B08_-_Atch_2_-_GRBA_BC_Drawings.pdf

8/3 1/2

2 1 5:4

1 E

AN

DE

RS

ON

R

P

:\D

EN

VE

R\

NP

S

GR

BA

LO

W

ER

LE

HM

AN

_B

RI

ST

LE

CO

NE

-1

\9_

FI

NA

L_

CD

\C

AD

\B C\

LA

\L0

-1 _G

RB

A_

BC

_IN

DE

X.

DW

G

XR

EF

S:

BA

SE

S\

XL

-T

IT

LE

IN

FO

-B

C.

DW

G;

S

WV

WV

IM

AG

ES

\Im ag es \A cc es sib ilit y\3

.3.

gif

|30 4.3

.2.

gif

|30 7.3

.gi f|4

.5.

1.g if|4

.5.

2.g if|5

.2.

gif |50

2.3 .gi f|5

.5.

gif

|P :\D en ve r\N

PS

G

ET

T

LR

T-

8\7

_C D\

CA

D\

IM

AG

ES

\A cc es sib ilit y\3

.3.

gif

|30 5.5

.gi f|t-sh ap ed

.JP

G| 7/1

1/2 2 0

7:2 2 E

AN

DE

RS

ON

R

P :\D

EN

VE

R\

NP

S

GR

BA

LO

W

ER

LE

HM

AN

_B

RI

ST

LE

CO

NE

-1

\8_

DR

AF

T_

FI

NA

L_

CD

\C

AD

\B C\

LA

\G

2- 0-

GR

BA

-B C-

SI

TE

AC

CE

SS

IB

ILI

TY

.D W

G

XR

EF

S:

BA

SE

S\

XL

-T

IT

LE

IN

FO

-B C.

8/3 1/2

2 1 5:4

4 E

AN

DE

RS

ON

R

P

:\D

EN

VE

R\

NP

S

GR

BA

LO

W

ER

LE

HM

AN

_B

RI

ST

LE

CO

NE

-1

\9_

FI

NA

L_

CD

\C

AD

\B C\

LA

\G

3- 0-

GR

BA

-B C-

ST

AG

IN

G.

DW

G

XR

EF

S:

BA

SE

S\

XL

-T

IT

LE

IN

FO

-B

C.

DW

G;

BA

SE

S\

XL

-B C-

ST

AG

IN

G.

” " " PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

Exp: 12/31/23

09/15/2022

PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

WV

WV

WV

” " " PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

WV

WV

WV

WV

WV

WV

WV

WV

WV

WV

” " " PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

SS

W V

W V

W V

YARD HYDRANT

RE:DETAILS

1" CURB STOP

END HORIZONTAL

BEND

START HORIZONTAL

BEND

END HORIZONTAL

BEND

START HORIZONTAL

BEND

END HORIZONTAL

BEND

START HORIZONTAL

BEND

END HORIZONTAL

BENDSTART HORIZONTAL

BEND

END HORIZONTAL

BEND

START HORIZONTAL BEND

END HORIZONTAL BEND

START HORIZONTAL

BEND

WATER SERVICE CONNECTION

1" C

U R

B

ST

O P

C O

N N

EC

T

TO

E

XI

ST

IN

G

V

AL

VE

EN

D

H O

R

IZ

O N

TA

L

BE

N

D

ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

EN

D

H O

R

IZ

O N

TA

L

BE

N

D

ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

EN

D

H O

R

IZ

O N

TA

L

BE

N

D

ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

EN

D

H O

R

IZ

O N

TA

L

BE

N

D ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

EN

D

H O

R

IZ

O N

TA

L

BE

N

D

YA

R

D H

YD

R

AN

T

EN

D

H O

R

IZ

O N

TA

L

BE

N

D

ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

ST

AR

T H

O R

IZ

O

N

TA

L

BE

N D

PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

WV

18" FES W/CUT OFF WALL

STORM INLET EXTENSION

C O

N N

EC

T

TO

EX

IS

TI

N G

S

TO

R M

O U

TL

ET

" F

ES

PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

W V

W V

18" FES W/CUT OFF WALL

18" FES W/CUT OFF WALL

CULVERT 1

PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

WV

WV

WV

” " " PRO

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

WV

WV

WV

WV

WV

FES

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

STRUCTURAL GENERAL NOTES

DESIGN LOADS:

1. AUTHORITY HAVING JURISDICTION: UNITED STATES GOVERNMENT

2. DESIGN LOADS BASED ON: 2021 INTERNATIONAL BUILDING CODE, ASCE 7-16, AND REFERENCED DOCUMENTS

3. RISK CATEGORY: II STANDARD

4. ROOF LOADS

A. ROOF DEAD LOAD 10 PSF

B. GROUND SNOW LOAD, Pg 191 PSF (PER WHITE PINE COUNTY, NV BUILDING DEPARTMENT) C. FLAT-ROOF SNOW LOAD, Pf 160 PSF D. SNOW EXPOSURE FACTOR, Ce 0.9 E. SNOW IMPORTANCE FACTOR, Is 1.0 F. THERMAL FACTOR, Ct 1.0

5. FLOOR LIVE LOADS:

6. WIND:

A. BASIC DESIGN WIND SPEED, VULT, (3-SEC GUST) 115 MPH

B. ALLOWABLE STRESS DESIGN WIND SPEED, VASD, (3-SEC GUST) 89 MPH

7. SEISMIC:

A. SPECTRAL RESPONSE ACCELERATION PARAMETERS

1. SHORT PERIOD

a. SS 0.226 g

b. SDS 0.271 g

2. ONE SECOND

a. S1 0.073 g

b. SD1 0.123 g

B. SOILS SITE CLASS C

C. SEISMIC IMPORTANCE FACTOR 1.0

D. SEISMIC DESIGN CATEGORY B

FOUNDATION DESIGN:

1. REFER TO GEOTECHNICAL EVALUATION NO 299-348 BY YEH AND ASSOCIATES INC, DATED APRIL 14, 2022.

2. GEOTECHNICAL ENGINEER OR SPECIAL INSPECTOR (EMPLOYED BY THE CONTRACTOR) SHALL VERIFY SOIL CONDITIONS AND TYPES

DURING EXCAVATION AND PRIOR TO PLACEMENT OF FORMWORK OR CONCRETE.

3. MINIMUM FROST DEPTH SHALL BE 3'-0" BELOW EXTERIOR GRADE.

FOOTINGS:

1. DESIGN OF FOOTINGS IS BASED ON

A. MAXIMUM ALLOWABLE BEARING PRESSURE 3,000 PSF

2. BEAR ON 8" MINIMUM DEPTH OF PROPERLY COMPACTED ENGINEERED FILL, EXTERIOR FOOTINGS SHALL BEAR BELOW 36" FROST DEPTH.

EARTH RETAINING STRUCTURES:

1. EARTH EQUIVALENT FLUID LATERAL PRESSURE:

A. WALLS RESTRAINED AT TOP (AT REST) 65 PCF

B. CANTILEVERED WALLS (ACTIVE) 36 PCF

2. COEFFICIENT OF SLIDING FRICTION 0.45

REINFORCED CONCRETE:

1. DESIGN IS BASED ON ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE."

2. CONCRETE WORK SHALL CONFORM TO ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE."

3. STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:

4. CONCRETE MIX TABLE NOTES:

A. SLUMP VALUES INDICATED ARE SUGGESTED BASED ON USE AND TYPICAL PLACEMENT METHODS. CONTRACTOR MAY ADJUST

SLUMP AS NECESSARY FOR FIELD CONDITIONS AND INSTALLATION METHOD USED PROVIDED REMAINING REQUIREMENTS ARE MET.

B. AIR CONTENT:

a. N/P: AIR ENTRAINING ADMIXTURES NOT PERMITTED, ENTRAPPED AIR ONLY

b. N/A: NOT APPLICABLE, NO STRUCTURAL AIR CONTENT REQUIREMENTS

5. DETAILING, FABRICATION, AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT."

6. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT #3 OR #4 TIES OR BARS OPTED TO BE FIELD-BENT SHALL BE GRADE 40.

7. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, LAP BARS PER THE CONCRETE LAP SPLICE SCHEDULE.

8. AT CORNERS AND INTERSECTIONS, MAKE HORIZONTAL BARS CONTINUOUS OR PROVIDE MATCHING CORNER BARS FOR EACH LAYER OF

REINFORCEMENT.

9. TRIM OPENINGS IN WALLS AND SLABS WITH (2)-#5 FOR EACH LAYER OF REINFORCEMENT, FULLY DEVELOPED BY EXTENSION OR HOOK.

10. FORM INTERMITTENT SHEAR KEYS AT ALL CONSTRUCTION JOINTS AND AS SHOWN ON THE STRUCTURAL DRAWINGS.

11. EXCEPT AS NOTED ON THE DRAWINGS, CONCRETE PROTECTION FOR REINFORCEMENT IN CAST-IN-PLACE CONCRETE SHALL BE AS

FOLLOWS:

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

1. EXPOSED TO EARTH OR WEATHER:

a. #6 THROUGH #18 BARS 2"

b. #5 BAR, W31 OR D31 WIRE, AND SMALLER 1-1/2"

B. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

1. SLABS, WALLS, JOISTS: #11 BARS AND SMALLER 3/4"

2. BEAMS AND COLUMNS:

a. PRIMARY REINFORCEMENT 1-1/2"

b. STIRRUPS, TIES, SPIRALS 1-1/2"

12. ANCHOR BOLTS AND RODS FOR BEAM AND COLUMN-BEARING PLATES SHALL BE PLACED WITH SETTING TEMPLATES.

POST-INSTALLED ANCHORS

1. ALL CAST IN PLACE ANCHORS DESIGNED IN ACCORDANCE WITH ACI 318.

2. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL

OBTAIN APPROVAL FROM THE CONTRACTING OFFICER PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR

MISPLACED CAST-IN-PLACE ANCHORS.

3. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. EXISTING REINFORCING BARS

SHALL NOT BE CUT UNLESS APPROVED BY THE CONTRACTING OFFICER.

4. ALL ANCHORS MUST BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INFORMATION (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT DEPTH AS INDICATED ON THE DRAWINGS. HOLES SHALL BE DRILLED AND

CLEANED IN ACCORDANCE WITH THE MPII.

5. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CONTRACTING OFFICER ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER;

REGISTRATION MUST BE IN THE STATE IN WHICH THE PROJECT IS LOCATED. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE AUTHORITY HAVING JURISDICTION.

6. THE CONTRACTOR SHALL ARRANGE FOR A MANUFACTURER'S FIELD REPRESENTATIVE TO PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO THE ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE AND MADE AVAILABLE TO

THE CONTRACTING OFFICER/ SPECIAL INSPECTOR AS REQUESTED.

7. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION THAT SUPPORT SUSTAINED TENSION LOADS SHALL BE DONE BY A CERTIFIED ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI/CRSI (ACI 318 17.8.2.2). PROOF OF CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.

8. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318 17.1.2)

9. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED IN DRY HOLES THAT HAVE BEEN DRILLED, CLEANED, AND PREPARED IN STRICT

ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INFORMATION AND THE RESPECTIVE ICC-ES EVALUATION REPORTS.

10. PROVIDE SPECIAL INSPECTION (EMPLOYED BY THE CONTRACTOR) FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE

BUILDING CODE AND PER THE CURRENT ICC-ES REPORT (IBC TABLE 1705.3 NOTE B).

11. ALL PRODUCTS SHALL CONFORM TO THE "BUY AMERICA ACT".

CORROSION CONTROL:

1. ALL STEEL MEMBERS EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 UNLESS SPECIFICALLY NOTED

AS "SELF-WEATHERING".

2. FASTENERS AND HARDWARE EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR ASTM B695 CLASS 50

UNLESS SPECIFICALLY NOTED AS "SELF-WEATHERING". STAINLESS STEEL FASTENERS AND HARDWARE MAY ALSO BE USED IN

LIEU OF HOT DIPPED GALVANIZED.

3. ALL FIELD CUT OR DAMAGED SURFACES AND FIELD WELDED AREAS AT GALVANIZED CONSTRUCTION SHALL BE REPAIRED WITH (2)

COATS OF A 95% ZINC RICH PAINT PER ASTM A780 (ZRC PREFERRED).

4. WHERE NOTED AS ' * ', BID OPTION 6: STEEL MEMBERS AND ALL CONNECTING PLATES AND BOLTS SHALL BE "SELF-WEATHERING":

A. WIDE FLANGE BEAMS SHALL BE ASTM ASTM A588, 50 KSI YIELD.

B. PLATES SHALL BE ASTM A588, 50 KSI YIELD.

C. HSS RECTANGULAR SHAPES SHALL BE ASTM A847, 50 KSI YIELD.

D. BOLTS SHALL BE GRADE A325 TYPE 3.

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

SHEET

OF9/

/2

2:

:3

P

M C

:\U se rs \C

LB

\D oc um en ts

\2

B

C -C en tr al S

_c hr is tin eb rit to n.

rv t

S0.1

TSS

RECREATION AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK, NV

177607

311170

LB/DJM

LAC

09.19.2022 32 43

BID OPTION A, CLIN #2

UPPER BC PARKING

GENERAL NOTES

UPGRADE AND IMPROVE THE BRISTLECONE

OCCUPANCY OR USE UNIFORMLY DISTRIBUTED (PSF)

BOARDWALK 100

INTENDED USE

EXPOSURE

CLASS

f'c, PSI

DAYS

MAX

W/CM

RATIO

MAXIMUM

AGGREGATE

SLUMP,

INCHES

(±1")

AIR CONTENT

PERCENT

(±1.5%)

CEMENT

TYPE ADMIXTURES / COMMENTS

FOOTINGS & STEM WALLS F3-S0-W0-C2 5000 .4 3/4" STONE 4 6% I/II 15% MIN, 25% MAX FLY ASH, MAX WATER-SOLUBLE

CHLORIDE ION CONTENT

0.15 % BY WEIGHT OF

CEMENT

CONCRETE POST INSTALLED ANCHORS

ANCHOR TYPE DEWALT HILTI SIMPSON

EXPANSION POWER-STUD+ SD2 (ICC ESR-2502) KWIK BOLT TZ (ICC ESR-1917) STRONG-BOLT 2 (ICC ESR-3037)

CONCRETE SCREW SCREW-BOLT+ (ICC ESR 3889) KWIK HUS-EZ (ICC ESR-3027) TITEN HD (ICC ESR 2713)

ADHESIVE AC200+ (ICC ESR-4027) HIT-HY 200 (ICC ESR-3187) AT-XP (UES ER-263)

MASONRY POST INSTALLED ANCHORS

ANCHOR TYPE DEWALT HILTI SIMPSON

EXPANSION POWER-STUD+ SD1 (ICC ESR-2966) KWIK BOLT 3 (ICC ESR-1385) WEDGE-ALL (ICC ESR-1396)

SCREW SCREW-BOLT+ (ICC ESR-4042) HUS-EZ (ICC ESR-3056) TITEN HD (ICC ESR-1056)

ADHESIVE AC100+ GOLD (ICC ESR-3200) HIT HY-270 (ICC ESR-4143 / 4144) AT-XP (UES ER-281)

STRUCTURAL DRAWING LIST

S0.1 BID OPTION A, CLIN #2 UPPER BC PARKING GENERAL NOTES

S0.2 BID OPTION A, CLIN #2 UPPER BC PARKING GENERAL NOTES

S0.3 BID OPTION A, CLIN #2 UPPER BC PARKING STR ABREV & SYMBOLS

S2.1 BID OPTION A, CLIN #2 UPPER BC PARKING RETAINING WALL

BID OPTION

SHOP DRAWINGS:

1. THE CONSTRUCTION DRAWINGS ARE COPYRIGHTED AND SHALL NOT BE COPIED FOR USE AS ERECTION PLANS OR SHOP DETAILS. USE

OF THE GOVERNMENT'S ELECTRONIC FILES AS THE BASIS FOR SHOP DRAWINGS REQUIRES PRIOR APPROVAL BY THE CONTRACTING OFFICER, A SIGNED RELEASE OF LIABILITY BY THE GENERAL CONTRACTOR AND/OR HIS SUBCONTRACTORS, AND DELETION OF THE

TITLEBLOCK FROM ALL SHEETS TO BE USED.

2. THE GENERAL CONTRACTOR SHALL SUBMIT IN WRITING ANY REQUESTS TO MODIFY THE CONSTRUCTION DRAWINGS OR PROJECT

SPECIFICATIONS.

3. ALL SHOP AND ERECTION DRAWINGS SHALL BE CHECKED AND STAMPED (AFTER HAVING BEEN CHECKED) BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION FOR THE CONTRACTING OFFICER'S REVIEW; SHOP DRAWING SUBMITTALS NOT CHECKED BY THE GENERAL CONTRACTOR PRIOR TO SUBMISSION TO THE CONTRACTING OFFICER WILL BE RETURNED WITHOUT REVIEW.

4. FURNISH ELECTRONIC VERSION (PDF) OF SHOP AND ERECTION DRAWINGS TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO

FABRICATION FOR:

A. CONCRETE MIX DESIGNS

B. CONCRETE REINFORCING STEEL

5. SUBMIT IN A TIMELY MANNER TO PERMIT 10 WORKING DAYS FOR REVIEW BY THE CONTRACTING OFFICER.

6. SHOP DRAWINGS SUBMITTED FOR REVIEW DO NOT CONSTITUTE "REQUEST FOR CHANGE IN WRITING" UNLESS SPECIFIC SUGGESTED

CHANGES ARE CLEARLY MARKED. IN ANY EVENT, CHANGES MADE BY MEANS OF THE SHOP DRAWING SUBMITTAL PROCESS BECOME

THE RESPONSIBILITY OF THE ONE INITIATING THE CHANGE.

STRUCTURAL ERECTION AND BRACING REQUIREMENTS:

1. THE CONSTRUCTION DRAWINGS ILLUSTRATE AND DESCRIBE THE COMPLETED STRUCTURE WITH ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED, CONNECTED, AND/OR BRACED.

2. THE CONSTRUCTION DRAWINGS ILLUSTRATE TYPICAL AND REPRESENTATIVE DETAILS TO ASSIST THE GENERAL CONTRACTOR. DETAILS

SHOWN APPLY AT ALL SIMILAR CONDITIONS UNLESS OTHERWISE INDICATED. ALTHOUGH DUE DILIGENCE HAS BEEN APPLIED TO MAKE THE DRAWINGS AS COMPLETE AS POSSIBLE, NOT EVERY DETAIL IS ILLUSTRATED AND NOT EVERY EXCEPTIONAL CONDITION IS

ADDRESSED.

3. ALL PROPRIETARY CONNECTIONS AND ELEMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS'

RECOMMENDATIONS.

4. ALL WORK SHALL BE ACCOMPLISHED IN A WORKMANLIKE MANNER AND IN ACCORDANCE WITH THE APPLICABLE CODES AND LOCAL

ORDINANCES.

5. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL WORK, INCLUDING LAYOUT AND DIMENSION VERIFICATION, MATERIALS COORDINATION, SHOP DRAWING REVIEW, AND THE WORK OF SUBCONTRACTORS. ANY DISCREPANCIES OR OMISSIONS DISCOVERED IN THE COURSE OF THE WORK SHALL BE IMMEDIATELY REPORTED TO THE CONTRACTING OFFICER FOR RESOLUTION.

6. CONTINUATION OF WORK WITHOUT NOTIFICATION OF DISCREPANCIES RELIEVES THE CONTRACTING OFFICER FROM ALL

CONSEQUENCES.

7. UNLESS OTHERWISE SPECIFICALLY INDICATED, THE CONSTRUCTION DRAWINGS DO NOT DESCRIBE METHODS OF CONSTRUCTION.

8. THE GENERAL CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PERFORM OR SUPERVISE ALL WORK NECESSARY TO ACHIEVE THE FINAL

COMPLETED STRUCTURE, AND TO PROTECT THE STRUCTURE, WORKMEN, AND OTHERS DURING CONSTRUCTION. SUCH WORK SHALL INCLUDE, BUT NOT BE LIMITED TO TEMPORARY BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR EXCAVATION, FORMWORK, SCAFFOLDING, SAFETY DEVICES AND PROGRAMS OF ALL KINDS, SUPPORT AND BRACING FOR CRANES AND OTHER

ERECTION EQUIPMENT.

9. DO NOT BACKFILL AGAINST RETAINING WALLS UNTIL SUPPORTING SLABS AND FLOOR FRAMING ARE IN PLACE AND SECURELY ANCHORED, UNLESS ADEQUATE TEMPORARY BRACING IS PROVIDED.

10. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOFS AND ANY OTHER SUPPORTING ELEMENTS ARE IN

PLACE.

11. THE CONTRACTING OFFICER BEARS NO RESPONSIBILITY FOR THE ABOVE ITEMS, AND OBSERVATION VISITS TO THE SITE DO NOT IN ANY

WAY INCLUDE INSPECTIONS OF THESE ITEMS.

PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR:

1. INTERIOR ARCHITECTURAL FINISH DETAILING MUST ACCOMMODATE THE RELATIVE DIFFERENTIAL MOVEMENTS OF SUPPORTING

STRUCTURAL ELEMENTS.

2. WHERE THE ROOF FRAMING ELEMENT SPANS ARE LONG, APPLIED LOADING WILL NATURALLY CAUSE SUBSTANTIAL DEFLECTION.

INTERIOR ELEMENTS HUNG FROM THE ROOF STRUCTURE WILL DEFLECT WITH THE ROOF.

3. THE FLOOR IS A FLOATING CONCRETE SLAB-ON-GRADE AND MAY EXPERIENCE MOVEMENTS INDEPENDENT OF THE STRUCTURAL

FOUNDATIONS. INTERIOR ELEMENTS SUPPORTED ON THE SLAB-ON-GRADE FLOOR WILL MOVE WITH THE FLOOR. INTERIOR ELEMENTS SUPPORTED ON FOUNDATIONS AND COLUMNS WILL NOT EXPERIENCE SIMILAR OR MEASURABLE MOVEMENTS.

4. EXTERIOR/PERIMETER WALL ASSEMBLIES HUNG FROM THE EDGE OF THE BUILDING STRUCTURE WILL BE DIRECTLY AFFECTED (TO SOME

DEGREE) BY CHANGES IN EXTERNAL TEMPERATURE AND FLOOR DEFLECTION.

5. EXTERIOR/PERIMETER AND INTERIOR ARCHITECTURAL FINISH DETAILS SHOULD ALLOW FOR RELATIVE MOVEMENTS BETWEEN

ELEMENTS WITH DIFFERENT SUPPORT CONDITIONS.

SPECIAL INSPECTIONS:

1. FOR THE DETAILED LIST OF REQUIRED INSPECTIONS, REFER TO THE "STATEMENT OF STRUCTURAL TESTS AND SPECIAL INSPECTIONS"

REFERENCED IN SECTION 01 40 00 QUALITY REQUIREMENTS OF THE SPECIFICATIONS. THE FOLLOWING SPECIAL INSPECTIONS AND TESTING LIST IS SHOWN HERE FOR REFERENCE ONLY AND SHALL BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR, EMPLOYED BY

THE CONTRACTOR, IN ACCORDANCE WITH CHAPTER 17 OF THE IBC:

A. SECTION 1704 SPECIAL INSPECTIONS, CONTRACTOR RESPONSIBILITY, AND STRUCTURAL OBSERVATIONS AND THE

FOLLOWING SUB-SECTIONS:

1. 1704.2 SPECIAL INSPECTIONS AND TESTS

2. 1704.3 STATEMENT OF SPECIAL INSPECTIONS

B. SECTION 1705 REQUIRED VERIFICATION AND INSPECTION AND THE FOLLOWING SUB-SECTIONS:

1. 1705.3 CONCRETE CONSTRUCTION

2. 1705.6 SOILS

2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE CONTRACTING OFFICER, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. THE APPROVED INSPECTOR MUST BE INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE FOR THE WORK BEING

INSPECTED.

3. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR SHALL BE TO INSPECT AND/OR TEST THE WORK OUTLINED ABOVE AND WITHIN THE STATEMENT OF SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE IBC FOR CONFORMANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

4. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTING OFFICER FOR CORRECTION.

5. PER SECTION 1704.2.4 THE SPECIAL INSPECTOR SHALL FURNISH REGULAR REPORTS TO THE CONTRACTING OFFICER. PROGRESS

REPORTS FOR CONTINUOUS INSPECTION SHALL BE FURNISHED WEEKLY. INDIVIDUAL REPORTS OF PERIODIC INSPECTIONS SHALL BE FURNISHED WITHIN ONE WEEK OF INSPECTION DATES. THE REPORTS SHALL NOTE UNCORRECTED DEFICIENCIES, CORRECTION OF PREVIOUSLY REPORTED DEFICIENCIES, AND CHANGES TO THE APPROVED CONSTRUCTION DOCUMENTS AUTHORIZED BY THE

CONTRACTING OFFICER.

6. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT WITHIN 10 DAYS OF THE FINAL SPECIAL INSPECTION STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. WORK NOT IN

COMPLIANCE SHALL BE NOTED IN THE REPORT.

7. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE CONTRACTING OFFICER PRIOR TO THE COMMENCEMENT OF WORK ON A MAIN WIND- OR SEISMIC-FORCE-RESISTING SYSTEM PER SECTION 1704.4. THE STATEMENT SHALL ACKNOWLEDGE THE AWARENESS OF THE SPECIAL LISTED REQUIREMENTS OF DESIGNATED SEISMIC SYSTEM OR A WIND- OR SEISMIC-

RESISTING COMPONENT IN THE STATEMENT OF SPECIAL INSPECTIONS PER SECTION 1705.

8. EXCEPT AS NOTED, THE SPECIAL INSPECTIONS OUTLINED ABOVE ARE IN ADDITION TO, AND BEYOND THE SCOPE OF, PERIODIC

STRUCTURAL OBSERVATIONS AS DEFINED IN SECTION 1704.5.

STRUCTURAL WOOD FRAMING:

1. IN-GRADE BASE VALUES HAVE BEEN USED FOR DESIGN.

2. DIMENSIONAL LUMBER FRAMING DECKING SHALL BE S4S DOUGLAS FIR-LARCH NO. 1 OR BETTER UNO.

3. SOLID TIMBER BEAMS AND POSTS SHALL BE DOUGLAS FIR-LARCH NO. 1 OR BETTER UNO.

4. ALL LUMBER SHALL BE 19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION.

5. ALL WOOD EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR-LARCH.

PRESERVATIVE-TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARDS U1 AND M4. TREATMENTS SHALL HAVE NO

AMMONIA ADDED AND SHALL HAVE THE FOLLOWING USE CATEGORY:

A. UC3B AT EXTERIOR WITH NO GROUND CONTACT

B. UC4B AT EXTERIOR WITH GROUND CONTACT

6. FASTENERS FOR USE WITH TREATED WOOD SHALL BE CORROSION RESISTANT IN ACCORDANCE WITH SECTION 2304.10.5 OF THE IBC.

7. ALL CONNECTORS USED WITH PRESSURE-TREATED MATERIAL SHALL BE STAINLESS STEEL ASTM 304 OR 316, OR HAVE A SIMPSON Z-MAX

(G185) OR HDG COATING. STANDARD COATING (G90) IS ACCEPTABLE AT INTERIOR CONDITIONS WITH NON PRESSURE-TREATED LUMBER

ONLY. CONNECTORS ARE TO BE IN ACCORDANCE WITH ASTM A653 OR ASTM 123.

8. ALL IRON AND STEEL PRODUCTS ATTACHED TO TREATED LUMBER SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123

OR SHALL BE TYPE 304 OR 316 STAINLESS STEEL.

9. ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO CLOSING IN OF WALLS, FLOORS, AND ROOFS.

10. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND/OR NUT, UNO.

11. METAL FRAMING ANCHORS SHOWN OR REQUIRED, SHALL BE SIMPSON STRONG-TIE OR EQUAL CODE APPROVED CONNECTORS AND

INSTALLED WITH ALL HOLES FILLED (ROUND AND TRIANGULAR) WITH THE MAXIMUM SIZE NAIL RECOMMENDED BY THE MANUFACTURER TO

DEVELOP THE MAXIMUM RATED CAPACITY.

12. CONNECTOR BOLTS AND LAG SCREWS SHALL CONFORM TO ASTM A307, GRADE A AND ANSI/ASME B18.2.1.

13. NAILS AND SPIKES SHALL CONFORM TO ASTM F1667.

14. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1.

15. LEAD HOLES FOR LAG SCREWS SHALL BE 40%-70% OF THE SHANK DIAMETER AT THE THREADED SECTION AND EQUAL TO THE SHANK

DIAMETER AT THE UNTHREADED SECTION.

16. ALL JOISTS AND BEAMS (EXCLUDING I-JOISTS) SHALL BE SEAT-CUT FOR FULL UNIFORM BEARING AT SUPPORTS, SEATS, CAPS, ETC.

17. EXCEPT AS NOTED OTHERWISE, MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED IN TABLE 2304.10.1 "FASTENING SCHEDULE" OF THE

IBC.

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

SHEET

OF9/

/2

2:

:3

P

M C

:\U se rs \C

LB

\D oc um en ts

\2

B

C -C en tr al S

_c hr is tin eb rit to n.

rv t

S0.2

TSS

RECREATION AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK, NV

177607

311170

LB/DJM

LAC

09.19.2022 33 43

BID OPTION A, CLIN #2

UPPER BC PARKING

GENERAL NOTES

UPGRADE AND IMPROVE THE BRISTLECONE

X

DIRECTION OF DECK SPAN

REVISION

SHORING

CIP CONCRETE

EXISTING CONCRETE

EARTH

SYMBOLS KEY

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

SHEET

OF9/

/2

2:

:3

P

M C

:\U se rs \C

LB

\D oc um en ts

\2

B

C -C en tr al S

_c hr is tin eb rit to n.

rv t

S0.3

TSS

RECREATION AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK, NV

177607

311170

LB/DJM

LAC

09.19.2022 34 43

BID OPTION A, CLIN #2

UPPER BC PARKING

STR ABREV & SYMBOLS

UPGRADE AND IMPROVE THE BRISTLECONE

STRUCT STRUCTURE, -AL

SUPT SUPPORT

SY SQUARE YARD

SYM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TOUNGE AND GROOVE

TB TOP OF BEAM

TC TOP OF CONCRETE

TCA TORQUE-CONTROLLED ANCHOR

TD TOP OF DECK

THD THREAD

THK THICK, -NESS

TJ TOP OF JOIST

TL TOTAL LOAD

TPG TOPPING

TRANS TRANSVERSE

TW TOP OF WALL

TYP TYPICAL

ULT ULTIMATE

UNO UNLESS OTHERWISE NOTED

VERT VERTICAL

VIF VERIFY IN FIELD

WP WORK POINT

WT WEIGHT

WTS WELDED THREADED STUD

WWF WELDED WIRE FABRIC

XS EXTRA STRONG

XSECT CROSS SECTION

XXS DOUBLE EXTRA STRONG

PC PRECAST

PCF POUNDS PER CUBIC FOOT

PE PRE-ENGINEERED

PEN PENETRATION

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUND PER LINEAR FOOT

PNL PANEL

PP PANEL POINT

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST TENSIONED, PRESSURE TREATED

PTN PARTITION

PWD PLYWOOD

QTY QUANTITY

R RADIUS

RE REFERENCE, REFER TO

RECT RECTANGLE

REINF REINFORCE, -ED, -ING

REQ REQUIRED

REQMT REQUIREMENT

RET RETAINING

RM ROOM

RMO ROUGH MASONRY OPENING

RO ROUGH OPENING

SC SLIP-CRITICAL

SCH SCHEDULE

SDST SELF-DRILLING/SELF-TAPPING

SECT SECTION

SF SQUARE FEET, SUB-FLOOR

SFRS SEISMIC FORCE-RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SLH SHORT LEG HORIZONTAL

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SP SPACES, SPACED

SPEC SPECIFICATIONS

SQ SQUARE

SSR SHEAR STUD RAIL

ST SNUG-TIGHT

STD STANDARD

STIFF STIFFENER

STL STEEL

HAS HEADED ANCHOR STUD

HDG HOT-DIP GALVANIZED

HDR HEADER

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INT INTERIOR, INTERMEDIATE

IT INVERTED TEE

JB JOIST BEARING

JST JOIST

JT JOINT

K KIPP (1,000 LBS)

LGS LIGHT GAGE STEEL

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LP LOW POINT

LSL LAMINATED STRAND LUMBER

LT LIGHT

LVL LAMINATED VENEER LUMBER

MACH MACHINE

MASY MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURE, -ER, -ED

MIN MINIMUM

ML MICROLLAM (TRUS-JOIST BRAND LVL)

MO MASONRY OPENING

MTL METAL

N-S NORTH TO SOUTH

NF NEAR FACE

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OCJ OSHA COLUMN JOIST

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

PAF POWDER ACTUATED FASTENER

DEV DEVELOP

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DP DRILLED PIER

DT DOUBLE TEE

DWG DRAWING

DWL DOWEL

E-E END TO END

E-W EAST TO WEST

EA EACH

ECC ECCENTRIC

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRIC, ELECTRICAL

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

ES EACH SIDE

EST ESTIMATE

EXC EXCAVATE

EXP EXPANSION

EXT EXTERIOR

F-F FACE TO FACE

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISHED FLOOR, FAR FACE

FIG FIGURE

FL FLUSH

FLG FLANGE

FLR FLOOR

FO FACE OF

FP FULL PENETRATION

FS FOOTING STEP, FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GEN GENERAL

GL GLUED LAMINATED, GLULAM

GND GROUND

GR GRADE

GT GIRDER TRUSS

GYP BD GYPSUM BOARD

(E) EXISTING

(N) NEW

(R) REMOVE

@ ON CENTER SPACING

AB ANCHOR ROD (BOLT)

ADDL ADDITIONAL

ADJ ADJUSTABLE

AESS ARCH EXPOSED STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

AMT AMOUNT

ANCH ANCHOR, ANCHORAGE

APPROX APPROXIMATE

ARCH ARCHITECT, -URAL

ATR ALL THREAD ROD

AVG AVERAGE

BC BOTTOM OF CONCRETE

BL BRICK LEDGE

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BW BOTTOM OF WALL

CB COUNTERBORE

CF CUBIC FOOT

CFS COLD FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT, CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLG CEILING

CLR CLEAR

CM CONSTRUCTION MANAGER, -MENT

CMU CONCRETE MASONRY UNIT

COL COLUMN

COM COMMON

COMB COMBINATION

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS, CONTINUE

COORD COORDINATE, COORDINATION

CS COUNTERSINK

CTR CENTER

CY CUBIC YARD

DAB DEFORMED ANCHOR BAR

DET DETAIL

BOTH FACES

#5 @ 18" HORIZ, #5 @ 12" VERT,

HOOK VERT BARS & EXTEND TO

TOE & HEEL

EXT PAVING,

SEE CIVIL

STONE FACING,

ANCHOR W/ ADJUSTIBLE

STONE PINTLES @ 16"

MAX, EA WAY. SEE

LANDSCAPE DWGS

"M

IN

R

E T

H T

H

V

A R

IE

S

M A

X

SCARIFY UPPER 8" BELOW

FOOTING

DRAIN PIPE & WEEPS @ 10' O.C.,

SEE LANDSCAPE

SEE LANDSCAPE

DWGS FOR EXTENT

OF WALL

1'-0" 1'-4" SEE PLAN

SEE PLAN

5'-0" OR 4'-4"

1'-0 WIDE COLUMN OF

GRANULAR BACKFILL PER

GEOTECH, DOWN TO WEEPS

4" 8" 4"

1'-4"

2"CLR

#5 @ 12" EACH WAY,

BOTTOM AND IN TOP

OF HEEL

#5 x 4'-0 @ 12"

BID OPTION A,

CLIN #2,

RETAINING WALL

15'-1"

2'-8"

1'-4"

1'-0"2

1'-0"

1'-4"

2'-0"

T Y

P

STEP

FOOTING

PROJECTION

NOTE: SEE L6.1 & L7.1FOR

DIMENSIONED STEPS IN TOP

OF WALL. HOLD CONCRETE

FACE BACK 4" FROM STONE

STEP

(E) MORTAR BED JOINT

DO NOT DAMAGE MASONRY UNITS.

DAMAGED MASONRY UNITS MUST BE

REPLACED AT NO COST TO THE

OWNER

(E) MORTAR

JOINTS

"HALF-MOONS" CREATED BY GRINDER ARE

UNACCEPTABLE AND MUST BE REMOVED

VIA MANUAL CHIPPING OR OTHER MEANS

TO ACHIEVE A UNIFORM 3/4" MIN DEPTH

NOTE: MOCKUP IS REQUIRED.

DETAILS ALSO APPLY TO

SKYWARD FACING HEAD JOINTS

TYPICAL JOINT REPAIR

TYPICAL MASONRY UNIT

3/4"MIN

REMOVE MORTAR AT ALL DESIGNATED MORTAR

JOINTS TO A DEPTH OF 3/4" MINIMUM, OR UNTIL

SOUND MORTAR LOCATED. DO NOT GRIND

THROUGH ANY STEEL EMBEDMENTS, IF

ENCOUNTERED

BACK OF JOINT SHALL BE SQUARE

TUCKPOINT GROUND-OUT JOINT W/ (3) 1/4" LIFTS OF

MORTAR. WAIT UNTIL PREVIOUS MORTAR IS THUMB-

PRINT HARD BEFORE TUCKPOINTING NEXT LAYER.

PRE-HYDRATE TUCKPOINTING MORTAR AND JOINT AS

DEFINED IN THE PROJECT SPECIFICATIONS

1/4"EACH

TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

SHEET

OF9/

/2

9:

:3

A

M C

:\U se rs \C

LB

\D oc um en ts

\2

B

C -C en tr al S

_c hr is tin eb rit to n.

rv t

S2.1

TSS

RECREATION AREA + TRAILHEAD

GREAT BASIN NATIONAL PARK, NV

177607

311170

LB/DJM

LAC

09.19.2022 35 43

BID OPTION A, CLIN #2

UPPER BC PARKING

RETAINING WALL

UPGRADE AND IMPROVE THE BRISTLECONE

SCALE BS2.1

FOUNDATION AT STONE RETAINING WALL2

BID OPTION

SCALE AS2.1

STONE RETAINING WALL LAYOUT1

NO SCALES2.1

EXISTING STONE RETAINING WALL, MORTAR JOINT, AND REPOINTING REPAIR3

1. SEE LANDSCAPE DRAWINGS FOR EXTENT OF EXISTING RETAINING WALL NORTH AND SOUTH OF THE EXISTING VAULT TOILET.

2. ASSUME 10% OF THE JOINT LENGTH IN THE STONE ON BOTH FACES AND THE TOP REQUIRES JOINT REPAIR.

3. GC SHALL TAKE MORTAR TESTS AND MATCH MORTAR MIX AND COLOR. PROVIDE ADMIXTURE FOR JOINT FLEXIBILITY

CONSISTENT WITH CURRENT PARK PRACTICES AND WITH APPROVAL OF CONTRACTING OFFICER.

REFERENCE S0.1, S0.2 AND S0.3 AND

SPECIFICATIONS FOR ADDITIONAL

INFORMATION

• DIMS FOR REFERENCE ONLY. SEE LANDSCAPE DRAWINGS

FOR DIMS, SLOPES, & ELEVATIONS

BASE BID

1 10 2 3

SCALE OF FEET

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

8 0 8 16

SCALE OF FEET

1/8" = 1'-0"SCALE A

TYPICAL SIGNAGE ANCHORAGE:

PROVIDE 3/8" STAINLESS STEEL THREADED RODS

W/ 2" MIN EMBEDMENT INTO BACKUP MATERIAL

BEYOND STONE FACING (ASSUME 8" LONG

ANCHORS FOR PRICING). EMBED ANCHOR IN

SCREEN TUBE AND SIMPSON SET XP EPOXY (OR

EQUIVALENT)

SLAB AT ENTRANCE TO (E) VAULT TOILET:

DOWEL EXTERIOR SLAB INTO (E) VAULT SLAB W/ #

4x3'-0 @ 12" O.C. W/ 4" EMBEDMENT INTO EPOXY

ADHESIVE. EXTERIOR FLATWORK ADJACENT TO

TOILET SHALL BE PLACED ON 12" GRANULAR NON-

EXPANSIVE FILL

tr

9/1 /22

:13

E

AN

DE

RS

ON

R

P

:\D

EN

VE

R\

NP

S

GR

BA

LO

W

ER

LE

HM

AN

_B

RI

ST

LE

CO

NE

-1

\9_

FI

NA

L_

CD

\C

AD

\B C\

LA

\L7

-0 _G

RB

A_

BC

_D

ET

AI

LS

.D

W G

XR

EF

S:

BA

SE

S\

XL

-T

IT

LE

IN

FO

-B

C.

DW

G;

IM

AG

ES

IM

AG

ES

\LI

NK

ED

IM

AG

ES

\A

UB

A3

9.J

PG

9/1 /22

:13

E

AN

DE

RS

ON

R

P

:\D

EN

VE

R\

NP

S

GR

BA

LO

W

ER

LE

HM

AN

_B

RI

ST

LE

CO

NE

-1

\9_

FI

NA

L_

CD

\C

AD

\B C\

LA

\L7

-0 _G

RB

A_

BC

_D

ET

AI

LS

.D

W G

XR

EF

S:

BA

SE

S\

XL

-T

IT

LE

IN

FO

-B

C.

DW

G;

IM

AG

ES

IM

AG

ES

\LI

NK

ED

IM

AG

ES

\A

UB

A3

9.J

PG

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL

S IO

NAL ENGINEER- STATE OF NEVADA

No . 030315

SCOTT

PALING

CIVIL