Appendix H7 - BLDG 201 Bid Documents.pdf

SHEET TITLE

CONSULTANTS:

PROJECT NO:

MODEL FILE:

DRAWN BY:

DATE:

G-001

TAD

Fort Lyon - Bldg 201 LS Final.pln

Project No.

REVISIONS:

NO. DATE DESCRIPTION

/U se rs /ta du ke

/D oc um en ts /A rc hi ca d

Fi le s/ Fo rt Ly on

B ld g

LS

F in al .p ln

Cover Sheet

FORT LYON LIFE

SAFETY CORRECTIONS

- BLDG. 201

T.A. DUKE & ASSOCIATES, INC.

4220 BRIGADOON LANE

COLORADO SPRINGS, CO 80909

719-648-7722 taduke@earthlink.net

FORT LYON COLORADO 81054

USA

McShea Consulting LLC 4445 Northpark Dr., Suite 200 Colorado Springs, CO 80907

719 358 8208

ISSUE DATE: 9 DECEMBER 2022

12/9/22

3/21/23 CODE REVIEW COMMENTS

ADDRESSED

9/21/2023

9/21/23 ISSUED FOR PERMIT

ISSUED FOR CODE REVIEW

STATE PROJECT #2024-110M23

10/3/23 ISSUED FOR PRICING

Building 201,Fort Lyon, CO

PROJECT NO:

MODEL FILE:

DRAWN BY:

DATE:

G-002

TAD

Fort Lyon - Bldg 201 LS Final.pln

Project No.

REVISIONS:

NO. DATE DESCRIPTION

/U se rs /ta du ke

/D oc um en ts /A rc hi ca d

Fi le s/ Fo rt Ly on

B ld g

LS

F in al .p ln

Notes & Legends

FORT LYON LIFE

SAFETY CORRECTIONS

- BLDG. 201

T.A. DUKE & ASSOCIATES, INC.

4220 BRIGADOON LANE

COLORADO SPRINGS, CO 80909

719-648-7722 taduke@earthlink.net

FORT LYON COLORADO 81054

USA

McShea Consulting LLC 4445 Northpark Dr., Suite 200 Colorado Springs, CO 80907

719 358 8208

ISSUE DATE: 9 DECEMBER 2022

12/9/22

3/21/23 CODE REVIEW COMMENTS

ADDRESSED

9/21/2023

9/21/23 ISSUED FOR PERMIT

ISSUED FOR CODE REVIEW

STATE PROJECT #2024-110M23

10/3/23 ISSUED FOR PRICING

GENERAL NOTES PLUMBING CALCULATIONS

PROJECT: BUILDING 201 CODE CORRECTIONS

FORT LYON, CO

APPLICABLE CODES:

2021 INTERNATIONAL BUILDING CODE

2021 INTERNATIONAL EXISTING BUILDING CODE

2021 INTERNATIONAL MECHANICAL CODE

2018 INTERNATIONAL PLUMBING CODE

2020 NATIONAL ELECTRIC CODE

2021 INTERNATIONAL FIRE CODE

2021 INTERNATIONAL ENERGY CONSERVATION CODE

ZONING: NOT APPLICABLE

SEISMIC ZONE: B

SCOPE OF WORK:

MODIFICATIONS TO DOOR HARDWARE, RESTROOMS,

WALL RELOCATIONS, STAIR MODIFICATIONS AND ADDITION OF

EXTERIOR RAMP

TOTAL BUILDING AREA: 8,415 SF

SEPARATION OF EXITS: 1/3 THE DIAGONAL (BUILDING IS SPRINKLERED)

DIAGONAL @ SOUTH WING = 43'-4""

DISTANCE BETWEEN EXITS = N//A - ONLY ONE EXIT IS REQUIRED

DUE TO OCCUPANCY

DIAGONAL @ CENTER SECTION = 106'-10"

DISTANCE TO EXIT = 95'-10"

DIAGONAL @ NORTH WING = 101'

DISTANCE BETWEEN EXITS = 84'-6"

TWO EXITS (MINIMUM) ARE PROVIDED AT BOTH THE NORTH AND CENTER

SECTIONS OF THE BUILDING. ONE EXIT IS PROVIDED AT THE SOUTH SECTION

OF THE BUILDING. ALL EXITS ARE 36" WIDE, MINIMUM.

CONSTRUCTION TYPE: IIIB, SPRINKLERED

INTERIOR FINISH FIRE RATING:

OCCUPANCY EXIT ENCLOSURES CORRIDORS INTERIOR ROOMS

B B C C S C C C

CLASS A: FLAME SPREAD INDEX 0-25; SMOKE DEVELOPED INDEX 0-450

CLASS B: FLAME SPREAD INDEX 26-75; SMOKE DEVELOPED INDEX 0-450

CLASS C: FLAME SPREAD INDEX 76-200; SMOKE DEVELOPED INDEX 0-450

FIRE RESISTANCE RATING (HOURS):

PRIMARY STRUCTURAL FRAME: 0

EXTERIOR BEARING WALLS: 0

INTERIOR BEARING WALLS: 0

INTERIOR NON BEARING WALLS: 0

FLOOR CONSTRUCTION AND

SECONDARY MEMBERS: 0

ROOF CONSTRUCTION AND

SECONDARY MEMBERS: 0

CODE REQUIREMENTS

Partition Type 1: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to underside of structure; provide 5/8" type X gyp board at both sides. Total wall thickness = 4 7/8"; (1) hour rated - UL Des U419

PARTITION TYPES

Partition Type 2: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to underside of structure; provide 5/8" type X gyp board at both sides. Total wall thickness = 4 7/8";

install 3 1/2" batt insulation from floor to top of wall

(1) hour rated - UL Des U419

12. DURING AND AT THE COMPLETION OF THE CONTRACTORS

DAILY WORK, CONTRACTORS ARE RESPONSIBLE FOR THE

CLEANING UP AND REMOVAL OF ALL RUBBISH AND DEBRIS

BEFORE LEAVING THE JOBSITE.

13. THE FOLLOWING ARE STRICTLY PROHIBITED WORK AND

PRACTICES:

A. ANY COMBUSTIBLE MATERIALS ABOVE FINISHED

CEILING

B. IMPOSING ANY STRUCTURAL LOAD, TEMPORARY OR

PERMANANT, ON ANY PART OF THE BUILDING

STRUCTURE WITHOUT PRIOR WRITTEN APPROVAL

C. CUTTING ANY HOLES IN FLOOR SLABS, WALLS OR ROOF

WITHOUT PROPER APPROVAL.

14. CONTRACTORS SHALL CARRY ADEQUATE LIABILITY INSURANCE

AS SET FORTH BY OWNER'S REQUIREMENTS.

15. A CERTIFICATE OF OCCUPANCY MUST BE OBTAINED UPON

COMPLETION OF ALL WORK AND FINAL INSPECTIONS. THE ORIGINAL

C.O. TO BE SUBMITTED TO OWNER

16. IN EVENT OF CONFLICT, DISCREPENCY, OBLIGATION, ETC.

CONTRACTOR TO CONTACT ARCHITECT AND OWNER

FOR CLARIFICATION PRIOR TO PROCEEDING.

17. PROVIDE ALL INSURANCE, LICENSES, BONDING AND RELEASE

OF LIENS REQUIRED BY OWNER. PROVIDE COPIES

OF ALL DOCUMENTATION UPON REQUEST.

18. PROVIDE COMPLETE OPERATING MAINTENANCE AND

SPECIFICATION MANUALS TO STAGE FOR ALL EQUIPMENT WITHIN

(15) DAYS OF FINAL COMPLETION OF JOB.

19. PROVIDE A WRITTEN LIST OF SERVICE SUB-CONTRACTORS TO

OWNER INCLUDING NAMES, ADDRESSES, PHONE NUMBERS AND

CONTACT PERSONS FOR FUTURE SERVICE NEEDS WITHIN (15) DAYS

OF COMPLETION OF JOB.

20. CONTRACTORS SHALL NOT BE ALLOWED TO USE, STORE OR

DISPOSE OF ANY HAZARDOUS, FLAMMABLE, EXPLOSIVE,

RADIOACTIVE TOXIC, CONTAMINATING, POLLUTING MATERIALS

OR SUBSTANCES RELATED TO INJUROUS OR CHEMICALLY

REGULATED MATERIALS ON THE JOB SITE.

21. ALL INTERIOR WALLS SHALL HAVE A MINIMUM OF ONE COAT OF

WHITE PRIMER INSTALLED AND TWO FINISH COATS.

22. GENERAL CONTRACTOR IS TO CONSTRUCT INTERIOR WALLS

FROM STEEL STUDS. GENERAL CONTRACTOR MUST USE FIRE

RETARDANT TREATED WOOD BLOCKING AT CRITICAL LOCATIONS

FOR THE MOUNTING OF MILLWORK, OR ACCESSORIES

23. ARCHITECTURAL SIGNAGE FOR TOILETS, EXITS, OTHER CODE

RELATED SIGNS NECESSARY SHALL BE FURNISHED AND INSTALLED

BY THE CONTRACTOR.

24. GENERAL CONTRACTOR SHLL PROVIDE ADEQUATE PROTECTION

OF ANY TENANT SUPPLIED MATERIALS, FIXTURES, ETC. ON JOB SITE.

25.GENERAL CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS.

ANY DIMENSIONS SHOWN WHICH INDICATE AN EXISTING CONDITION

ARE APPROXIMATE AND SHOULD BE VERIFIED ON SITE.

26. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE

THE EXISTING CONDITIONS WHICH MAY AFFECT THE COMPLETION OF

THE PROJECT IN ACCORDANCE WITH THE CONSTRUCTION

DOCUMENTS. NOTIFY THE ARCHITECT IF EXISTING CONDITIONS VARY

SUCH THAT IMPLEMENTATION OF THE DOCUMENTS WILL ADVERSLY

AFFECT THE PROJECT COST OR PROJECT SCHEDULE.

27. IT IS NOT WITHIN THE SCOPE OF WORK OF THE ARCHITECT TO

DISCOVER, LOCATE, HANDLE, REMOVE OR DISPOSE OF ANY

HAZARDOUS MATERIALS INCLUDING, BIT NOT LIMITED TO: ASBESTOS,

ASBESTOS PRODUCTS, POLYCHLORINATED BIPHENYL (PCB),

HYDROCARBONS OR ANY OTHER TOXIC SUBSTANCES. SHOULD THE

G.C. OR ANY OTHER ENTITY WORKING ON BEHALF OF THE G.C. OR

THE OWNER DISCOVER OR ENCOUNTER ANY HAZARDOUS

MATERIALS, THE G.C. SHALL NOTIFY THE APPROPRIATE AUTHORITIES

IMMEDIATELY AND PROCEED IN ACCORDANCE WITH ALL APPLICABLE

LAWS AND REGULATIONS.

32. PROVIDE OWNER WITH A MINIMUM OF ONE (1) SET OF "AS-BUILT"

DRAWINGS INDICATING ALL VARIANCES BETWEEN ORIGINAL

APPROVED CONSTRUCTION DOCUMENTS AND ACTUAL COMPLETED

CONSTRUCTION.

33. IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION

ARE NOT FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN

GENERAL NOTES, THEN THERE CONSTRUCTION SHALL BE OF THE

SAME CHARACTER AS FOR SIMILAR CONDITIONS.

34. ARCHITECT AND OWNER SHALL INSPECT THE PROJECT TO

VERIFY STATUS OF COMPLETION WITH REASONABLE PROMPTNESS

AFTER NOTIFICATION BY CONTRACTOR.

35. CONTRACTOR TO PROVIDE ALL CIVIL, ELECTRICAL, AND

MECHANICAL ASSOCIATED WITH THE DESIGN INTENT SHOWN

ON THE ARCHITECTURAL AND ENGINEERING DRAWINGS

30. CONTRACTOR SHALL MAINTAIN REQUIRED DOCUMENTS AND UP

TO DATE CONSTRUCTION PLANS ON THE JOB SITE.

31. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FINAL

CLEANING PRIOR TO TURNING THE SPACE OVER TO THE OWNER.

CLEANING SHALL INCLUDE, BIT NOT BE LIMITED TO: REMOVAL OF

GREASE MASTIC ADHESIVES, DUST, DIRT, STAINS, FINGERPRINTS,

LABELS AND OTHER FOREIGN MATERIALS FROM EXPOSED

INTERIOR AND EXTERIOR SURFACES. PRESSURE WASH EXTERIOR

PAVED SURFACES.

28. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ANY

DAMAGE TO THE FACILITY DURING CONSTRUCTION.

29. CONTRACTOR SHALL PROPERLY DISPOSE OF ALL DEMOLISHED

MATERIALS IN ACCORDANCE WITH ALL APPLICABLE REGULATIONS.

36. SHOULD CONTRACTOR, IN PREPARING HIS BID OR AT ANY TIME

THEREAFTER, FIND ANY DISCREPANCY, INCONSISTENCY, CONFLICT

OR OMISSION IN, OR BE IN DOUBT AS TO THE EXACT MEANING

OF THE DRAWINGS OR SPECIFICATIONS HE SHALL IMMEDIATELY

AND BEFORE PROCEEDING FURTHER NOTIFY OWNER IN WRITING.

OWNER WILL IMMEDIATELY RESOLVE SUCH DISCREPANCY AND

FURNISH CONTRACTOR WITH WRITTEN INSTRUCTIONS WITH

RESPECT THERETO. IT WILL NOT BE A DISCREPANCY IF THESE SPECS

DO NOT MENTION PORTIONS OF THE WORK WHICH THE DRAWINGS

COMPETENTLY EXPLAIN.

1. ALL NEW CONSTRUCTION SHALL BE IN STRICT COMPLIANCE

WITH NATIONAL, STATE, COUNTY AND CITY BUILDING CODES AND

THE AMERICANS WITH DISABILIITIES ACT (A.D.A) REGULATIONS.

2. ALL WORK SHALL BE DONE IN COMPLIANCE WITH THE

OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA)

3. DIMENSIONS GIVEN IN FIGURES ON THE PLANS SHALL TAKE

PRECEDENCE OVER SCALED DIMENSIONS. ALL DIMENSIONS

SHALL BE VERIFIED IN FIELD. DIMENSIONS ARE NOT

ADJUSTABLE UNLESS NOTED OTHERWISE.

4. ALL DIMENSIONS ARE GIVEN FROM FACE OF DRYWALL

TO FACE OF DRYWALL UNLESS NOTED OTHERWISE.

5. "EQUAL" WHEN USED SHALL MEAN AN EQUIVALENT PRODUCT

OR MATERIAL AS APPROVED BY THE TENANT.

6. ALL HEIGHTS ARE DIMENSIONED FROM FINISHED FLOOR

UNLESS NOTED OTHERWISE.

7. THE CONTRACTOR SHALL VERIFY THAT NO CONFLICTS

EXIST IN LOCATIONS OF ANY AND ALL MECHANICAL,

TELEPHONE/DATA, ELECTRICAL, LIGHTING, PLUMBING AND

SPRINKLER EQUIPMENT (TO INCLUDE ALL PIPING, DUCTWORK

AND CONDUIT) AND THAT ALL REQUIRED CLEARANCES FOR

INSTALLATION OR MAINTENANCE OF THE ABOVE EQUIPMENT

IS PROVIDED.

8. ALL GYPSIUM BOARD PARTITIONS SHALL BE TAPED, BEDDED

AND SANDED SMOOTH WITH NO VISIBLE JOINTS. ALL CORNERS

SHALL RECEIVE METAL CORNER BEAD UNLESS OTHERWISE

NOTED

9. ALL RATED WALLS SHALL HAVE THEIR RATING MAINTAINED

AND ALL NEW PENETRATIONS SEALED TO MEET CURRENT

CODE REQUIREMENTS.

10. ALL MATERIALS FURNISHED AND INSTALLED SHALL BE FREE

FROM DEFECTS. ALL MATERIALS AND WORKMANSHIP SHALL

BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM THE DATE

OF ACCEPTANCE. DURING THIS PERIOD, PROBLEMS DUE TO

DEFECTIVE MATERIALS OR FAULTY WORKMANSHIP SHALL BE

CORRECTED AT NO COST TO THE TENANT. ANY PROBLEMS

THAT OCCUR DURING CONSTRUCTION SHALL BE CORRECTED

IMMEDIATELY TO THE SATISFACTION OF THE TENANT.

11. GENERAL CONTRACTOR SHALL PROVIDE ADEQUATE BRACIING

AS REQUIRED TO SECURE WORK TO STRUCTURE ABOVE CEILING

WHERE REQUIRED AND SHALL BE TOTALLY RESPONSIBLE FOR

HIS WORK.

GENERAL NOTES

GENERAL NOTES

Partition Type 3: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to upper ceiling; provide 5/8" type X gyp board at both sides. Total wall thickness = 4 7/8"; install 3 1/2" batt insulation from floor to top of wall

Partition Type 4: 3 5/8" metal stud (Clark Dietrich ProStud 20) @ 24" O.C. from floor to top of opening; provide 5/8" type X gyp board at exposed side only. Total wall thickness = 4 1/4"

Partition Type 5: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to 6" above ceiling; provide 5/8" type X gyp board at both sides. Brace top track at 4'-0" intervals, extend bracing stud from track to structure above - 45 degrees in two directions and perpendicular to top track. Total wall thickness = 4 7/8"

DRAWING LISTING

ARCHITECTURAL DRAWINGS:

SHEET # NAME

G-001 COVER SHEET

G-102 NOTES AND LEGENDS

G-003 SOILS REPORT

G-004 SOILS REPORT AND SUBMITTAL

REQUIREMENTS

AS-001 VICINITY MAP

AS-002 BUILDING LOCATION PLAN

AS-003 DEED GRAPHIC SITE PLAN

AS-004 UTILITIES PLAN

AS-005 ENLARGED UTILITY PLAN

A-101 DEMOLITION PLAN

A-102 FLOOR PLAN

A-103 FLOOR REFLECTED CEILING PLAN

A-201 INTERIOR ELEVATIONS

A-301 EXTERIOR SECTIONS/PARTIAL ELEVATION

A-302 INTERIOR/EXTERIOR STAIR SECTIONS

A-401 ENLARGED PLANS/ADA SIGN MOUNTING

A-501 ACCESSORIES

A-502 ACCESSORIES

A-503 EDF SPEC

A-504 EXTERIOR PHOTOS

A-505 INTERIOR PHOTOS

A-506 SMOKE DETECTOR/FIRE ANNUNCIATOR SPECS

A-507 FIRE STOP DETAILS

A-601 DOOR SCHEDULE

A-701 FINISH PLAN

A-702 FINISH SPECS

A-703 FINISH SPECS

A-704 FINISH SPECS

MEP DRAWINGS:

M0.1 MECHANICAL NOTES AND SCHEDULES

M1.1 1ST FLOOR MECHANICAL PLAN

P0.1 PLUMBING NOTES, SCHEDULES AND DETAILS

P1.1 1ST FLOOR PLUMBING PLAN

E0.1 ELECTRICAL NOTES AND SCHEDULES

E1.1 1ST FLOOR ELECTRICAL PLAN

STRUCTURAL DRAWING:

S100 DETAILS AND GENERAL NOTES

S101 PLAN

Partition Type 7: 3 5/8" metal stud (Clark Dietrich ProStud 20) @ 24" O.C. from floor to height of opening; provide 5/8" type X gyp board at exposed side. Total wall thickness = 4 1/4"

Partition Type 8: 6" metal stud (Clark Dietrich 600PDS125-18) @ 24" O.C. from floor to upper ceiling; provide 5/8" type X USG Durock Brand Glass-Mat Tile Backerboard at both sides. Provide batt insulation from floor to top of wall; Total wall thickness = 7 1/4"

Partition Type 6: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to 6" above ceiling; provide 5/8" type X gyp board at both sides. Brace top track at 4'-0" intervals, extend bracing stud from track to structure above - 45 degrees in two directions and perpendicular to top track. Install 3 1/2" batt insulation from floor to top of wall. Total wall thickness = 4 7/8"

Partition Type 9: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to underside of structure; provide (2) layers 5/8" type X gyp board at both sides. Total wall thickness = 6 1/8"; (2) hour rated - UL Des U438

4. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF

ACI 318-99, SPECIFICATIONS FOR STRUCTURAL CONCRETE

FOR BUILDINGS

3. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 24" FOR

#5 BARS & SMALLER. MAKE ALL BARS CONTINOUS AROUND

CORNERS OR PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING

2. ALL REINFORCING BARS SHALL BE ASTM A615-GRADE 60. EXCEPT

TIES WHICH SHALL BE ASTM A615 GRADE 40 (U.O.N.)

1. ALL CONCRETE SHALL BE MADE WITH STONE AGGREGATE AND

SHALL DEVELOP A MINIMUM OF 2,250 PSI COMPRESSIVE STRENGTH IN

7 DAYS AND A MINIMUM OF 4,000 PSI COMRESSIVE STRENGTH IN

28 DAYS FOR SLAB ON GRADE AND 3,000 PSI FOR ALL OTHER

CONCRETE MEMBERS. ALL CONCRETE IN CONTACT W/ SOIL

SHALL BE MIXED W/ YTPE II CEMENT. ALL CONCRETE SHALL BE

REGULAR WEIGHT (145 PCF).

DESIGN CRITERIA

6. CURE ALL CONCRETE BY KEEPING MOIST FOR A MINIMUM OF 7 DAYS.

THIS MAY BE DONE BY DAMP RAGS WITH A PLASTIC SHEET OR USING

CURING COMPOUND

7. ALL CEMENT USED IN CONCRETE SHALL BE TYPE I OR II, LOW ALKALI .

8. ALL REINFORCING STEEL, BOLTS, ANCHORS SLEEVES, ETC. SHALL BE

SECURELY ANCHORED IN PLACE BEFORE CONCRETE IS PLACED, UNLESS

OTHERWISE NOTED. ANCHOR BOLT LOCATIONS ARE NOT SHOWN,

USE LOCAL CODE REQUIREMENTS, AS WITH ALL CONSTRUCTION

METHODS AND MATERIALS.

9. CALCIUM CHLORIDE SHALL NOT BE ADDED TO CONCRETE .

10. WHERE WELDED REINFORCEMENT OR DEFORMED BAR ANCHORS

ARE INDICATED ON THE DRAWINGS, STEEL SPECIFICATIONS AND WELDING

SHALL CONFORM TO "STRUCTURAL WELDING CODE-REINFORCING

STEEL" AMERICAN WELDING SOCIETY

11. PROVIDE BAR SUPPORTS AND SPACERS TO PLACE ALL BARS IN

PROPER LOCATION, AND WIRE ADEQUATELY AT INTERSECTIONS TO HOLD

BARS FIRMLY IN POSITION WHILE CONCRETE IS PLACED

12. BAR SUPPORTS AND SPACERS WHICH REST ON OR AGAINST

EXPOSED SURFACE SHALL BE HOT DIPPED, GALVANIZED, PLASTIC OR

CONCRETE

13 MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL

BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

a. 3" WHERE CONCRETE IS PLACED AGAINST EARTH

b. 2" WHERE CONCRETE IS EXPOSED TO EARTH BUT

c. 1 1/2 " FROM EXTERIOR FACE OF WALLS

d. 3/4 " FROM THE INTERIOR FACE OF WALLS AND

FACE OF STRUCTURAL SLABS

e. 1 1/2 " FROM FACE OF BEAMS, GIRDERS AND COLUMNS

15. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND

SHORING DURING CONSTRUCTION UNTIL THAT PORTION OF THE

STRUCTURE HAS SUFFICIENT STRENGTH TO SUPPORT SAFELY ITS WEIGHT

AND LOADS PLACED THEREON. ALL BRACING AND SHORING SHALL BE

DESIGNED TO SUSTAIN ALL CONSTRUCTION LOADS, SOIL LOADS, LATERAL

LOADS AND OTHER LOADS THAT THE STRUCTURE MAY BE SUBJECTED TO

5. CONTROL JOINTS SHALL BE PROVIDED IN THE CONCRETE SLAB.

THESE CONTROL JOINTS MUST BE SAW CUT OR TOOLED TO A 3/4" DEPTH.

NO PORTION OF THE CONCRETE SLAB WILL HAVE AN AREA

GREATER THAN 100SF NOR A MAXIMUM DIMENSION OF 10'-0" IN

ANY DIRECTION WITHOUT A CONTROL JOINT

14. THE CONCRETE SLAB SHALL HAVE PROPERLY PLACED STEEL

REINFORCEMENT HAVING AREA NOT LESS THAN 1/2% OF THE GROSS

AREA OF THE CONCRETE SLAB

16. PLACE COMPACTED BACKFILL IN LIFTS ALONG ENTIRE LENGTH OF WALL

17. FOOTINGS SHALL BE ON UNDISTURBED SOILS WITHOUT ORGANIC OR

DELETERIOUS MATERIALS. ANY FILL UNDER FOOTINGS SHALL BE

COMPACTED IN NO MORE THAN 12" LIFTS AND COMPACTION TEST

INDICATING 95% MINIMUM DENSITY WILL BE REQUIRED PRIOR TO

FOOTING INSPECTION APPROVAL.

18. CONCRETE SLAB ON GRADE SHALL BEAR ON 24" OF NON-EXPANSIVE

SAND AND GRAVEL FILL

19. AREA UNDER CONCRETE SLAB TO BE OVERDUG TO A DEPTH OF 18".

AREA UNDER PILASTERS AND STEM WALLS TO BE OVERDUG TO A DEPTH

OF 18" BELOW THE DESIGNED BOTTOM OF THE ELEMENT. ALL NEW FILL

TO BE CLASS 6 MATERIAL COMPACTED PER SOILS REPORT AND

STRUCTURAL DESIGN DRAWING RECOMMENDATIONS

20. SPECIAL INSPECTIONS PER IBC 1704.2.3. AND 1704.3 ARE REQUIRED

FOR STEEL BOLTED CONNECTIONS, STEEL PLACEMENT IN SLAB, CONCRETE

AND REPORTS FOR STRUCTURAL OBSERVATIONS FOR WIND REQUIREMENTS

(1704.6.2). SPECIAL INSPECTIONS SHALL BE PERFORMED BY STATE

APPROVED SPECIAL INSPECTORS WHO SHALL ALSO MEET CODE REQUIRED

QUALIFICATIONS PER 1704.2.1.

CONCRETE: NOTES

DESIGN CRITERIA:

26" FROST DEPTH

10 PSF ROOF LIVE LOAD

25 PSF SNOW LOAD

95 MPH WIND LOAD; EXPOSURE B

SEISMIC SITE CLASS: C

IMPORTANCE FACTOR: Ie = 1.0 MAPPED SPECTRAL ACCELERATIONS: Ss = 0.161g;

S1 = 0.057g

SEISMIC DESIGN CATEGORY = B

RISK CATEGORY = II

NOTE: SEE SHEET G-004 REGARDING SUBMITTAL

REQUIREMENTS.

PLUMBING FIXTURES REQUIRED:

OCCUPANT LOAD CALCULATION: - 1ST FLOOR

B OCCUPANCY: 5,238 GSF/150 GSF = 34.92 OCCUPANTS

34.92 OCCUPANTS / 2 = 17.46 OCCUPANT LOAD PER SEX

PER IBC TABLE 2902.1: BUSINESS OCCUPANCY:

MINIMUM REQUIRED PLUMBING FIXTURES:

MALE WC FEMALE WC LAVS

1/25 FOR 1ST 50 1/25 FOR 1ST 50 1/40 FOR 1ST 80

AND 1 PER 50 FOR AND 1 PER 50 FOR AND 1 PER 80 FOR

THE REMAINDER THE REMAINDER THE REMAINDER

EXCEEDING 50 EXCEEDING 50 EXCEEDING 80

B MINIMUM REQUIRED FIXTURES:

17.46 OCCUPANT LOAD/25 OCCUPANTS PER WC = .698 MALE

17.46 OCCUPANT LOAD/25 OCCUPANTS PER WC = .698 FEMALE

17.46 OCCUPANT LOAD/40 OCCUPANTS PER LAV = .437 MALE

17.46 OCCUPANT LOAD/40 OCCUPANTS PER LAV = .437 FEMALE

S-2 OCCUPANCY: 2,455 GSF/300 GSF = 8.183 OCCUPANTS

8.183 OCCUPANTS / 2 = 4.092

4.092 OCCUPANT LOAD PER SEX

PER IBC TABLE 2902.1: STORAGE OCCUPANCY:

MINIMUM REQUIRED PLUMBING FIXTURES:

MALE WC FEMALE WC LAVS

1/100 1/100 1/100

S-2/U MINIMUM REQUIRED FIXTURES:

4.092 OCCUPANT LOAD/100 OCCUPANTS PER WC = .041 MALE

4.092 OCCUPANT LOAD/100 OCCUPANTS PER WC = .041 FEMALE

4.092 OCCUPANT LOAD/100 OCCUPANTS PER LAV = .041 MALE

4.092 OCCUPANT LOAD/100 OCCUPANTS PER LAV = .041 FEMALE

NOTE:

PER 2902.1.1: TO DETERMINE OCCUPANT LOAD OF EACH SEX, THE TOTAL

OCCUPANT LOAD SHALL BE DIVIDED IN HALF. …. FOR CALCULATIONS

INVOLVING MULTIPLE OCCUPANCIES, SUCH FRACTIONAL NUMBERS FOR

EACH OCCUPANCY SHALL BE FIRST SUMMED AND THEN ROUNDED UP TO

THE NEXT WHOLE NUMBER

TOTAL NUMBER OF MALE WC REQUIRED:

B .698 S-2 .041

TOTAL: .739 = 1 WC

TOTAL NUMBER OF FEMALE WC REQUIRED:

B .698 S-2 .041

TOTAL: .739 = 1 WC

TOTAL NUMBER OF MALE LAVS REQUIRED:

B .437 S-2 .041

TOTAL: .478 = 1 LAV

TOTAL NUMBER OF FEMALE LAVS REQUIRED:

B .437 S-1/S-2/U .041

TOTAL: .478 = 1 LAV

WC'S PROVIDED

WOMEN: 2

MEN: 1 + 1 URINAL

UNISEX: 2

LAV'S PROVIDED

WOMEN: 1

MEN: 1

UNISEX" 2

MOP SINKS PROVIDED = 1

DRINKING FOUNTAINS PROVIDED = 4

TOTAL FLOOR AREA = 8,415 GSF

Partition Type 10: 6" metal stud (Clark Dietrich 600PDS125-18) @ 24" O.C. from floor to upper ceiling; provide 5/8" type X USG Durock Brand Glass-Mat Tile Backerboard at exposed side. Total wall thickness = 6 5/8"

Partition Type 11: 3 5/8" metal stud (Clark Dietrich ProStud

20) @ 24" O.C. from floor to underside of structure; provide (2) layers 5/8" type X gyp board at one side and (1) layer of 5/8" type X gyp board plus (1) layer of 5/8" type X USG Durock Brand Glass-Mat Tile Backerboard (exposed) at Restroom side. Total wall thickness = 6 1/8"; (2) hour rated - UL Des U438

Partition Type 2: 3 5/8" metal stud (Clark Dietrich ProStud 20) @ 24" O.C. from floor to underside of structure; provide 5/8" type X gyp board at one side and 5/8" type X Durock Brand Glass Mat TIle Backerboard at Restroom side. Total wall thickness = 4 7/8";install 3 1/2" batt insulation from floor to top of wall (1) hour rated - UL Des U419

Note: At all walls not extending to roof deck: Install Bracing at top track at 4'-0" intervals, extend bracing stud from track to structure above - 45 degrees in two directions and perpendicular to top track.

37. ALL PIPING PENETRATIONS THROUGH FLOORS SHALL BE SEALED

WATER TIGHT BY GROUTING PERIMETER GAP BETWEEN PIPE AND FLOOR

STRUCTURE OR BY USING APPROVED UL SLEEVE AND SEALER SYSTEM.

PENETRATIONS OF RATED WALLS SHALL USE SLEEVE WITH UL APPROVED

FIRE SEALANT PER SECTION 714.4.1.1 OF THE 2021 IBC. PENETRATIONS

THROUGH FLOORS SHALL COMPLY WITH SECTION 714.5.1.1 OR 714.5.1.2” .

38. FLOOR PENETRATIONS CONTAINED AND LOCATED WITHIN THE CAVITY

OF A WALL ABOVE OR BELOW THE FLOOR DO NOT REQUIRE A T RATING PER

SECTION 714.5.1.2 EXCEPTION 1. FLOOR PENETRATIONS BY FLOOR DRAINS,

TUB DRAINS OR SHOWER DRAINS CONTAINED AND LOCATED WITHIN THE

CONCEALED SPACE OF A HORIZONTAL ASSSEMBLY DO NOT REQUIRE A T

RATING PER SECTION 714.5.1.2 EXCEPTION 2

PROJECT NO:

MODEL FILE:

DRAWN BY:

DATE:

G-003

TAD

Fort Lyon - Bldg 201 LS Final.pln

Project No.

REVISIONS:

NO. DATE DESCRIPTION

/U se rs /ta du ke

/D oc um en ts /A rc hi ca d

Fi le s/ Fo rt Ly on

B ld g

LS

F in al .p ln

Soils Report

FORT LYON LIFE

SAFETY CORRECTIONS

- BLDG. 201

T.A. DUKE & ASSOCIATES, INC.

4220 BRIGADOON LANE

COLORADO SPRINGS, CO 80909

719-648-7722 taduke@earthlink.net

FORT LYON COLORADO 81054

USA

McShea Consulting LLC 4445 Northpark Dr., Suite 200 Colorado Springs, CO 80907

719 358 8208

ISSUE DATE: 9 DECEMBER 2022

12/9/22

3/21/23 CODE REVIEW COMMENTS

ADDRESSED

9/21/2023

9/21/23 ISSUED FOR PERMIT

ISSUED FOR CODE REVIEW

STATE PROJECT #2024-110M23

10/3/23 ISSUED FOR PRICING

800 W. 8th Street Pueblo, Colorado 81003

(719) 582-5588 www.jesik.us

GEOTECHNICAL ENGINEERING &

SITE INVESTIGATION REPORT

FOR PROPERTY AT

Building 201 30999 County Road 15

Las Animas Bent County, Colorado

PREPARED FOR:

Bent County 725 Bent Avenue

Las Animas, Colorado 81054

PREPARED BY JESIK CONSULTING

PROJECT NUMBER: 22‐9027

06‐27‐22

Joseph A. Jesik, P.E.

i

TABLE OF CONTENTS

1. INTRODUCTION

2. EXECUTIVE SUMMARY

3. FOUNDATION RECOMMENDATIONS

3.1 SHALLOW FOUNDATION

4. STRUCTURAL FILL RECOMMENDATIONS

5. EXCAVATIONS

6. FIELD AND LABORATORY ANALYSIS

7. CONCRETE SLAB AND FLOOR SYSTEMS

8. SEISMIC CONSIDERATIONS

9. CONCRETE

10. FOUNDATION BACKFILL

11. SITE PREPARATION

12. SURFACE DRAINAGE

13. PERIMETER DRAIN

14. LIMITATIONS

APPENDIX A: MAP ................................................................................................................................. A

APPENDIX B: BORING LOGS ................................................................................................................ B

APPENDIX C: LABORATORY TEST RESULTS ...................................................................................... C

APPENDIX D: SURFACE DRAINAGE DETAILS .................................................................................. D

Jesik Consulting 1 Project No.: 22‐9027

1. INTRODUCTION

Jesik Consulting has completed a site investigation for the subject property at the request of Mr. Chuck Netherton of Bent County. Site investigation results and geotechnical recommendations are included to comply with local requirements and present an appropriate foundation for this site.

There is an existing lightly loaded single‐story structure at the site. There was minimal existing vegetation. It is our understanding that stairs and a ramp will be constructed to improve access to the facility.

2. EXECUTIVE SUMMARY

Soils encountered in our borings generally consisted of firm to very stiff sandy clay to clay with some sand underlain by medium dense sand with some silt.

Bedrock was not encountered in our borings to the maximum depth drilled of 20‐feet below the existing ground surface.

Shallow foundations are recommended for the ramp and stairs. The clay soils should be scarified, moisture conditioned, and properly compacted before foundation components are formed and poured. Design and construction criteria for foundations are presented in the report.

Surface drainage should be designed for rapid removal of water away from the stairs or ramp. Water should not be allowed to pond adjacent to the ramp or stairs.

Detailed subsurface conditions and select laboratory test results are presented on the boring logs in Appendices B and C.

Ground water was encountered at depths ranging from 17 feet to feet in borings B1 during drilling.

3. FOUNDATION RECOMMENDATIONS

With respect to the soil investigation performed at this site, and the intended structures as described by the client named above, both structures may be founded on the following:

3.1 SHALLOW FOUNDATION

A shallow foundation type system (i.e., spread footings, footing pads, monolithic slab etc.) with a maximum soil bearing capacity of 2,000 psf may be utilized at this site provided foundation components bear on 12‐inches of scarified, moisture conditioned, and properly compacted on‐site soils. Foundation components must also

Jesik Consulting 2 bear below all organic material. Some movement of the structure on this type of foundation system is expected.

Prior to placing concrete, all bearing surfaces must be cleared of loose material.

Disturbed material may be re‐compacted in place only after contacting, and with guidance from this office.

To verify the soil conditions and to verify the design bearing pressure for any footings, it is required that an open excavation observation be performed at this site. This observation must be performed only after the entire excavation has been dug to final grade where foundations will be constructed and is not included in the fee of this report. If potentially expansive clay, deleterious material or other unsuitable conditions are found additional testing and revised foundation recommendations may be required at an additional cost.

4. STRUCTURAL FILL RECOMMENDATIONS

ON SITE sandy CLAY soils May be used as structural fill. Fill material may also be purchased from a supplier that certifies that the material meets Class 1 Structural Fill Material or Class 6 Road Base guidelines. “Crusher Fines” are not acceptable for use as a structural fill. fill should have a maximum liquid limit (LL) of 35 and maximum plasticity index (PI) of 6. Swell should be less than 1% when wetted with a 500 pound per square foot (psf) surcharge pressure.

Fill material may be sourced from a non‐certifying supplier or an alternate location;

however, it must be approved by this firm prior to placement.

Testing of the fill must be performed as stated above, AND compaction testing must be performed during placement, for each lift of fill (maximum 8‐inch lifts prior to compaction). If any sample of fill material does not pass compaction requirements, the entire lift must be scarified; moisture conditioned, re‐compacted and tested for conformance. If any sample of fill does not pass tests for constituency, the failing material must be removed in its entirety.

Fill material must be properly placed. This will include the determination of its maximum dry density and optimum moisture content, with a standard proctor test (ASTM D698) as well as its moisture and density after being placed. Fill should be compacted to a minimum of 95% of the maximum dry density, and from ‐2% to +3% of optimum moisture content. The contractor may need to add water to the fill in order to achieve proper compaction. Water should be added at the borrow area in order to achieve uniform moisture conditions in the fill material if possible.

Jesik Consulting 3

5. EXCAVATIONS

We believe the surficial materials found in our borings can be excavated using conventional excavation equipment. Excavations should be sloped or shored to meet local, state, and federal safety regulations. Based on our investigation and Occupational Safety and Health Administration (OSHA) standards, we believe the fill and natural soils classify as Type B. Type B soil requires temporary excavation side slopes no steeper than 1:1, in dry conditions. Excavation slopes specified by OSHA are dependent upon soil types and ground water conditions encountered. The contractor’s “competent person” should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils and equipment should not be placed within a horizontal distance equal to one‐half the excavation depth, from the edge of excavation. A professional engineer should design excavations deeper than 20 feet.

Water and sewer lines are often constructed beneath pavements. Compaction of trench backfill can have a significant effect on the life and serviceability of pavements. We recommend trench backfill be moisture conditioned and compacted to 95% of the maximum dry density (MDD) and within 3% of the optimum moisture content (OMC) as determined by the standard proctor test (ASTM D698). Placement and compaction of trench backfill should be observed and tested by a trained soils technician.

6. FIELD AND LABORATORY ANALYSIS

Two borings were drilled in the project area at the approximate location shown on the Site Map in Appendix A using a truck‐mounted solid stem auger. Borings were stopped at depths ranging from 15 to 20 feet BEG.

Soil and rock are visually logged during drilling by our personnel. Logs include soil and rock classification, density/consistency or hardness, weathering, moisture conditions, color, and other observations that may impact the design or construction.

Changes in soil/rock types and properties are noted along with groundwater conditions encountered during drilling.

The driller collects soil samples from different depths to determine subsurface conditions and properties. A 2‐inch O.D. brass liner is placed inside of a split‐barrel sampler to retrieve the samples. The sample barrel is driven into the ground by a 140‐ pound hammer free falling 30 inches. Drill cuttings and bulk samples may also be collected where liner samples are not retrieved. Samples are taken to our laboratory for testing and analysis.

Laboratory testing may consist of moisture content, dry density, swell/ consolidation potential, water soluble sulfate, and particle size distribution.

Jesik Consulting 4

Our project engineer then reviews field logs and laboratory test results. Subsurface conditions presented in the report are based upon drilling, observations, laboratory testing, and our experience in the area.

7. CONCRETE SLAB AND FLOOR SYSTEMS

The soils related Concrete Slab on Grade Performance Risk near the anticipated floor level is judged to be low. A structurally supported floor provides less risk to floor movement than a slab on grade floor. We estimate total movement of about an inch for floor slabs constructed on the subgrade.

Slab‐on‐grade floor movement is usually independent of foundations that usually have higher loads. If some movement of a concrete floor slab on grade is not acceptable, structural floor areas should be constructed with a structural floor system over a crawl space.

Should the owner accept the risk of movement and associated damage from expansive and consolidating soils, the following precautions can help reduce but will not eliminate damage or distress when constructing concrete slab on grade:

1. Limit slab‐on‐grade construction to areas where the risk of movement and cracking are acceptable.

2. Place slabs directly on approved moisture conditioned, compacted soil. Do not place slabs on gravel, crusher fines, or other coarse material that tends to allow water to migrate below the slab. If on‐site soil is not acceptable, place slabs on non‐expansive soil that is not highly granular. This will minimize the transfer and retention of water below the slab. Soil with a liquid limit below 30 and a plasticity index less than 15 is preferred.

3. Isolate slabs from foundation components with slip joints that allow free vertical movement of the slab.

4. Exterior flatwork and sidewalks should be separated from the structure.

These slabs should be designed to function as independent units. Movement of these slabs should not be transmitted directly to the foundation of the structure.

Jesik Consulting 5

8. SEISMIC CONSIDERATIONS

Table 10.1 – Seismic Considerations

Code Site Classification

2015 International Building Code (IBC) A

Mapped Spectral Acceleration for Short Periods, Ss2

0.150

Mapped Spectral Acceleration for a 1‐ second period, S12

0.041

1. In general accordance with the 2015 International Building Code and ASCE 7‐16

2. USGS Seismic Hazard Curves

9. CONCRETE

Concrete exposed to injurious concentrations of sulfates from soil and water should be made with sulfate‐resisting cement. The soils on this site are deemed to have a sulfate severity of Moderate and corresponding exposure class of S1. According to the American Concrete Institute (ACI), concrete exposed to this type of soil should therefore incorporate sulfate resistant cementitious material. Furthermore, the concrete should have a maximum water‐to‐cement ratio of 0.50, a minimum compressive strength of 4000 psi and be entrained with air.

10. FOUNDATION BACKFILL

Foundation backfill should be free of trash, frost, organics, construction debris, and rocks larger than 6 inches. Backfill material should be moist and adequately compacted to minimize post‐construction settlement. Place a 12‐inch‐thick layer of relatively impervious material across the top of the backfill.

Foundation walls over 4 feet should have floor systems in place or be well braced prior to backfilling to prevent damage from lateral pressure. Do not compacted backfill by controlled puddling or flooding.

11. SITE PREPARATION

Site preparation should be performed such that standing and ponding of water around the site is minimized. Clay soils should be kept from desiccating (drying and shrinking) by sprinkling the soils. Drainage swales or channels should be created where necessary in order to route water away from the excavation and construction area.

Jesik Consulting 6

Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned to within 2 percent of optimum moisture content (OMC) and compacted to at least 95 percent of Standard Proctor maximum dry density (MDD) (ASTM D 698).

The existing on‐site soils are suitable for reuse as fill material provided vegetation;

debris and other deleterious materials are substantially removed. If import material is required, we recommend importing granular non‐expansive soil. Import fill should contain 100 percent passing the 2‐ inch sieve with less than 30 percent silt and clay‐ sized particles and have a liquid limit less than 25 percent and a plasticity index less than 10 percent. A sample of import material should be submitted for approval prior to stockpiling at the site.

The properties of the fill will affect the performance of the concrete slabs‐on‐grade and pavements. The fill should be moisture conditioned, placed in thin loose lifts (8 inches or less), and compacted to at least 95 percent of standard Proctor (ASTM D

698) dry density. Granular fill should be moistened to within 2 percent of optimum moisture content. Placement and compaction of fill should be observed and tested by a qualified testing agency.

12. SURFACE DRAINAGE

Foundation, flatwork, and pavement performance is influenced by moisture conditions within the subgrade soils. Properly planned and maintained surface drainage reduces risks from soil moisture changes. The following precautions should be observed during construction and maintained after construction is completed.

1. Maintain positive drainage away from all foundations. We recommend a minimum slope of 5 percent in the first 10 feet away from the foundations in landscaped areas where possible. Sidewalks and patios adjacent to the building should have enough slope to provide positive drainage away from the structure.

2. Divert upslope surface water around and away from the structure.

3. Discharge gutter downspouts and drains well beyond the limits of backfill or into piped systems. Splash blocks and downspout extenders should be provided. Roof drains should not be directed below floor slabs.

4. Design landscaping to minimize irrigation. Use low moisture type plants close to the foundation. Irrigated grass should not be placed within 5 feet of the foundation. Do not discharge water within 5 feet of the foundation from any irrigation system. Limit irrigation to the minimum amount enough to maintain the landscape.

Jesik Consulting 7

5. Install landscape edging that allows water to flow past it and prevents damming of water.

6. Do not install impervious plastic membranes within 5 feet of the foundation.

These membranes tend to trap moisture and prevent evaporation. Geotextile fabrics limit weed growth and allow for evaporation.

Surface drainage details are summarized in Appendix D.

13. PERIMETER DRAIN

We understand that habitable, mechanical, or storage areas are not planned. When below grade spaces are not constructed, a foundation drain is not necessary. If mechanical, storage, or habitable below‐grade space is constructed, our office should be contacted to provide lateral earth pressures and subsurface perimeter drain design criteria.

14. LIMITATIONS

In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavating are just a few of the factors that may create changes in the subsurface conditions of the site. If conditions are encountered which vary significantly different from those described in this report, contact this office before proceeding.

By acceptance of this report all parties agree that the purpose of this report is to provide geotechnical data and foundation recommendations only and does not address nor was intended to address any environmental issues, hazardous materials, mold issues, toxic waste issues or other subsurface situations or conditions other than those described within this report. This report is intended for the sole use of the above‐named client and their approved agents. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein.

No warranty expressed or implied is made.

C1 SOILS REPORT - PAGE 1

C2 SOILS REPORT - PAGE 2 C3 SOILS REPORT - PAGE 3 C4 SOILS REPORT - PAGE 4

C5 SOILS REPORT - PAGE 5

A1 SOILS REPORT - PAGE 6

A2 SOILS REPORT - PAGE 7 A3 SOILS REPORT - PAGE 8

A4 SOILS REPORT - PAGE 9

PROJECT NO:

MODEL FILE:

DRAWN BY:

DATE:

G-004

TAD

Fort Lyon - Bldg 201 LS Final.pln

Project No.

REVISIONS:

NO. DATE DESCRIPTION

/U se rs /ta du ke

/D oc um en ts /A rc hi ca d

Fi le s/ Fo rt Ly on

B ld g

LS

F in al .p ln

Soils Report and Submittal Requirements

FORT LYON LIFE

SAFETY CORRECTIONS

- BLDG. 201

T.A. DUKE & ASSOCIATES, INC.

4220 BRIGADOON LANE

COLORADO SPRINGS, CO 80909

719-648-7722 taduke@earthlink.net

FORT LYON COLORADO 81054

USA

McShea Consulting LLC 4445 Northpark Dr., Suite 200 Colorado Springs, CO 80907

719 358 8208

ISSUE DATE: 9 DECEMBER 2022

12/9/22

3/21/23 CODE REVIEW COMMENTS

ADDRESSED

9/21/2023

9/21/23 ISSUED FOR PERMIT

ISSUED FOR CODE REVIEW

STATE PROJECT #2024-110M23

10/3/23 ISSUED FOR PRICING

Project: Fort Lyons

Project Location:

30999 County Road

Project Number: 22-9027

Log of Boring B1

Date(s) Drilled 03/23/2022

Drilling Method Solid Stem Auger

Drill Rig Type Giddings 25

Groundwater Level and Date Measured 17' Drill

Borehole Backfill None

Logged By CL

Drill Bit Size/Type 4" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Modified California

Location South Ramp

Checked By AJ

Total Depth of Borehole 20 feet bgs

Approximate Surface Elevation ---

Hammer Data 140 lbs / 30"

M at er ia l T yp e

CL

SM

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

71.1

Comments

Drill

G ra ph ic

L og

W at er C on te nt

7.1

4.8

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION

Sandy CLAY, very stiff, low plasticity, dry, light brown.

SAND, some silt, medium dense, dry to wet, light brown.

Total Depth Drilled

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta nc e, bl ow s/ ft

7-10

7-13

4-6

C :\U se rs

\a nd y\ O ne D riv e

Je si k

C on su lti ng \P ro je ct s\

-X

X X

X \2

2-

_3

C R

-1 5\

-9

7_

B or in gs

.b g4

[J es ik B or in gs T em pl at e

.tp l]

Figure B-1

Sheet 1 of 1

Jesik Consulting

800 W. 8th Street Pueblo, CO 81003

(719) 582-5588

Project: Fort Lyons

Project Location:

30999 County Road

Project Number: 22-9027

Log of Boring B2

Date(s) Drilled 03/23/2022

Drilling Method Solid Stem Auger

Drill Rig Type Giddings 25

Groundwater Level and Date Measured NE

Borehole Backfill None

Logged By CL

Drill Bit Size/Type 4" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Bulk, Modified California

Location NE Corner Stairs

Checked By AJ

Total Depth of Borehole 15 feet bgs

Approximate Surface Elevation ---

Hammer Data 140 lbs / 30"

M at er ia l T yp e

CL

SM

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

71.8

CommentsG ra ph ic

L og

W at er C on te nt

14.9

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION

CLAY, some sand, firm, low plasticity, moist, light brown.

SAND, some silt, moist, brown.

Total Depth Drilled

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

3-3

C :\U se rs

\a nd y\ O ne D riv e

Je si k

C on su lti ng \P ro je ct s\

-X

X X

X \2

2-

_3

C R

-1 5\

-9

7_

B or in gs

.b g4

[J es ik B or in gs T em pl at e

.tp l]

Figure B-2

Sheet 1 of 1

Jesik Consulting

800 W. 8th Street Pueblo, CO 81003

(719) 582-5588

Project: Fort Lyons

Project Location:

30999 County Road

Project Number: 22-9027

Boring Log Key

M at er ia l T yp e

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

CommentsG ra ph ic

L og

W at er C on te nt

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION U

ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

1 2 3 4 5 6 7 8 9 10 11 12 13 14

COLUMN DESCRIPTIONS

1 Depth (feet): Depth in feet below the ground surface.

2 Sample Type: Type of soil sample collected at the depth interval shown.

3 Sampling Resistance, blows/ft: Number of blows to advance driven sampler one foot (or distance shown) beyond seating interval using the hammer identified on the boring log.

4 Material Type: Type of material encountered.

5 Graphic Log: Graphic depiction of the subsurface material encountered.

6 MATERIAL DESCRIPTION: Description of material encountered.

May include consistency, moisture, color, and other descriptive text.

7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample.

8 Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot.

9 Percent Fines: The percent fines (soil passing the No. 200 Sieve) in the sample. WA indicates a Wash Sieve, SA indicates a Sieve Analysis.

10 Uniformity Coefficient: Sieve Uc 11 LL, %: Liquid Limit, expressed as a water content.

12 PI, %: Plasticity Index, expressed as a water content.

13 Swell/Consolidation, %: Swell/Consolidation 14 Comments: Comments and observations regarding drilling or sampling made by driller or field personnel.

FIELD AND LABORATORY TEST ABBREVIATIONS

CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent

PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS

Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) Silty SAND (SM)

TYPICAL SAMPLER GRAPHIC SYMBOLS

Bulk Sample 2.5-inch-OD Modified California w/ brass liners

OTHER GRAPHIC SYMBOLS

Water level (at time of drilling, ATD)

Water level (after waiting, AW)

Minor change in material properties within a stratum

Inferred/gradational contact between strata

? Queried contact between strata

GENERAL NOTES

1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests.

2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times.

3: Blow counts of 6-12 indicate that it took 6 blows to drive the sampler the first 6 inches into the ground and 12 blows to drive the sampler the second 6 inches into the ground for a total of 12 inches.

4: Blow counts of 50/8 indicate that it took 50 blows to drive the sampler into the ground a total of 8 inches.

C :\U se rs

\a nd y\ O ne D riv e

Je si k

C on su lti ng \P ro je ct s\

-X

X X

X \2

2-

_3

C R

-1 5\

-9

7_

B or in gs

.b g4

[J es ik B or in gs T em pl at e

.tp l]

Figure B-3

Jesik Consulting

800 W. 8th Street Pueblo, CO 81003

(719) 582-5588

800 W. 8th Street Pueblo, Colorado 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: KJ Date: 4/22/2022

Source/Boring: Checked By: AJ Date: 4/23/2022

Depth/Sample No: Test Number: 1 Project No: 22‐9027

Sample Time: Delivery Date: 3/22/2022 Sample Date: 3/22/2022

Sieve No. Dia (mm)

Passing

1" 25.00

3/4" 19.00 100%

1/2" 12.50 99%

3/8" 9.50 98%

#4 4.75 94%

#10 2.00 87%

#20 0.85 76%

#40 0.43 54%

#60 0.25 29%

#100 0.15 19%

#140 0.11 16%

#200 0.075 13.9%

% Gravel: 6%

% Sand: 81%

% Clay/Silt: 13.9%

D10: Cu: #DIV/0!

D30: Cc: #DIV/0!

D50:

4.8% D60:

Fort Lyons

B1

Natural Moisture Content (%):

0.010.101.0010.00100.00

F in er

Grain Size (mm)

Form Revision March 2021 C‐1_D6913_B1@9

ASTM D4318

800 W. 8th Street Pueblo, Colorado 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: CL Date: 4/22/2022 Source/Boring: Checked By: KJ Date: 4/25/2022

Depth/Sample No: Test Number: 2 Project No: 22-9027 Sample Time: Delivery Date: 3/22/2022 Sample Date: 3/22/2022

LIQUID LIMIT

Container No.: W AA V

Container mass (g): 13.29 13.27 13.66

Wet soil + can mass (g): 19.95 20.78 21.92

Dry soil + can mass (g): 18.32 18.92 19.67

Blow count, N: 27.00 25 16.00

Dry soil mass (g): 5.03 5.65 6.01

Water mass (g): 1.63 1.86 2.25

Water content: 32.4% 32.9% 37.4%

PLASTIC LIMIT

Container No.: QQ Y

Container mass (g): 13.66 13.40

Wet soil + container mass (g): 18.17 18.63

Dry soil + container mass (g): 17.52 17.94

Dry soil mass (g): 3.86 4.54

Mass of moisture (g): 0.65 0.69

Water content: 16.8% 15.2%

LIQUID LIMIT. LL = 34

PLASTIC LIMIT, PL = 16

PLASTICITY INDEX, PI = 18

Rolling Device: Hand

Liquid Limit Device: Manual

Grooving Tool: Plastic

Sandy CLAY

SAMPLE DESCRIPTION:

Fort Lyons

B2

4'

0 10 20 30 40 50 60 70 80 90 100

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

Plasticity Chart

ML or OL

CL‐ML

MH or OH

Form Revision March 2021

C‐2_D4318_B2@4

.0 Cl) u.

C:

t !E Cl)

Cl) Cl 11) C:

�I E

I::!

1/) 1/) Cl) C:

Ill

·c:

Cl) C:

ROOF GUTTER DOWNSPOUT AND

EXTENSION SHOULD EXTEND

BEYOND GRAVEL OR BARK

CONSTRUCT FLOORS r--�:.r::���ll__J OR BRACE WALLS TOP ' . .,,rr __ it BOTTOM PRIOR · r

TO BACKFILLING -

DECORATIVE

LANDSCAPING

WELL SLOPED BACK FILL

I 0% FOR FIRST I O'-0"

FOUNDATION DESIGN

BY OTHERS

.,, i ... • .

1/��

WOOD OR METAL EDGE W/

WEEP HOLES OR½" SPACE TO

ALLOW FREE FLOW OF WATER

-DO NOT OVER WET OR PUDDLE WATER

DURING BACKFILL (SEE REPORT FOR

CAUTION ON HYDROSTATIC LOADS)

-DO NOT ALLOW LARGE MACHINE

TRAFFIC DURING BACKFILL

BACKFILL AROUND THE FOUNDATION SHOULD BE MOISTURE CONDITIONED

AND WELL COMPACTED. THE FINAL GRADE SHOULD BE SLOPED TO PREVENT

PONDING OF WATER ADJACENT TO FOUNDATION WALLS.

BACKFILL SHOULD NOT CONTAIN ROCKS OVER G" IN DIAMETER OR ANY

CONSTRUCTION DEBRIS.

DO NOT DIKE OR IMPEDE THE FLOW OF WATER AWAY FROM FOUNDATON

WALLS. DOWNSPOUTS AND SILL COCKS SHOULD DISCHARGE A MIN. OF 5'

FROM THE FOUNDATION.

;;,;t------------------------,,-----------------------.---------1 SURFACE WATER DRAINAGE

Cl) 1/)

Je§ik Con§ulting

Geotechnical, Water, Testing

800 W. 8th Street Pueblo, CO 81003

(719) 582-5588 www.jesik.us

SCALE:

1 :16

C1 SOILS REPORT - LOCATION MAP

C3 SOILS REPORT - LOG OF BORING B1 C4 SOILS REPORT - LOG OF BORING B2

C5 SOILS REPORT - BORING LOG KEY

A1 SOILS REPORT - ASTM D913 A2 SOILS REPORT - ASTM D4318 A3 SOILS REPORT - SURFACE WATER

THE FOLLOWING MATERIALS REQUIRE SUBMITTALS PRIOR TO

PROCUREMENT OR INSTALLATION:

A. ALL FINISH MATERIALS INCLUDING:

1. WALL FINISHES INCLUDING:

A. PRIMER PAINT

B. FINISH PAINT

C. CERAMIC WALL TILE

D. VINYL WALL COVERING

2. FLOOR COVERINGS INCLUDING

A. CERAMIC FLOOR TILE

B. CARPET

C. SHEET VINYL

D. VINYL TILE

3. ALL CEILING TILE INCLUDING

A. 2 X 4 TILE

B. 2 X 2 TILE

B. ALL ELECTRCAL ITEMS INCLUDING:

1. 2 X 4 LIGHT FIXTURES

2. 1 X 4 LIGHT FIXTURES

3. EMERGENCY EXIT/LIGHT COMBO UNIT

4. CEILING MOUNTED FIRE ANNUNCIATOR

5. WALL MOUNTED FIRE ANNUNCIATOR

6. ILLUMINATED EXIT SIGNAGE

7. ALL CEILING TILE INCLUDING

A. 2 X 4 TILE

B. 2 X 2 TILE

8. SMOKE DETECTOR

9. CEILING MOUNTED EXIT DIRECTIONAL SIGN

10. WALL MOUNTED EXIT DIRECTIONAL SIGN

11. WALL MOUNTED EMERGENCY LIGHT

C. ALL PLUMBING FIXTURES INCLUDING:

1. RESTROOM ACCESSORIES INCLUDING

A. MIRROR

B. GRAB BARS

C. TOILET TISSUE DISPENSER

D. TOILET SEAT COVER DISPENSER

E. BABY CHANGING STATION

F. SOAP DISPENSER

G. WASTE RECEPTACLE/PAPER TOWEL

DISPENSER

2. DRINKING FOUNTAINS

3. ALL NEW RESTROOM FIXTURES INCLUDING:

A. STANDARD TOILET

B. ADA TOILET

C. STANDARD LAVATORY

D. ADA LAVATORY

E. TOILET PARTITIONS/URINAL SCREEN

F. STANDARD URINAL

G. ADA URINAL

H. SHOWER UNIT

SUBMITTAL REQUIREMENTS

THE FOLLOWING MATERIALS REQUIRE SUBMITTALS PRIOR TO

PROCUREMENT OR INSTALLATION:

D. ALL RESTROOM SIGNAGE

E. EXHAUST FAN

F. ALL DOORS AND HARDWARE INCLUDING:

1. ALL NEW DOORS INCLUDING

A. HOLLOW METAL DOORS

B. SOLID CORE WOOD DOORS

2. LEVER LOCKSET

3. LEVER PRIVACY SET

4. LEVER PASSAGE SET

5. PANIC HARDWARE

6. AUTOMATIC CLOSER

7. HINGES

8. DOOR FRAME

G. PORTABLE FIRE EXTINGUISHER

SUBMITTAL REQUIREMENTS

PROJECT NO:

MODEL FILE:

DRAWN BY:

DATE:

G-005

TAD

Fort Lyon - Bldg 201 LS Final.pln

Project No.

REVISIONS:

NO. DATE DESCRIPTION

/U se rs /ta du ke

/D oc um en ts /A rc hi ca d

Fi le s/ Fo rt Ly on

B ld g

LS

F in al .p ln

CODE STUDY PLAN &

ACM NOTES

FORT LYON LIFE

SAFETY CORRECTIONS

- BLDG. 201

T.A. DUKE & ASSOCIATES, INC.

4220 BRIGADOON LANE

COLORADO SPRINGS, CO 80909

719-648-7722 taduke@earthlink.net

FORT LYON COLORADO 81054

USA

McShea Consulting LLC 4445 Northpark Dr., Suite 200 Colorado Springs, CO 80907

719 358 8208

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