0

ROOF EXPOSURE CONDITION: FULLY EXPOSED

THERMAL FACTOR (Ct) = 1.2 FLAT-ROOF SNOW LOAD (Pf) = 54 PSF (MAMMOTH), 198 PSF (CANYON), 180 PSF

(NE ENTRANCE)

WINTER WIND PARAMETER: 0.35 (MAMMOTH & CANYON), 0.45 (NE ENTRANCE)

5. WIND LOAD

ULTIMATE DESIGN BASIC WIND SPEED V(ult) = 107 MPH NOMINAL DESIGN WIND SPEED V(asd) = 65 MPH

RISK CATEGORY = II

WIND IMPORTANCE FACTOR = 1.0

WIND EXPOSURE CATEGORY = B

ENCLOSURE CATEGORY: ENCLOSED

INTERNAL PRESSURE COEFFICIENT (GCPi): +/- 0.18

GUST EFFECT FACTOR (G): 0.85

SITE TOPOGRAPHIC FACTOR Kzt = 1.0 GROUND ELEVATION FACTOR Ke = 1.0

6. SEISMIC LOAD

SITE CLASS = C

RISK CATEGORY = II

SEISMIC IMPORTANCE FACTOR = 1.0

MAPPED SPECTRAL RESPONSE

SHORT PERIOD SS = 1.0 g (MAMMOTH), 1.1 g (CANYON), 065 g (NE ENTRANCE) 1-SECOND PERIOD S1 = 0.28 g (MAMMOTH), 0.3 g (CANYON), 0.18 g (NE ENTRANCE)

DESIGN SPECTRAL RESPONSE (5% DAMPED)

SHORT PERIOD SDS = 0.83 g (MAMMOTH), 0.89 g (CANYON), 0.56 g (NE ENTRANCE) 1-SECOND PERIOD SD1 = 0.48 g (MAMMOTH), 0.51 g (CANYON), 0.31 g (NE ENTRANCE)

SEISMIC DESIGN CATEGORY: D

RESPONSE MODIFICATION FACTOR R = 6.5

OVERSTRENGTH FACTOR Ωo = 3.0 DEFLECTION AMPLIFICATION FACTOR Cd = 4.0 REDUNDANCY FACTOR ρ = 1.0

1.

2.

3.

4.

5.

6.

7.

8.

9.

III. FOUNDATIONS:

FOUNDATION DESIGN CRITERIA ARE BASED ON THE GEOTECHNICAL REPORT BY McGETTIGAN CONSULTING LLC, DATED AUGUST 4, 2017 PROJECT NO. 15000701. COPIES ARE AVAILABLE FOR REVIEW AT THE

ARCHITECT'S OFFICE.

FOOTINGS ARE DESIGNED BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF. THE

ALLOWABLE BEARING MAY BE INCREASED BY ONE THIRD FOR WIND OR SEISMIC.

PER GEOTECHNICAL REPORT FOR NE ENTRANCE AREA, ULTIMATE COEFFICIENT OF SLIDING FRICTION IS

0.40. ULTIMATE NATIVE SOIL PASSIVE RESISTANCE IS 400 PCF. ULTIMATE STRUCTURAL FILL PASSIVE

RESISTANCE IS 500 PCF.

PER GEOTECHNICAL REPORT FOR CANYON AREA, ULTIMATE COEFFICIENT OF SLIDING FRICTION IS 0.50.

ULTIMATE NATIVE SOIL PASSIVE RESISTANCE IS 400 PCF. ULTIMATE STRUCTURAL FILL PASSIVE

RESISTANCE IS 500 PCF.

SOIL PREPARATION OF THE SITE SHALL FOLLOW THE RECOMMENDATIONS DESCRIBED IN THE

GEOTECHNICAL REPORT. THIS INCLUDES REMOVAL OF EXISTING STRUCTURES/UTILITIES, REMOVAL OF

EXISTING FILL WHERE DEEMED NECESSARY, PREPARATION OF THE SUBGRADE & COMPACTION,

EXCAVATIONS FOR NEW FOUNDATIONS & SLABS, AND BACKFILLING TO RETAINING WALLS.

WHERE SOIL CONDITIONS ARE FOUND DURING CONSTRUCTION THAT DO NOT MEET CRITERIA DESCRIBED IN

THE REPORT, SPECIAL INSPECTOR/CONTRACTOR SHALL NOTIFY ARCHITECT IMMEDIATELY.

LOCATION OF ALL UNDERGROUND UTILITIES SHALL BE VERIFIED PRIOR TO CONSTRUCTION OF

FOUNDATION TO AVOID ANY INTERFERENCE. CONTRACTOR SHALL EXPOSE EXISTING UTILITY LINES IN THE IMMEDIATE AREA TO DETERMINE THEIR EXACT INVERT ELEVATION, SIZE AND LOCATION RELATIVE TO THE FOUNDATION. NOTIFY THE ENGINEER IMMEDIATELY OF ANY INTERFERENCE WITH PILES, FOOTINGS OR

FOUNDATION WALLS.

CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, AND SEEPAGE. WATER SHALL NOT BE ALLOWED TO STAND IN TRENCHES OR FORMS BEFORE OR AFTER CONCRETE IS PLACED, AND SHALL BE PUMPED OUT. IF BOTTOMS OF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER BEFORE FOUNDATIONS ARE CAST, THE CONTRACTOR SHALL, AT THEIR OWN EXPENSE, EXCAVATE THE SOFTENED MATERIAL AND REPLACE WITH CONCRETE.

CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING AND SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN THE EARTH BANKS AND ANY EXISTING

STRUCTURE.

11. EXCAVATIONS FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING OF CONCRETE AND REINFORCING. CONTRACTOR SHALL NOTIFY THE GEOTECHNICAL ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE GEOTECHNICAL ENGINEER SHALL SUBMIT A LETTER OF

COMPLIANCE TO THE OWNER.

12. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL PROVIDE FOR

DESIGNS, PERMITS AND INSTALLATION OF BRACING AND PROTECTION.

13. ENGINEERED FILL MATERIAL SPECIFICATIONS MAY BE BASED ON WYOMING AND MONTANA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, AS APPLICABLE TO THE PROJECT SITE, BUT SHALL BE

MODIFIED TO EXCLUDE MATERIALS THAT MAY INCREASE THE RISK OF FROST HEAVE.

14. PROPERLY SPECIFIED BACKFILL SHALL BE PLACED WITHIN 5 FEET HORIZONTALLY OF THE EDGE OF THE

FOUNDATION. GROUNDWATER SHALL BE MAINTAINED AT LEAST 2 FEET BELOW THE FOUNDATION

SUBGRADE.

15. FOOTINGS FOR SLABS-ON-GRADE SHALL BE EMBEDDED BELOW THE FROST DEPTH. FOR ADDED FROST PROTECTION, FOOTINGS MAY BE EXTENDED DEEPER THAN THE FROST DEPTH. ONE FOOT OF ADDITIONAL

EMBEDMENT IS COMMON.

1.

2.

3.

4.

5.

6.

7.

VII. ANCHOR ROD

ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 1A THREADS, UNLESS NOTED OTHERWISE.

FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS. A RIGID STEEL TEMPLATE SHALL BE

USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE.

HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED.

ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR

NUT INSTALLATION.

ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FRAMEWORK.

LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION

ENGINEER.

AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG-TIGHT CONDITION.

NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT

BE ENLARGED BY BURNING.

GENERAL NOTES

1.

2.

3.

4.

A.

B.

C.

D.

A.

B.

IV. REINFORCED CONCRETE:

CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 AND ACI 301 WITH MODIFICATIONS AS NOTED ON

THE CONTRACT DOCUMENTS.

CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND BEAR THE WET SEAL OF A CIVIL ENGINEER LICENSED IN THE STATE OF THE PROJECT AND BE PROVIDED TO THE SEOR FOR REVIEW.

EACH MIX DESIGN SHALL BEAR THE NAME OF THE PROJECT AND THE SPECIFIC USE.

CONCRETE MODULUS OF ELASTICITY SHALL MEET THE MINIMUM PROVIDED IN ACI 318 SECTION 19.2.2 FOR

THE 28-DAY STRENGTH SPECIFIED BELOW. TEST SHALL BE IN ACCORDANCE WITH ASTM C469.

CONCRETE SHALL HAVE THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS.

LOCATION STRENGTH, f'c CONCRETE TYPE

SLAB ON GRADE 4,500 PSI NORMAL WEIGHT

FOUNDATIONS 4,000 PSI NORMAL WEIGHT

ALL LOCATIONS UON 3,000 PSI NORMAL WEIGHT

5. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II. CONCRETE EXPOSED TO SOILS

CONTAINING CORROSIVE ELEMENTS (SULFATES) SHALL COMPLY WITH IBC 1904.1.

6. FLY ASH MAY BE USED AS A SUBSTITUTE FOR PORTLAND CEMENT. WEIGHT OF FLY ASH SHALL NOT EXCEED 15% OF CEMENT WEIGHT. FLY ASH SHALL CONFORM TO ASTM C618 CLASS F AND LOSS OF

IGNITION SHALL BE LIMITED TO 2%.

7. MIXING OPERATIONS SHALL CONFORM TO ASTM C94.

8. ALL CONCRETE NOT IN CONTACT WITH EARTH TO HAVE FINISH AS SPECIFIED BY ARCHITECT OR AS COVERED IN PROJECT SPECIFICATIONS. UNLESS OTHERWISE NOTED, NON-ARCHITECTURAL CONCRETE

COLUMNS AND WALLS SHALL HAVE 3/4 ” CHAMFERED CORNERS.

9. AGGREGATE FOR NORMALWEIGHT CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF

ASTM C33 AND PROJECT SPECIFICATIONS

10. LIGHTWEIGHT CONCRETE SHALL HAVE AN AIR-DRY UNIT WEIGHT OF NOT MORE THAN

115 PCF AND NOT LESS THAN 110 PCF (UNLESS HIGH VOLUME FLY ASH CONCRETE USED). LIGHTWEIGHT AGGREGATE SHALL CONFORM TO ASTM C330. TEST SHRINKAGE IN ACCORDANCE WITH ASTM C157.

SHRINKAGE SHALL NOT EXCEED 0.0005 INCHES/INCH.

11. ALL CONCRETE SHALL BE REINFORCED. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT AS REQUIRED

BY ACI-318 IN ELEMENTS WHERE NO REINFORCEMENT IS INDICATED ON THE DRAWINGS.

12. DRY PACK OR GROUT UNDER BASE PLATES AND SILL PLATES SHALL BE 7000 PSI MIN AT 28 DAYS.

13. CONCRETE PLACEMENT SHALL CONFORM TO ACI 304 AND PROJECT SPECIFICATIONS. SANDBLAST ALL

CONCRETE SURFACES WHICH NEW CONCRETE WILL BE PLACED AGAINST.

14. TWO HOURS MUST ELAPSE BETWEEN END OF COLUMN OR WALL POURS AND THE BEGINNING OF FLOOR

POURS.

15. MACROSYNTHETIC FIBERS SHALL CONFORM TO ASTM D7508.

16. ALL REINFORCEMENT, ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY HELD IN PLACE WHILE CONCRETE IS POURED. ADDITIONAL BARS TO BE PROVIDED BY THE CONTRACTOR FOR SUPPORT AS

NEEDED.

17. MECHANICAL, ELECTRICAL AND PLUMBING OPENINGS AND SLEEVES ARE SHOWN INDICATIVELY AND SMALL OPENINGS AND SLEEVES ARE NOT SHOWN. SEE SLAB EDGE, MECHANICAL, ELECTRICAL, PLUMBING AND OTHER TRADES FOR SIZE AND LOCATION OF ALL SLAB AND WALL OPENINGS AND SLEEVES. CONTRACTOR TO DEVELOP AND SUBMIT A SINGLE COORDINATION DRAWING COMBINING ALL TRADES INDICATING ALL SLAB OPENINGS AND SLEEVES PRIOR TO POURING CONCRETE FOR REVIEW BY STRUCTURAL ENGINEER.

18. ALL PIPE AND CONDUIT OPENINGS SHALL BE SLEEVED AND CAST IN PLACE UNLESS OTHERWISE NOTED. DO NOT SAWCUT, CORE OR CORE DRILL STRUCTURAL CONCRETE WITHOUT EXPLICIT DIRECTION FROM THE STRUCTURAL ENGINEER. DRILL BITS THAT CAN CUT OR DAMAGE REINFORCING ARE NOT PERMITTED TO BE

USED ON STRUCTURAL CONCRETE.

19. CONDUITS AND PIPES SHALL NOT BE PERMITTED IN STRUCTURAL CONCRETE ELEMENTS UNLESS SPECIFICALLY REVIEWED BY THE STRUCTURAL ENGINEER. ALL CONDUITS TO BE EMBEDDED IN THE STRUCTURAL CONCRETE SHALL BE SUBMITTED FOR STRUCTURAL REVIEW ON A SINGLE COORDINATED CONDUIT DRAWING COMBINING ALL TRADES DEVELOPED AND COORDINATED BY THE CONTRACTOR.

COORDINATED CONDUITS/PIPES MUST BE PLACED IN ONE LAYER AVOIDING CROSSOVER AND SPACED AT THE GREATER OF 3" OR 3 DIAMETERS. DRAWINGS SHALL SHOW STUB-UP LOCATIONS, BEND RADIUS AND DETAILS OF CONDUIT/PIPE INSTALLATION. ALL CONDUITS AND PIPES SHALL BE INSTALLED PER THE

REQUIREMENTS OF ACI 318 SECTIONS 20.7 AND 26.8.2.

ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT IS PROHIBITED. CONDUIT OUTSIDE DIAMETER SHALL NOT EXCEED 2" OR 1/6 SLAB THICKNESS, WHICHEVER IS LESSER. CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT

DURING POURING.

FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL RUN IN THE STEEL DECK FLUTES

PER THE TYPICAL CONDUIT IN SLAB ON STEEL DECK DETAIL.

20. FOR CONCRETE SLABS-ON-GRADE, A BASE OF STRUCTURAL FILL OR NON-FROST-SUSCEPTIBLE SOILS SHALL EXTEND DEEPER THAN THE FROST DEPTH. A VAPOR BARRIER IS TO BE PLACED BENEATH THE SLAB.

1.

2.

A.

a.

b.

c.

B.

a.

b.

c.

A.

B.

C.

D.

E.

F.

VI. REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

REINFORCING STEEL FOR CAST-IN-PLACE NONPRESTRESSED CONCRETE MEMBERS SHALL HAVE THE

FOLLOWING CONCRETE COVER, SEE ACI 117 FOR TOLERANCES.

CONCRETE EXPOSED TO EARTH OR IN CONTACT WITH GROUND:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH EARTH 3"

EXPOSED TO WEATHER OR IN CONTACT WITH EARTH (#5 AND SMALLER) 1-1/2"

EXPOSED TO WEATHER OR IN CONTACT WITH EARTH (#6 AND LARGER) 2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, JOISTS AND WALLS (#11 AND SMALLER) 3/4"

SLABS, JOISTS AND WALLS (#14 AND LARGER) 1-1/2"

BEAMS, COLUMNS AND PEDESTALS 1-1/2"

3. BAR SPLICES MAY BE DELETED AND CONTINUOUS REINFORCING USED AT CONTRACTORS OPTION. BAR SPLICES SHALL BE MADE AT POINTS OF MINIMUM STRESS. IN FRAMED BEAMS AND SLABS SPLICE TOP BARS

AT MID-SPAN, BOTTOM BARS OVER SUPPORTS.

4. STEEL REINFORCEMENT SHOP DRAWINGS SHALL BE PREPARED BY THE CONTRACTOR IN ACCORDANCE WITH ACI 315: "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT", AND SHALL INDICATE:

MATERIAL AND GRADE

BAR SCHEDULES WITH BAR LENGTHS AND BENT BAR DIAGRAMS

ARRANGEMENT, SPACING, COVER, LAP LOCATIONS AND LENGTHS

SPLICE DETAILS FOR MECHANICAL SPLICES

SUPPORTS FOR CONCRETE REINFORCEMENT

SPECIAL REINFORCEMENT AT OPENINGS

5. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH ACI 318 AND THE

'MANUAL OF STANDARD PRACTICE' BY CRSI AS MODIFIED BY THE CONTRACT DOCUMENTS.

6. FIELD BENDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT SEOR APPROVAL. ALL

REINFORCING BENDS SHALL BE MADE COLD.

7. WHEN MULTIPLE GRADES OF REINFORCEMENT ARE USED, MARK ALL BARS SO IDENTIFICATION CAN BE

MADE DURING IN-PLACE INSPECTION.

8. WELDED REINFORCING STEEL SHALL COMPLY WITH ASTM A706, GRADE 60. REINFORCEMENT SHALL ONLY BE WELDED WHERE SPECIFICALLY NOTED ON THE DRAWINGS. WELDING SHALL CONFORM TO AWS D1.4

USING E90XX ELECTRODES.

9. WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064 (PLAIN & DEFORMED WIRE). F y = 70 000PSI. LAP WELDED WIRE REINFORCEMENT BY 6" OR ONE AND A HALF FULL MESHES, WHICHEVER IS

GREATER.

10. EPOXY COATED REINFORCEMENT (ASTM A775 (STRAIGHT BARS), ASTM A934 (BENT BARS)) SHALL BE USED WHERE PERMANENTLY EXPOSED TO WATER, DEICING SALTS AND WHERE NOTED IN THE CONTRACT

DOCUMENTS.

11. SPECIAL CONCRETE MOMENT FRAMES AND BOUNDARY ZONES IN SPECIAL CONCRETE SHEAR WALLS:

ACTUAL YIELD STRENGTH BASED ON MILL TESTS SHALL NOT EXCEED SPECIFIED STRENGTH BY MORE THAN 18 ksi (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN 3 ksi). THE RATIO OF ACTUAL ULTIMATE

TENSILE STRESS TO ACTUAL YIELD STRENGTH SHALL NOT BE LESS THAN 1.25.

ABBREVIATIONS

1.

2.

A.

B.

C.

D.

I. GENERAL NOTES:

ALL STRUCTURAL WORK SHALL CONFORM TO THE DRAWINGS, THE PROJECT SPECIFICATIONS, ALL

DRAWING NOTES, AND THE 2021 INTERNATIONAL BUILDING CODE (IBC).

ALL APPLICABLE REFERENCE STANDARDS, AS MODIFIED BY THE BUILDING CODE, INCLUDE:

ASCE/SEI 7-22: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 318-19: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AWS D1.4: STRUCTURAL WELDING CODE - STEEL

ACI 117-10: STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND

MATERIAL

3. THE SCOPE OF WORK IS NOT SOLELY DEFINED BY THESE DOCUMENTS.

4. TYPICAL DETAILS APPLY THROUGHOUT THE PROJECT, EVEN IF NOT SPECIFICALLY REFERENCED IN PLANS OR DETAILS. DETAILS OF CONSTRUCTION NOT FULLY SHOWN OR NOTED ON THE DRAWINGS NOR CALLED OUT IN THE SPECIFICATIONS SHALL BE OF THE SAME SIZE AND CHARACTER AS FOR SIMILAR CONDITIONS

WHICH ARE SHOWN AND NOTED.

5. ALL FORCES INDICATED IN THE STRUCTURAL DRAWINGS ARE SERVICE LOADS AS DEFINED BY ASCE-7, UNLESS NOTED OTHERWISE.

6. DO NOT USE SCALED DIMENSIONS; USE ONLY WRITTEN DIMENSIONS. WHERE NO DIMENSION IS PROVIDED, CONSULT THE ARCHITECT FOR CLARIFICATIONS BEFORE PROCEEDING WITH WORK.

7. SEE ARCHITECTURAL DRAWINGS FOR SITE POSITIONING AND PROJECT DATUM, REFERENCE IS ( 0'-0") AS

SHOWN ON ARCHITECTURAL DRAWINGS.

8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING

SAFETY OF PERSONS AND PROPERTY AND THE MEANS AND METHODS OF CONSTRUCTION.

9. STRUCTURAL ELEMENTS SHALL BE CENTERED ABOUT GRIDLINES OR DIMENSION LINES, UNLESS

OTHERWISE NOTED.

10. THE CONTRACTOR SHALL PROVIDE ENGINEERED DESIGNS OF TEMPORARY SHORING AND BRACING AND

MAKE SAFE ALL FLOORS, ROOFS, WALLS, EXCAVATIONS AND ADJACENT PROPERTY AS PROJECT

CONDITIONS AND LOCAL BUILDING CODE REQUIRE.

11. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC. REQUIREMENTS. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON PLAN. DISCREPANCIES AND/OR INTERFERENCES SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY.

12. OPENINGS SHALL NOT BE MADE IN ANY STRUCTURAL MEMBER UNLESS SPECIFICALLY SHOWN ON THE

STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER.

13. DEFICIENT WORK AND WORK NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS AS IDENTIFIED BY THE ARCHITECT OR INSPECTOR SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. CONTRACTOR

SHALL COMPENSATE OWNER FOR SERVICES ARISING FROM DEFICIENT WORK.

14. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY REQUIRED DEWATERING OF THE SITE DURING

CONSTRUCTION.

15. THE CONTRACTOR SHALL PREPARE ENGINEERED DESIGN AND SHALL BE RESPONSIBLE FOR CONFIRMING ADEQUACY OF AS BUILT STRUCTURE FOR ALL SURCHARGE LOADS RESULTING FROM COMPACTION AS WELL AS CRANES TRUCKS, BULLDOZERS OR ANY OTHER CONSTRUCTION EQUIPMENT. ENGINEERED DESIGNS SHALL BE PREPARED, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE

JURISDICTION AND SUBMITTED TO ENGINEER OF RECORD FOR REVIEW.

16. THE STRUCTURAL COMPONENTS BY THEMSELVES ARE A NON-SELF-SUPPORTING STRUCTURE. LATERAL FORCES DUE TO WIND, EARTHQUAKE, OR SOIL ARE CARRIED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE LATERAL SYSTEM. CERTAIN ELEMENTS SHOWN ON THE STRUCTURAL DRAWINGS (SUCH AS BRACING, ROOF AND FLOOR SLABS, AND CONCRETE IN COMPOSITE COLUMNS) ARE REQUIRED FOR OVERALL OR LOCAL STABILITY OF OTHER ELEMENTS (SUCH AS BEAMS, COLUMNS, AND WALLS). IF DUE TO SEQUENCING OF CONSTRUCTION, THESE STABILITY ELEMENTS ARE NOT IN PLACE, THE CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED TO PERFORM THE WORK IN THE JURISDICTION WHERE THE PROJECT IS LOCATED, WHO SHALL INVESTIGATE WHERE TEMPORARY SHORING/BRACING IS REQUIRED AND SHALL DESIGN THIS TEMPORARY SHORING/BRACING. THE CONTRACTOR SHALL PROVIDE THIS SHORING/BRACING UNTIL THE REQUIRED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS HAVE BEEN INSTALLED AND

REACH THEIR FINAL DESIGN STRENGTHS.

17. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.

CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING WHERE STRUCTURE IS NOT COMPLETE OR HAS NOT

ATTAINED DESIGN STRENGTH.

18. BUILDING TOLERANCES: STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR

CONCRETE CONSTRUCTION AND MATERIALS.

SYMBOLS

SHEET INDEX

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

GENERAL STRUCTURAL NOTESS001

S002 S101 S111 S201 S211 S500 S501

GRAND TOTAL 8

STRUCTURAL SPECIAL INSPECTIONS AND TESTS AND GENERAL NOTES

FOUNDATION PLAN - 2BR

FOUNDATION PLAN - 2BR - ADA

FOUNDATION PLAN - 3BR

FOUNDATION PLAN - 3BR - ADA

FOUNDATION DETAILS

FOUNDATION DETAILS

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

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E:

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IT

V

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SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

6/

/2

4:

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PM

Au to de sk

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GENERAL STRUCTURAL

NOTESS001

87 94

# POUND

& AND

@ AT

AB ANCHOR BOLT

ACS ALL COMMON SIDES

ADDL ADDITIONAL

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

ALT ALTERNATE

ARCH,

ARCH'L

ARCHITECT, ARCHITECTURAL

BL BRICKLEDGE

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BN BOUNDARY NAILING

BO BOTTOM OF

BOB BOTTOM OF BEAM

BOD BOTTOM OF DECK

BOS BOTTOM OF STEEL

BOT,

BOTT

BOTTOM

BP BASE PLATE

BRBF BUCKLING RESTRAINED

BRACED FRAME

BRG BEARING

BTWN BETWEEN

C CHANNEL

CB CONCRETE BEAM

CC CARRIED COLUMN

CEN CENTER

CFMF COLD-FORMED METAL

FRAMING

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT

PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT, CONNECTION

CONT CONTINUOUS

CTR CENTERED

CWI CERTIFIED WELDING

INSPECTOR

D, DIA DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEF DEFORMED, DEFINITION

DEFL DEFLECTION

DET,

DTL

DETAIL

DIAG DIAGONAL

DN DOWN

DWG DRAWING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

EN EDGE NAILING

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQ SPA EQUAL SPACE

ES EACH SIDE

EW EACH WAY

EXIST,

(E)

EXISTING

EXT EXTERIOR

FD FLOOR DRAIN

FDN,

FNDN

FOUNDATION

FF EL FINISH FLOOR ELEVATION

FN FIELD NAILING

FOA FACE OF ANGLE

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FT FEET

FTG FOOTING

Fy YIELD STRESS

GA GAGE, GUAGE

GALV GALVANIZED

GB GRADE BEAM

GLB GLUED-LAMINATED BEAM

GT GIRDER TRUSS

H, HORIZ HORIZONTAL

HC HOLLOW CORE

HI HIGH

HK HOOK

HSS HOLLOW STRUCTURAL STEEL

IN INCHES

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

K KIPS

KB KNEE BRACE

L ANGLE

LB POUND

LF LINEAR FOOT

LG LENGTH

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LO LOW

LT WT LIGHTWEIGHT

LVL LEVEL

MAX MAXIMUM

MC MOMENT CONNECTION

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL

MEZZ MEZZANINE

MFR,

MANUF

MANUFACTURER

MID MIDDLE

MIL MILLIMETER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

N NORTH

NA NOT APPLICABLE

NDT NON-DESTRUCTIVE TESTING

NEW, (N) NEW

NIC NOT IN CONTRACT

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

PEMB PRE-ENGINEERED METAL

BUILDING

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R RADIUS

REF REFER, REFERENCE

REINF REINFORCED,

REINFORCEMENT

REM REMAINDER

REQ'D REQUIRED

REQ'MT

S, REQMTS

REQUIREMENTS

REV REVISION

SAD SEE ARCHITECTURAL

DRAWINGS

SC SLIP CRITICAL

SCHED SCHEDULE

SCJ SAWN CONTROL JOINT

SECT SECTION

SF SQUARE FEET

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACES, SPACING

SQ SQUARE

SSH SHORT SLOTTED HOLE

STD STANDARD

STL STEEL

STRUCT STRUCTURE, STRUCTURAL

SUPP SUPPORT

T&B TOP AND BOTTOM

TEMP TEMPORARY

THK THICK

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOUNDATION

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOSC TOP OF STRUCTURAL

CONCRETE

TOSL TOP OF SLAB

TOT TOTAL

TOW TOP OF WALL

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V, VERT VERTICAL

VIF VERIFY IN FIELD

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WB WIND BRACE

WBBP WIND BRACE BASEPLATE

WHSS WELDED HEADED STEEL STUD

WP WORKING POINT, WORK POINT

WRT WITH RESPECT TO

WT WEIGHT

WWR WELDED-WIRE

REINFORCEMENT

YD YARD

06/19/2026 948706/18/2026

6/18/26

SOILS

VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

GEOTECHNICAL

REPORT

CONSTRUCTION

DOCUMENTS

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

IBC 1705.6

PERIODIC1. BEARING MATERIAL

PERIODIC2. EXCAVATIONS

PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALSPERIODIC3. FILL MATERIALS

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY

THAT THE SITE HAS BEEN PREPARED PROPERLY.

PERIODIC4. PRIOR TO PLACEMENT OF FILL

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

CONTINUOUS5. DURING PLACEMENT OF FILL

THE INSPECTOR SHALL OBSERVE THESE FUNCTIONS ON A

RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING OBSERVATIONS.

OBSERVE

THESE INSPECTIONS SHALL BE PERFORMED FOR EACH

CONNECTION OR MEMBER, AND COMPLETED PRIOR TO THE

FINAL ACCEPTANCE OF THE ITEM.

PERFORM

SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS

PRESENT CONTINUOUSLY WHEN AND WHERE THE WORK TO

BE INSPECTED IS BEING PERFORMED

CONTINUOUS

SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS

INTERMITTENTLY PRESENT WHERE THE WORK HAS BEEN OR

IS BEING PERFORMED AND AT THE COMPLETION OF WORK.

PERIODIC

A QUALIFIED PERSON EMPLOYED OR RETAINED BY AN

APPROVED AGENCY AND APPROVED BY THE BUILDING

OFFICIAL AS HAVING THE COMPETENCE NECESSARY TO

INSPECT A PARTICULAR TYPE OF CONSTRUCTION

REQUIRING SPECIAL INSPECTION.

SPECIAL

INSPECTOR

INSPECTION OF CONSTRUCTION REQUIRING THE EXPERTISE

OF AN APPROVED SPECIAL INSPECTOR IN ORDER TO

ENSURE COMPLIANCE WITH THE BUILDING CODE AND THE

APPROVED CONSTRUCTION DOCUMENTS.

SPECIAL

INSPECTION

DEFINITIONS

REFERENCES

CODES/STANDARDS

SPECIAL INSPECTION AND TEST REQUIREMENTS

TYPE REQUIRED INSPECTIONS AND/OR TESTSFREQUENCY

INDICATES SPECIAL INSPECTION OF ITEM IS REQUIRED FOR

THE WORK DEFINED IN THE CONSTRUCTION DOCUMENTS

FOR THIS PROJECT.

INSPECTION AND TESTING REQUIREMENTS ON THIS SHEET ARE IN

ACCORDANCE WITH SECTION 1705 OF THE INTERNATIONAL BUILDING CODE (IBC)

AND HAVE BEEN IDENTIFIED AS A STATEMENT OF SPECIAL INSPECTIONS AS

REQUIRED BY IBC SECTION 1704.3. THE OWNER OR THE OWNER'S AUTHORIZED

AGENT, OTHER THAN THE CONTRACTOR, SHALL EMPLOY ONE OR MORE

APPROVED AGENCIES TO PROVIDE THE SPECIAL INSPECTIONS AND TESTS

DURING CONSTRUCTION AS REQUIRED BY IBC SECTION 1705 AND IDENTIFY THE

APPROVED AGENCIES TO THE BUILDING OFFICIAL. THESE SPECIAL

INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS BY THE

BUILDING OFFICIAL THAT ARE IDENTIFIED IN IBC SECTION 110. SPECIAL

INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE WITH IBC SECTION 1704.2.1,

AND ALL OTHER APPLICABLE SECTIONS AND STANDARDS.

SPECIAL INSPECTIONS AND TESTS INDICATED ON THIS SHEET ARE FOR THE

STRUCTURAL WORK, SEE OTHER DISCIPLINES DRAWINGS AND SPECIFICATIONS

FOR REQUIRED NONSTRUCTURAL SPECIAL INSPECTIONS AND TESTS.

STATEMENT OF SPECIAL INSPECTIONS

CONCRETE

INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT

1. REINFORCEMENT ACI 318: 20, 25.2, 25.3,

26.6.1-26.6.3

IBC 1908.4

PERIODIC

IBC 1705.3

INSPECT ANCHORS CAST IN CONCRETE2. ANCHORS PERIODIC ACI 318: 17.8.2

INSPECT ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.3. ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS

CONTINUOUS

INSPECT ALL OTHER MECHANICAL OR ADHESIVE ANCHORS - SPECIFIC

REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE

RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN

ACCORDANCE WITH ACI318: 17.8.2 OR OTHER QUALIFICATION PROCEDURES.

PERIODIC

ACI 318: 17.8.2.4

ACI 318: 17.8.2

VERIFY USE OF REQUIRED DESIGN MIX

4. DESIGN MIX PERIODIC ACI 318:19, 26.4.3, 26.4.4

IBC 1904.1, 1904.2,

1908.2, 1908.3

FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE.

5. PRIOR TO CONCRETE PLACEMENT CONTINUOUS ASTM C172, C31

IBC 1908.10

INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES6. DURING PLACEMENT CONTINUOUS

ACI318: 26.5

IBC: 1908.6,1908.7,1908.8

VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUESPERIODIC ACI318: 26.5.3-26.5.5

IBC: 1908.9

APPLICATION OF PRESTRESSING FORCES7. PRESTRESSED CONCRETE CONTINUOUS ACI318: 26.10

GROUTING OF BONDED PRESTRESSING TENDONSCONTINUOUS

INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.8. PRECAST CONCRETE PERIODIC ACI 318: 26.9

VERIFY IN-SITU CONCRETE STRENGTH:

PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE

PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND

STRUCTRUAL SLABS

9. IN-SITU CONCRETE STRENGTH PERIODIC ACI 318: 26.11.2

INSPECT FORMWORK FOR SHAPE, LOCATION, ABD DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

10. FORMWORK PERIODIC ACI 318: 26.11.1.2(b)

VII. ANCHOR RODS

BY ENGINEERED BUILDING DESIGNER

DESIGNATED SEISMIC FORCE RESISTING SYSTEM:

BY ENGINEERED METAL BUILDING ENGINEER

1.

A.

B.

C.

D.

E.

2.

A.

B.

C.

D.

E.

3.

A.

B.

C.

D.

4.

5.

6.

7.

8.

9.

10.

11.

A.

B.

C.

D.

E.

IX. STRUCTURAL LUMBER:

ALL STRUCTURAL SAWN LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE WWPA OR WCLIB

WITH THE FOLLOWING MINIMUM GRADES, UNLESS NOTED OTHERWISE:

2X OR 3X STUDS: NO. 2

4X AND LARGER POSTS OR STUDS: NO. 1

2X OR 3X JOISTS: NO. 2

4X AND LARGER BEAMS OR JOISTS, CONCEALED: NO. 1

4X AND LARGER BEAMS OR JOISTS, EXPOSED: SELECT STRUCTURAL

ALL STRUCTURAL COMPOSITE LUMBER (SCL) OR ENGINEERED LUMBER SHALL BE AS FOLLOWS:

I-JOISTS: TJI JOISTS MANUFACTURED BY WEYERHAUSER (ESR-1153)

LSL: TIMBERSTRAND LSL MANUFACTURED BY WEYERHAUSER (ESR-1387)

LVL: MICROLLAM LVL (2.0E) MANUFACTURED BY WEYERHAUSER (ESR-1387)

PSL: PARALLAM PSL (2.0E) MANUFACTURED BY WEYERHAUSER (ESR-1387)

SUBSTITUTION OF PRODUCTS LISTED ABOVE SHALL BE SUBMITTED TO ENGINEER FOR REVIEW AND

APPROVAL.

STRUCTURAL GLUE LAMINATED TIMBER (GLT):

GLT FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATORS SHOP IN ACCORDANCE

WITH CBC 2303.1.3, ANSI/AITC A190.1 AND ASTM D3737.

GLT BEAMS SHALL BE 24F-V8 WITH A CAMBER OF R=1600' UNLESS NOTED OTHERWISE.

GLT EXPOSED TO WEATHER SHALL BE RATED FOR EXTERIOR USE BY THE MANUFACTURER.

FLASHING AND WATERPROOFING OF THE EXPOSED ENDS SHALL BE PROVIDED BY THE

CONTRACTOR TO PREVENT DECAY.

ALL GLT MEMBERS SHALL HAVE APPEARANCE CLASSIFICATION AS SPECIFIED ON THE

ARCHITECTURAL DRAWINGS.

ALL STRUCTURAL TIMBER FRAMING SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT THE TIME OF ENCLOSURE, REGARDLESS OF THE MOISTURE CONTENT AT THE TIME OF MANUFACTURE. TIMBER FLOOR FRAMING, INCLUDING JOISTS AND BEAMS, WITH MORE THAN 2 FRAMED LEVELS ABOVE THEM SHALL BE DESIGNATED AS 'S-DRY' OR 'MC15' AND HAVE A MAXIMUM MOISTURE CONTENT OF 15% AT

THE TIME OF ENCLOSURE.

CONTRACTOR SHALL PROVIDE AT LEAST THREE RANDOM MOISTURE READINGS PERFORMED AT WALL

AND FLOOR FRAMING IN THE PRESENCE OF THE BUILDING INSPECTOR PRIOR TO APPROVAL TO

ENCLOSURE TO VERIFY IN SERVICE MOISTURE CONTENT TO SATISFY THE REQUIREMENTS ABOVE.

ALL LUMBER LOCATED IN DIRECT CONTACT WITH CONCRETE OR MASONRY INCLUDING BUT NOT

LIMITED TO SILL PLATES, NAILERS, AND LEDGERS SHALL BE PRESSURE TREATED DOUGLAS FIR.

ALL HARDWARE SHALL BE SIMPSON STRONG-TIE CO INSTALLED PER MANUFACTURERS

RECOMMENDATIONS. SUBSTITUTION OF EQUIVALENT HARDWARE FROM AN ALTERNATE

MANUFACTURER SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL.

MINIMUM FASTENING AND NAILING OF TIMBER COMPONENTS SHALL BE IN ACCORDANCE WITH IBC

TABLE 2304.10.1.

FASTENERS SHALL BE PROVIDED NEW AND WITHOUT EXCESSIVE RUST. ALL FASTENERS EXPOSED TO

WEATHER SHALL BE GALVANIZED.

ALL METAL FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED LUMBER SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE

SPECIFIC TREATMENT APPLIED TO THE WOOD.

NAILS:

ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE

MINIMUM NAIL PENETRATION SHALL BE 10 TIMES THE SHANK DIAMETER UNLESS NOTED

OTHERWISE.

EDGE DISTANCES, END DISTANCES, AND FASTENER SPACINGS SHALL BE SUFFICIENT TO PREVENT

SPLITTING OF THE WOOD.

BORED PILOT HOLES SHALL BE PERMITTED FOR ALL NAILS TO HELP PREVENT WOOD FROM

SPLITTING. BORED HOLES SHALL BE MANDATORY FOR 20d AND LARGER NAILS. WHEN UTILIZED

BORED HOLES SHALL HAVE A DIAMETER NOT EXCEEDING 75% OF THE NAIL DIAMETER.

TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER

AND STARTED APPROXIMATELY 1/3 THE LENGTH OF THE FASTENER FROM THE MEMBER END.

1.

2.

3.

A.

B.

C.

4.

5.

A.

B.

C.

D.

6.

7.

8.

VIII. DEFERRED STRUCTURAL SUBMITTALS

SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE

STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL

COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. THE

CONTRACTOR WILL BE REQUIRED TO SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO

THE BUILDING OFFICIAL FOR APPROVAL.

DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT, WHO SHALL REVIEW THEM AND FORWARD THEM TO THE BUILDING OFFICIAL WITH A NOTATION INDICATION THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND BEEN FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING

OFFICIAL.

SUBMITTALS TO BE PREPARED BY A LICENSED ENGINEER LAWFULLY ELIGIBLE TO DESIGN THE

ELEMENT OR COMPONENT (SPECIALTY ENGINEER) AND SHALL BE SEALED IN ACCORDANCE WITH

STATE LAW. SUBMITTALS SHALL INCLUDE:

CALCULATIONS

DIAGRAMS SHOWING LOADS APPLIED TO THE PRIMARY STRUCTURE INCLUDING MAGNITUDES,

LOCATIONS, AND DIRECTIONS, SEPARATED INTO DEAD, LIVE, WIND AND/OR SEISMIC COMPONENTS.

ERECTION OR DESIGN DRAWINGS AS NECESSARY TO DESCRIBE THE SYSTEM OR COMPONENT AND

ITS CONNECTION TO THE PRIMARY STRUCTURE.

SUBMIT (1) REPRODUCIBLE COPY, (1) SET SEALED COPY FOR THE SEOR'S FILE, AND ADDITIONAL COPIES AS NECESSARY FOR THE BUILDING DEPARTMENT. SUBMITTALS CONTAINING EXCEPTIONS, CORRECTIONS, OR OTHER REVIEW COMMENTS ARE NOT ACCEPTABLE FOR SUBMITTAL TO THE

BUILDING DEPARTMENT.

THE SEOR'S REVIEW IS STRICTLY LIMITED TO THE FOLLOWING:

DRAWINGS AND CALCULATIONS ARE PROPERLY SEALED.

LOAD CRITERIA IS CONSISTENT WITH CONTRACT DOCUMENTS.

CONNECTIONS TO THE PRIMARY STRUCTURE ARE CONSISTENT WITH THE PRIMARY STRUCTURE

DESIGN.

THE BASE STRUCTURE IS CAPABLE OF SUPPORTING IMPOSED LOADS.

THE SPECIALTY ENGINEER'S SEAL WILL CERTIFY THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEER CONFORM TO THE CRITERIA WITHIN THE CONTRACT DOCUMENTS AND ALL APPLICABLE

CODES AND STANDARDS.

IF THE LOADS IMPOSED ON THE STRUCTURE EXCEED THE CRITERIA WITHIN THE CONTRACT

DOCUMENTS THE SUBMITTALS WILL BE REJECTED. CHANGES TO THE PRIMARY STRUCTURE TO

ACCOMMODATE SPECIALTY ITEMS WILL ONLY BE MADE AT COST AFTER.

THE FOLLOWING LIST INCLUDES THE ITEMS THAT ARE DEFINED AS DEFERRED STRUCTURAL

SUBMITTAL COMPONENTS. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND CIVIL

DRAWINGS FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS.

A. ENGINEERED METAL BUILDING

GENERAL NOTES

12.

A.

B.

C.

D.

E.

13.

A.

B.

C.

D.

E.

F.

G.

14.

15.

16.

17.

18.

19.

20.

21.

22.

23.

IX. STRUCTURAL LUMBER - CONT.:

WOOD SCREWS:

WOOD SCREWS SHALL MEET THE DIMENSIONAL STANDARDS OF ANSI/ASME B18.6.1.

MINIMUM SCREW PENETRATION SHALL BE 10 TIMES THE SCREW DIAMETER UNLESS NOTED

OTHERWISE.

EDGE DISTANCES, END DISTANCES, AND FASTENER SPACINGS SHALL BE SUFFICIENT TO PREVENT

SPLITTING OF THE WOOD.

BORED LEAD HOLES SHALL BE PROVIDED WITH A DIAMETER EQUAL TO APPROXIMATELY 7/8 OF THE

SCREW ROOT DIAMETER.

WOOD SCREWS SHALL BE TURNED, NOT DRIVEN INTO PLACE. SOAP OR OTHER LUBRICANTS MAY BE

PROVIDED TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREWS.

BOLTS AND LAG SCREWS:

BOLTS AND LAG SCREWS SHALL CONFORM TO ASTM A307 AND MEET THE DIMENSIONAL

STANDARDS OF ANSI/ASME B18.2.1.

HOLES FOR BOLTS SHALL BE A MINIMUM 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT

DIAMETER.

BOLTS SHALL BE ACCURATELY ALIGNED IN MAIN MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE

FORCIBLY DRIVEN INTO PLACE.

BORED LEAD HOLES FOR LAG SCREWS SHALL BE 40-70% OF THE SHANK DIAMETER AT THE

THREADED PORTION OF THE SCREW, AND THE SAME DIAMETER AS THE SHANK AT THE SHANK.

LAG SCREWS SHALL BE TURNED, NOT DRIVEN INTO PLACE.

ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS

WHERE BEARING AGAINST DIRECTLY AGAINST WOOD.

ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE-TIGHTENED

BEFORE CLOSING IN OR AT COMPLETION OF JOB.

ALL BUILT UP, DOUBLE 2X BEAMS AND JOISTS SHALL BE FASTENED TOGETHER WITH 2-ROWS 10d NAILS

AT 12" OC.

PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN.

PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS, BELOW PARTITION WALLS, AND

AT MIDSPAN OF JOISTS SPANNING GREATER THAN 10 FEET.

SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING

AND/OR BLOCKING OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS.

FIRE BLOCK STUD WALLS AT MID-HEIGHT WHERE STUD LENGTH EXCEEDS 10 FEET.

NOTCHING OR CUTTING STUDS TO CLEAR ANCHOR BOLTS IS NOT PERMITTED. STUDS SHALL HAVE

FULL BEARING ON THE SILL PLATE.

LET-IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS

WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE.

WHERE POSTS ARE SPECIFIED WITH CAPS AND/OR BASES, THE LOAD SHALL BE TRANSFERRED TO THE

FOUNDATION BY VERTICAL GRAIN ONLY.

DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE EXPLICITLY SHOWN IN

THE DETAILS.

HOLDOWNS SHALL BE INSTALLED 1/2" MINIMUM ABOVE THE PLATE TO ALLOW FOR TIGHTENING OF THE ANCHOR BOLT. THE HOLDOWN SHALL BE INSTALLED TIGHT TO THE POST WITHOUT FILLERS. DO NOT

BEND HOLDOWN ANCHORS. TIGHTEN ANCHORS PER MANUFACTURERS RECOMMENDATIONS PRIOR TO

COVERING THE WALL FRAMING.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

AT

E:

R

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IT

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SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

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STRUCTURAL SPECIAL

INSPECTIONS, TESTS

AND GENERAL NOTESS002

88 9406/19/2026 948806/18/2026

A

B

C

40' - 0" 8' - 0"

0"

0"

0"

2 3

S500

7' - 0"

CL

12" SQ NWC PEDESTAL

TYP

CF24A

CF

A

CF24A

5' - 6"

ACCESS OPNG

3' - 0"

�CRAWLSPACE

CF

CL

CL

CF60

CF24

CF24

CF

48' - 0"

8"

MODULAR BLDG

BY OTHERS

S500

S500

S500

FOC FOC

CW8

CW

CW8

CW8

CW

CW

FOC

FOC

CW

CF

S500

TYP @ FTG

INTERSECTION

S500

TYP @ STEM WALL

INTERSECTION

S501

3"

4" 4 1

/2"

NOTE:

1. SEE DETAILS , , FOR DEFINITIONS OF LENGTH, WIDTH AND DEPTH.5/ S500 8/ S500 9/ S500

NOTE:

1. CENTER STEM WALL ON FTG UON.

A

B

C

PRELIMINARY

NOT FOR

CONSTRUCTION

Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

T. VHAY

CADD:

M. LITZINGER

TECH. REVIEW:

M. PUCKETT

DATE:

A/E FIRM

SHEET

OF5/01/2025

326141A/326104 Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to Stantec without delay. Copyrights to all designs and drawings are the property of Stantec.

Reproduction or use for any purpose other than that authorized by Stantec is forbidden.

Cheyenne, Wyoming 82009 Tel: +1307.634.7848

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2b dr

.rv t

FOUNDATION PLAN - 2BR 185706708

S101 89 94

1/4" = 1'-0"S101

1 2 BDR FOUNDATION PLAN

N

FOOTING SCHEDULE

MARK LENGTH (IN) WIDTH (IN) DEPTH (IN)

LONG.

REINFORCEMENT TRANS REINFORCEMENT

CF24 CONT 24" 12" (2) #5 CONT TOP & BOTT #5 NONE OC

CF24A CONT 24" 24" (2) #5 CONT TOP & BOTT # 4 TIES @ 12"OC

CF60 CONT 60" 12" (5) #5 CONT TOP & BOTT #5 NONE OC

CONCRETE STEM WALL SCHEDULE

MARK WIDTH (IN)

REINFORCING

VERTICAL HORIZONTAL

CW8 8" #5 @ 18" OC #5 @ 18" OC

06/19/2026

PRIME:

STANTEC

CHEYENNE, WY

DRAWING NO.

198433

326141

948906/18/2026

B

C

40' - 0" 8' - 0"

0"

0"

0"

2 3

CF24

CF

CF

CF24

CF60

12" SQ NWC PEDESTAL

TYP

S500

48' - 0"

7' - 0"

CL

5' - 6"

ACCESS OPNG

3' - 0"

�CRAWLSPACE

S500

S500

S500

CF24A

CF24A

CF

A

CL

CL

MODULAR BLDG

BY OTHERS

0"

CW8

FOC FOC

FOC

FOC

CW

CF

CW

CW8

CW

CW

S500

TYP @ FTG

INTERSECTION

S500

TYP @ STEM WALL

INTERSECTION

CW8

S501

4 1 /2"

3"

4 1 /2"

NOTE:

1. SEE DETAILS , , FOR DEFINITIONS OF LENGTH, WIDTH AND DEPTH.5/ S500 8/ S500 9/ S500

NOTE:

1. CENTER STEM WALL ON FTG UON.

PRELIMINARY

NOT FOR

CONSTRUCTION

Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

AT

E:

R

EV

IT

V

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SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

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FOUNDATION PLAN

2BR - ADAS111

90 94

1/4" = 1'-0"S111

1 2 BDR FOUNDATION PLAN - ADA

N

FOOTING SCHEDULE

MARK LENGTH (IN) WIDTH (IN) DEPTH (IN)

LONG.

REINFORCEMENT TRANS REINFORCEMENT

CF24 CONT 24" 12" (2) #5 CONT TOP & BOT #5 @ 12" OC

CF24A CONT 24" 24" (2) #5 CONT TOP & BOT # 4 TIES @ 12"OC

CF60 CONT 60" 12" (5) #5 CONT TOP & BOT #5 @ 12" OC

CONCRETE STEM WALL SCHEDULE

MARK WIDTH (IN)

REINFORCING

VERTICAL HORIZONTAL

CW8 8" #5 @ 18" OC #5 @ 18" OC

06/19/2026 949006/18/2026

B

C

76' - 0"

0"

0"

0"

8" 54' - 8" 8"

CF24

CF

CF24

CF

CF60

20' - 0" 56' - 0"

2'

- 0

2"

5'

- 0

2"

2'

- 0

S500

PER AND

BEARING WALL FOOTING

CL

7' - 0"

5' - 6"

ACCESS OPNG

3' - 0"

CRAWLSPACE

MODULAR BLDG

BY OTHERS

S500

S500

S500

6" NWC SOG W/

#4 @ 12" OC EW

15/ S500

5/ 8"

0"

5/

8"

6/ S500

S500

TYP @ FTG

INTERSECTION

S500

TYP @ STEM WALL

INTERSECTION

FOC FOC

FOC

FOC

CW8

CW

CF

CW

CW8

CW8

CW

CF

CW

S501

GRINDER PUMP, SAD

FOR EXACT LOCATION

NOTE:

1. SEE DETAILS , , FOR DEFINITIONS OF LENGTH, WIDTH AND DEPTH. 5/ S500 8/ S500 9/ S500

NOTE:

1. CENTER STEM WALL ON FTG UON.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

AT

E:

R

EV

IT

V

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SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

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FOUNDATION PLAN - 3BR

S201 91 94

1/4" = 1'-0"S201

1 3 BDR FOUNDATION PLAN

N

FOOTING SCHEDULE

MARK LENGTH (IN) WIDTH (IN) DEPTH (IN)

LONG.

REINFORCEMENT TRANS REINFORCEMENT

CF24 CONT 24" 12" (2) #5 CONT TOP & BOT #5 NONE OC

CF24A CONT 24" 24" (2) #5 CONT TOP & BOT # 4 TIES @ 12"OC

CF60 CONT 60" 12" (5) #5 CONT TOP & BOT #5 NONE OC

CONCRETE STEM WALL SCHEDULE

MARK WIDTH (IN)

REINFORCING

VERTICAL HORIZONTAL

CW8 8" #5 @ 18" OC #5 @ 18" OC

06/19/2026 949106/18/2026

B

C

76' - 0"

0"

0"

0"

CF24

CF

CF24

CF

CF60

20' - 0" 56' - 0"

2'

- 0

2"

5'

- 0

2"

2'

- 0

S500

CL

7' - 0"

5' - 6"

ACCESS OPNG

3' - 0"

CRAWLSPACE

MODULAR BLDG

BY OTHERS

S500

S500

S500

__________________________6" NWC SOG W/

#4 @ 12" OC EW

0 1 /8"

0 1 /8"

0"

S500

TYP @ FTG

INTERSECTION

S500

TYP @ STEM WALL

INTERSECTION

FOC FOC

FOC

FOC

CW8

CW

CW

CW8

CW8

CW

CW

CF

CF

S501

GRINDER PUMP, SAD

FOR EXACT LOCATION

PER AND

BEARING WALL FOOTING

6/ S500 15/ S500

NOTE:

1. SEE DETAILS , AND FOR DEFINITIONS OF LENGTH, WIDTH AND DEPTH.5/ S500 8/ S500

NOTE:

1. CENTER STEM WALL ON FTG UON.

9/ S500

PRELIMINARY

NOT FOR

CONSTRUCTION

Not for permits, pricing or other official purposes. This document has not been completed or checked and is for general information or comment only.

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

AT

E:

R

EV

IT

V

ER

SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

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PM

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FOUNDATION PLAN

3BR - ADAS211

92 94

1/4" = 1'-0"S211

1 3 BDR FOUNDATION PLAN - ADA

N

FOOTING SCHEDULE

MARK LENGTH (IN) WIDTH (IN) DEPTH (IN)

LONG.

REINFORCEMENT TRANS REINFORCEMENT

CF24 CONT 24" 12" (2) #5 CONT TOP & BOT #5 NONE OC

CF24A CONT 24" 24" (2) #5 CONT TOP & BOT # 4 TIES @ 12"OC

CF60 CONT 60" 12" (5) #5 CONT TOP & BOT #5 @ 12" OC

CONCRETE STEM WALL SCHEDULE

MARK WIDTH (IN)

REINFORCING

VERTICAL

HORIZONTA

L

CW8 8" #5 @ 18" OC #5 @ 18" OC

06/19/2026 949206/18/2026

T/FOUNDATION

99' - 0 1/2"

GRADE

98' - 4 1/2"

2 CL

8"

MA

X 3'

- 6

1'

- 0

7' - 0"

MAX

3' - 0"5' - 6"

15/ S500SOG PER ,

FOR 3-BR PLAN

ONLY

EXTERIOR STEM

WALL PER 9/ S500

(2) #5 JAMB REINF

EA SIDE

GRID

GROUND LINEBACKFILL PER GENERAL NOTES

(OR SPECS) & GEOTECHNICAL

SOIL REPORT TYP

BOT OF TRENCH

EXCAVATION SHALL

NOT EXTEND BELOW

THIS LINE

1.

2.

3.

4.

NOTES:

REINF NOT SHOWN (SEE FOOTING DETAILS).

COMPACTED FILL SHALL BE APPROVED BY THE SEOR/ GEOTECHNICAL ENGINEER.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, SHEATHING OR

OTHERWISE MAINTAINING THE SIDES OF THE EXCAVATION FROM CAVING UNTIL ALL

BACKFILL IS COMPLETED.

THE CONTRACTOR SHALL COORDINATE ALL EXCAVATION OPERATIONS WITH BUILDING

FOUNDATION REQUIREMENTS

�10'-0" MIN

9"

FTG PER PLAN

MIN

1' -6"

TRENCH EXCAVATION

B.O.F. ELEV

FTG PER PLAN

FINISH GRADE (SAD

AND/OR CIVIL DWGS)

CONTRACTOR TO LOWER BOT OF

FTG ELEV TO AVOID SURCHARGE

ON (E) SUBGRADE UTILITIES

(E) UTILITY (SEE CIVIL DWGS

FOR SIZE AND LOCATION)

1.

2.

NOTE:

REINF NOT SHOWN (SEE FOOTING DETAILS).

BOF MAY BE LOWERED WITH ADDITIONAL

CONCRETE OR SLURRY UNDERNEATH THE

BOT OF FTG.

1.

NOTES:

SEE PLAN FOR ACTUAL NUMBER

OF REINF BARS.

90° STANDARD

HOOK @ ALL

TERMINATED

REINF TYP T&B

FTG PER PLAN

FTG REINF T&BFTG REINF T&B

90° STD HOOK @ ALL

TERMINATED REINF

TYP T&B

CASE A - CORNER CASE B - T-INTERSECTION

PE

R

PL

AN

W

ID

TH

TIES @ GRADE BEAMS

(WHERE OCCURS PER SCHED)

PE

R

PL

AN

W

ID

TH

TY

P

DE

TA

IL

LA

P

SP

LIC

E

PE

R

TYP DETAIL

LAP SPLICE PER

TY

PS

TY

P

S/

TIES @ GRADE BEAMS

(WHERE OCCURS PER

SCHED)

TYP DETAIL

LAP SPLICE PERBENT BARS TO MATCH SIZE OF FTG

REINF TYP TOP & BOT, ALTERNATE

BENDS WHERE POSSIBLE

2"x4" KEYWAY AT

SEPARATE POURS

TY

P

DE

TA

IL

LA

PS

S

PL

IC

E

PE

R

PER PLAN

WIDTH

BENT BARS TO

MATCH SIZE OF

FTG REINF TYP

TOP & BOT

PROVIDE #5 OR TYPICAL

VERTICAL WALL REINF

WHICHEVER IS GREATER

ALTERNATE BEND

SINGLE CURTAIN

LAP SPLICE

WIDTH PER SCHEDULE

PE

R

SC

HE

DU

LE

DE

PT

H

NWC STEMWALL

& REINF PER PLAN

NWC FTG PER PLAN

OPTIONAL CJ

6"

REINF PER PLAN�

4'

- 0 " M

IN

MODULAR BLDG

BY OTHERS

EQ EQ

CLR

3"

CL

R3"

AB BY OTHERS

6" �

REINF PER PLAN

NWC FTG PER PLAN

WIDTH PER SCHEDULE

PE

R

SC

HE

DU

LE

DE

PT

H

OPTIONAL CJ

FINISH GRADE OR SOG

WHERE OCCURS

EQ EQ

MODULAR BLDG BY

OTHERS

MI

N

4'

- 0

3" C

LR

3" CLR

NWC STEMWALL &

REINF PER PLAN

AB BY OTHERS

ELEVATION

'T'

CL

R2"

CL

R3"

TYP

LAP SPLICE

MIN TYP

2X S

Ld M

IN

T

YP

2" 3"

TY

P

S (1

'-6 " M

AX

MIN TYP

2X S

CLR

3"

(1 '-6

" M

AX

) T

YP

S

T MIN

TYP FTG REINFNWC FTG TYP (WALL ABV

NOT SHOWN FOR CLARITY)

DOWELS TO MATCH WALL

REINF SIZE & SPACING W/ 90

#4 NOSE BAR TYP

TYP FTG REINF SEE PLANS & SOILS

REPORT FOR

SUBGRADE PREP

INDICATES TOF STEP

PARTIAL PLAN

S

S

S

S

TOF ELEV

PER PLAN

TOF ELEV

PER PLAN

CLASS A VAPOR BARRIER

EQ

EQ

PROVIDE CHAIRS OR DOBIE BLOCKS

TO SUPPORT REINFORCING

SLAB ON GRADE, SEE PLAN

FOR THICKNESS AND REINF

1.

NOTES:

SEE GENERAL NOTES FOR SUB-SLAB PREPARATION REQUIREMENTS.

MI

N

1'

- 0

(2) #4 CONT

8"

DOWELS TO MATCH SLAB

REINF SIZE AND SPACING

FINISH GRADE,

PAVING, ETC.

SEE ARCH AND/OR

CIVIL DWGS

SLAB ON GRADE

SEE PLAN FOR

THK AND REINF

2' - 0"

STRUCTURAL FILL TO

EXTEND 4'-0" MIN

2' - 0"

EN SOG PER PLAN

DOWELS W/ SIZE &

SPACING TO MATCH

SLAB REINF

OPTIONAL

CONST JOINT

12" MIN 3"

C

LR

" M

IN

(2) #5 TOP & BOT, TYP

8" M

IN

7" E

MB

ED

CLR

3"

MODULAR BLDG

BY OTHERS

AB BY OTHERS

YELLOWSTONE NATIONAL PARK

TITLE OF SHEET

PMIS/PKG NO.

DRAWING NO.SUB SHEET NO.DESIGNED:

CADD:

TECH. REVIEW:

DATE:

A/E: FIRM

PRIME:

STANTEC

CHEYENNE, WY

SHEET

OF

PL

O

T D

AT

E:

R

EV

IT

V

ER

SI

O N

198433

326141

T. VHAY

M. LITZINGER

M. PUCKETT

06/12/2026

6/

/2

4:

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PM

Au to de sk

D oc s:

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3_ st ru c_

8_ 3b dr .rv t

FOUNDATION DETAILS

S500 93 94

NTSS500

14 CRAWLSPACE ACCESS OPENING

NTSS500

2 TYP EXCAVATION PARALLEL TO FOOTING

NTSS500

TYP FOOTING

PARALLEL TO (E) UTILITY

NTSS500

5 TYPICAL CONTINUOUS FOOTING INTERSECTIONS

NTSS500

TYPICAL CONCRETE WALL

REINFORCING AT INTERSECTION

NTSS500

TYPICAL RAISED FLOOR FRAMING

AT INTERIOR STEM WALL

NTSS500

TYPICAL RAISED FLOOR FRAMING

AT EXTERIOR STEM WALL

NTSS500

12 TYPICAL STEPPED FOOTING

NTSS500

15 TYPICAL SLAB ON GRADE SECTION

NTSS500

10 EDGE OF SLAB ON GRADE

NTSS500

6 EXTERIOR BEARING WALL FOOTING

06/19/2026 949306/18/2026

6" 3'

- 0

9" MIN 9" MIN

D = Ø OF SLEEVE

D + 1'- 6"

PIPES THRU STEM WALL

SLEEVES, 1" MIN CLR

ALL AROUND PIPES,

CONDUITS, DUCTS, ETC

WALL FOOTING, TYP

FOR PIPES IN THIS AREA

STEP FOOTING SO PIPES

PASS THRU STEM WALL

EXTEND FOOTING

AROUND SLEEVES

1.

NOTES:

FOR PIPES 3'-0" OR LESS BELOW BOTTOM OF FOOTINGS PROVIDE SLEEVE AND CONCRETE AS

SHOWN. FOR PIPES MORE THAN 3'-0" USE STEPPED FOOTING TO STAY WITHIN 3'-0" LIMIT.

FOUNDATION

�DISTRIBUTED

WALL REINF

FLOOR

DOWELS TO MATCH VERT

WALL REINF SIZE & SPACING

3'-0" TYP

'OPENING

REINF'

SEE TYPICAL

WALL REINF

SCHEDULE

WHERE

OPENINGS

STACK EXTEND

REINF BEYOND

FURTHEST

OPENING

(2) #5 x 6'-0" LG

@ EACH CORNER

EXTEND 3' - 0"

OR PROVIDE

HOOK @ TOP

OF WALL

1.

NOTES:

WHERE CLEAR DISTANCE BETWEEN SLEEVES IS NOT POSSIBLE OR WALL

REINFORCEMENT IS INTERRUPTED, TREAT AS A WALL OPENING AND PROVIDE

ADDITIONAL REINFORCING PER TYPICAL DETAILS.

D

3D OR 4" MIN

CONCRETE WALL,

REINF NOT SHOWN

CONDUIT OR PIPING

SLEEVE AT WALL

STANDARD HOOK

ALL GRADES

DIA - FINISHED BEND DIAMETER

BAR SIZE DIA 90° HOOK 180° HOOK

#3 2.25 4.5 2.5 #4 3 6 2.5 #5 3.75 7.5 2.5 #6 4.5 9 3 #7 5.25 10.5 3.5 #8 6 12 4 #9 9 13.5 4.5 #10 10.25 15.25 5 #11 11.25 17 5.75 #14 17 20.25 6.75 #18 22.5 27 9

DIA -

d

90° HOOK

d

180° HOOK

DIA

POINT AT WHICH

BAR IS DEVELOPED

POINT AT WHICH

BAR IS DEVELOPED

Iext b b

BEND

90.000000000000°

BE

ND

0.0

0°

Iext

I ex t

Idh

Idh

Iext

(ALL DIM IN INCHES)

STANDARD HOOK FOR STIRRUPS, TIES AND HOOPS

ALL GRADES

DIA - FINISHED BEND DIAMETER (ALL DIM IN INCHES)

BAR SIZE DIA

90° HOOK 135° HOOK

#3 1.5 3 3 #4 2 3 3 #5 2.5 3.75 3.75 #6 4.5 9 4.5 #7 5.25 10.5 5.25 #8 6 12 6

DIA -

d

90° HOOK

d

135° HOOK

DIA

d

180° HOOK

DIA

180° HOOK

2.5 2.5 2.5

3.5 b BEND

90.000000000000°

BEND

135.000000000000° b

BE

ND

0.0

0°b

Iext Iext

I ex t

I ext

Iext

Iext

1.

NOTES:

DEVELOPMENT LENGTHS IN TABLE ARE FOR NORMAL WEIGHT CONCRETE.

WHERE LIGHTWEIGHT AGGREGATE CONCRETE IS USED, INCREASE

DEVELOPMENT LENGTH BY 33%.

BAR

SIZE

CONCRETE STRENGTH

0'-8"#3 #4 #5 #6 f'c = 3000 PSI

Ldh, DEVELOPMENT LENGTH (1)

#7 #8 #9

#10 #11

0'-11" 1'-2" 1'-4" 1'-7" 1'-10" 2'-1" 2'-3" 2'-6"

0'-7" f'c = 4000 PSI

0'-9" 1'-0" 1'-2" 1'-5" 1'-7" 1'-9" 2'-0" 2'-2"

0'-6" f'c = 3000 PSI

0'-9" 0'-11" 1'-1" 1'-3" 1'-5" 1'-7" 1'-10" 2'-0"

Ldh LdhSPLICE LENGTH OF BARS IN TENSION - L st (inches)

BAR SIZE

#3

Fy

TOP TYP

28 22 f'c (psi)

25 19 22 17 20 16 #4…