1-26 02 19 Tooele Co Landfill Water System BID DRAWINGS Approved.pdf

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MAINTENANCE SHED & WATER SYSTEM

CONSTRUCTION SET

TOOELE, UT

FA PROJECT NO. 05-24-0105

FEBRUARY 2026

VICINITY MAPPROJECT LOCATION MAP

N.T.S.

LOCATION

PROJECT

N.T.S.

CIVIL & STRUCTURAL SHEET INDEX

PAGE SHEET TITLE

1 G-001 COVER SHEET

2 G-002 LEGEND AND GENERAL NOTES

3 G-003 GENERAL NOTES - CONTINUED

4 C-001 BOUNDARY MAP

5 C-100 SITE PLAN

6 C-200 GRADING PLAN

7 C-300 UTILITY PLAN

8 C-400 EROSION CONTROL PLAN

9 C-500 CIVIL DETAILS

10 C-501 CIVIL DETAILS

11 S-000 STRUCTURAL NOTES

12 S-001 STRUCTURAL NOTES

13 S-100 FOUNDATION PLAN

14 S-101 SLAB PLAN

15 S-102 STORAGE AREA

16 S-500 STRUCTURAL DETAILS

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

NN

Know what's

R

PAYSON

OREM

LEHI

LOGAN

BOUNTIFUL

SALINA

RICHFIELD

ESCALANTE

ARIZONA

36 73

15EUREKAELBERTA

UTAH

LAKE

ST. GEORGE

CEDAR CITY

MODENA

BEAVER

PANGUITCH

KANAB

DELTA

SEVIER

COVE FORT

FILLMORE

HOLDEN

MT. CARMEL JCT.

LONG VALLEY JCT.

JUNCTION

MILFORD

ZION NTL.

PARK

PARK

BRYCE NTL.

LAKE

N

EV

AD

A

TOOELE

SALT

LAKE

CITY

GREAT

SALT

LAKE

WENDOVER

SNOWVILLE

TREMONTON

BRIGHAM

OGDEN

CITY

IDAHO

UTAH

PROVO

SPRINGVILLE

FRUITLAND

DUCHESNE

ROOSEVELT

BLUFF

MONTICELLO

MOAB

HANKSVILLE

GREEN RIVER

PRICE

CANYONLANDS

NATL. PARK

GLEN CANYON NATL.

RECREATION AREA

FREMONT JCT.

CASTLE GATE

C O

LO

R

AD

O

UTAH

STATE OF

VERNAL

HEBER

PARK CITY

EVANSTON

ECHO

LAKE

BEAR

WYOMING

PROJECT AREA

BA

UER

R D

OLD BAUER RD

W BAUER RD

S O

U

TH

HW

Y

SHEET TITLE

1 COVER SHEET

2 ANCHOR BOLT PLAN

3 ANCHOR BOLT REACTIONS

4 RIGID FRAME ELEVATION

5 RIGID FRAME ELEVATION

6 ROOF DRAWING

7 SIDEWALK DRAWING

8 SIDEWALK DRAWING

9 ENDWALL FRAMING

10 ENDWALL FRAMING

11 DETAIL SHEET

12 DETAIL SHEET

13 DETAIL SHEET

CO BUILDING SYSTEMS DRAWINGS

HAL WATER SYSTEM DESIGN DRAWINGS

SHEET TITLE

1 COVER

2 GENERAL NOTES

3 LAYOUT

4 DETAILS 1

5 DETAILS 2

6 DETAILS 3

7 PLAN AN PROFILE

3/18/26 mili.pioquinto Approved

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

LEGEND CIVIL ABBREVIATIONS

CENTER LINE

PROPERTY OR R/W LINE

EASEMENT LINE

FENCE

CONTOUR LINE

SPOT ELEVATION

STORM DRAIN LINE

WATER LINE

TELEPHONE CABLE

ASPHALT PAVING

FIRE HYDRANT

WATER VALVE

WATER METER

STORM DRAIN CATCH BASIN

UTILITY POLE & ANCHOR

STRUCTURE

CURB & GUTTER

SIDEWALK

SIGN

POWER POLE

BOUNDARY BDRY

BEGINNING/BEGINBEG

ALTERNATE ALT

APPROXIMATELY APPROX

ASPHALTASP

4250 4250

EXISTING PROPOSED

L

LT

MAX

MKR

MH

MISC

MON

N

No

OD

PVMT

PL or P

PP

R

RD

REF

REQD

REV

RT

R/W

GRD GROUND

HORIZ HORIZONTAL

HYD HYDRANT

ID INSIDE DIAMETER

IE INVERT ELEVATION

IRR IRRIGATION

INV INVERT

TBC TOP BACK CURB

TEMP TEMPORARY

TEL TELEPHONE/TELEGRAM

TYP TYPICAL

VERT VERTICAL

VOL VOLUME

W WEST/WATER

WM WATER METER

XING CROSSING

XSEC CROSSING SECTION

S SOUTH

SD STORM DRAIN

SEC SECTION

SHT SHEET

SLB&M SALT LAKE BASE & MERIDIAN

SPECS SPECIFICATIONS

SQ SQUARE

SS SANITARY SEWER

ST STREET

STA STATION

STD STANDARD

RIGHT OF WAY

RIGHT/ROUTE

REVISION

REQUIRED

REFERENCE

ROAD

RANGE/RADIUS

POWER POLE

PROPERTY LINE

PAVEMENT

OUTSIDE DIAMETER

NUMBER

NORTH

MONUMENT

MISCELLANEOUS

MANHOLE

MARKER

MAXIMUM

LEFT

LENGTH

BKFL BACKFILL

GASG

BLDG BUILDING

BM BENCH MARK

BOT BOTTOM

BTWN BETWEEN

CB CATCH BASIN

C&G CURB AND GUTTER

CONC CONCRETE

CONST CONSTRUCT

COR CORNER

CEN CENTER

CU CUBIC

° DEGREE

DET DETAIL

DIA DIAMETER

E EAST

ELEV ELEVATION

ELEC ELECTRIC/ELECTRICAL

EOA EDGE OF ASPHALT

EST ESTIMATE

EXIST EXISTING

FEN FENCE

FL OR F FLOW LINE

FT FEET

IRRIGATION LINE

TH TEST HOLE

TOC TOP OF CONCRETE

C or CL CENTERLINE/CONTROL LINEL

L

FG FINISH GRADE

DRIVEWAY DRWY

EXISTING GROUNDEG

EQUIPMENT EQUIP

EXCAVATION EXC

GAS VALVE GV

JB JUNCTION BOX

NTS NOT TO SCALE

N/A NO ACCESS or NOT APPLICABLE

NIC NOT IN CONTRACT

L

WV WATER VALVE

YARDYd

@ AT

& AND

Ø ROUND or DIAMETER

W/ WITH

W/O WITHOUT

BW BACK OF WALK

LINEAR FEETLF

% PERCENT

MATCH LINE

EL=4354.63 EL=4354.66

OVERHEAD ELECTRIC

H

Y DH

Y D

GASGAS

WM WM

WV WV

DSTORM DRAIN MANHOLE D

SANITARY SEWER LINE

SANITARY SEWER CLEANOUT

SANITARY SEWER MANHOLE SS

CO CO

GAS VALVE

TELEPHONE BOX T T

P P

STREET LIGHT

LANDSCAPING (TREES ETC.)

HATCHING/PATTERNS

CONCRETE

ASPHALT PAVEMENT

SAND

UNDISTURBED SOIL

UNTREATED BASE COURSE

GRAVEL

DEMOLITION AREA

BACKFILL

REVISION TRIANGLE

DETAIL CALLOUT

KEYNOTE CALLOUT

DETAIL NAME

DETAIL #

KEYNOTE REFERENCEREVISION NO.

GENERAL CALLOUT PROPOSED CALLOUT

GENERAL NOTE CONSTRUCTION NOTE

1 ABC

SHEET NO.

SPEC # 00 00 00 1SCALE: N.T.S.

DETAIL NAME

DETAIL #

DETAIL NAME/

DESCRIPTION

ANNOTATION

SPECIFICATION NO.SCALE

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M. STENQUIST

2 OF 16MAR 2026

G-002 05-24-0105

LEGEND AND GENERAL NOTES

MAINTENANCE SHED & WATER SYSTEM3/18/26

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

UTILITY NOTES

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M. STENQUIST

3 OF 16MAR 2026

G-003 05-24-0105

GENERAL NOTES - CONTINUED

MAINTENANCE SHED & WATER SYSTEM

1. VERIFY DEPTH AND LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTING ANY NEW UTILITY LINES. NOTIFY OWNER AND CIVIL ENGINEER OF ANY

DISCREPENCIES OR CONFLICTS PRIOR TO ANY CONNECTIONS BEING MADE.

2. ALL PIPING TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. REFER TO SPECIFICATIONS FOR MORE DETAILED INFORMATION.

3. ALL UTILITY WORK SHALL BE DONE IN ACCORDANCE WITH UTILITY OWNER'S SPECIFICATIONS. CONTRACTOR SHALL COORDINATE ALL SUCH WORK WITH UTILITY

OWNER.

4. CONTRACTOR SHALL NOT ALLOW ANY GROUNDWATER OR DEBRIS TO ENTER NEW PIPES DURING CONSTRUCTION.

5. CONTRACTOR SHALL PROVIDE DEWATERING OF GROUNDWATER. PROVIDE TRENCH SHORING AS NECESSARY.

GENERAL NOTES

1. CUT AND FILL SLOPES SHALL BE NO STEEPER THAN 3:1 HORIZONTAL TO VERTICAL.

2. AREAS TO RECEIVE FILL SHALL BE PROPERLY PREPARED AND APPROVED BY THE INSPECTOR PRIOR TO PLACING FILL.

3. FILLS SHALL BE BENCHED INTO COMPETENT MATERIAL AS PER THE SPECIFICATIONS.

4. THE CONTRACTOR SHALL COORDINATE INSPECTIONS & TESTING, AND SUBMIT A COMPLETE REPORT AND MAP UPON COMPLETION OF THE ROUGH GRADING. THE REPORT

AND MAP SHALL SHOW AREAS WHERE COMPACTION TESTS HAVE BEEN TAKEN, AND COMPACTION RESULTS.

5. DUST SHALL BE CONTROLLED BY WATERING. DO NOT OVER WATER OR SOFTEN THE SUBGRADE OR CAUSE EROSION DUE TO WATERING.

6. THE LOCATION AND PROTECTION OF ALL UTILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR.

7. APPROVED PROTECTIVE MEASURES AND TEMPORARY DRAINAGE PROVISION MUST BE USED TO PROTECT ADJOINING DRAINAGE AREAS DURING THE CONSTRUCTION OF

THE PROJECT.

8. ALL PUBLIC ROADS MUST BE CLEANED DAILY OF ALL DIRT, MUD, AND DEBRIS DEPOSITED AS A RESULT OF THE CONSTRUCTION. THE CLEANING IS TO BE DONE TO THE

SATISFACTION OF THE PROJECT MANAGER, OWNER, AND COUNTY.

9. THE SITE SHALL BE CLEARED OF ALL VEGETATION AND DELETERIOUS MATER PRIOR TO BEGINNING THE GRADING OPERATION.

10. THE CONTRACTOR SHALL PROVIDE SHORING IN ACCORDANCE WITH OSHA REQUIREMENTS FOR TRENCH WALLS.

11. AGGREGATE BASE AND SUBGRADE SHALL BE COMPACTED AND PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT FOR THIS PROJECT.

12. EROSION CONTROL: PROTECT ALL INLET BOXES, CATCH BASINS, STORM DRAIN MANHOLES, DRAINAGE DITCHES, AND WATERWAYS WITH APPROVED SWPPP PROTECTION

TO STRAIN THE STORM WATER DURING CONSTRUCTION. PROTECT ALSO FROM ILLICIT DISCHARGES. PROTECT SURROUNDING PROPERTIES AND STREETS FROM SITE

RUNOFF WITH SANDBAGS, EARTH BERMS, AND SILT FENCES. REFER TO THE SWPPP PLAN FOR ADDTIONAL INFORMATION.

SITE NOTES GRADING NOTES

1. ANY MODIFICATION TO THIS CONSTRUCTION PACKAGE SHALL BE APPROVED BY THE ENGINEER. PRIOR TO SAID APPROVAL, ALL IMPROVEMENT DRAWINGS SHALL BE

UPDATED AT THE CONTRACTOR'S EXPENSE, RESUBMITTED, AND APPROVED BY THE ENGINEER UNLESS NOTED OTHERWISE.

2. ALL WORK SHALL BE IN ACCORDANCE WITH APWA 2025 STANDARD DRAWINGS AND SPECIFICATIONS AND TOOELE COUNTY STANDARDS AND SPECIFICATIONS. IN THE

EVENT OF A CONFLICT, THE MOST STRINGENT SPECIFICATION WILL APPLY.

3. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY: THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS;

AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, ON

CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER, ARCHITECT, OR ENGINEER.

4. ALL SIDEWALKS AND BACK OF CURB SHALL BE GRADED AT 2% CROSS SLOPE OR LESS.

5. SITE CONCRETE SHALL BE 4000 PSI OR GREATER. ALL EXTERIOR CONCRETE WITH OR WITHOUT REINFORCEMENT SHALL HAVE FIBER MESH IN THE CONCRETE MIX.

SIDEWALKS AND CURB & GUTTER SHALL INCLUDE 0.5 LBS/CY OF MICRO FIBER. SLABS, PADS, AND RETAINING WALLS SHALL INCLUDE 3 LBS/CY OF MICRO FIBER.

6. PROOF ROLL SUBGRADE MATERIAL WITH FULLY LOADED WATER TRUCK OR OTHER SIMILARLY LOADED VEHICLE TO FIND SOFT SPOTS. PROOF ROLLING IS

CONSIDERED INCIDENTAL TO THE CONSTRUCTION AND NO ADDITIONAL PAYMENT FOR PROOF ROLLING WILL BE PAID TO THE CONTRACTOR. REMOVE AND REPLACE

SOFT SPOTS TO NOT LESS THAN 12-INCHES BELOW SUBGRADE OR DEEPER AS DIRECTED BY THE OWNER AND AS SPECIFIED IN THE SPECIFICATIONS. REPLACE SOFT

SPOTS WITH GRANULAR FILL, COMPACTED TO NOT LESS THAN 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557. SOFT SPOT REMOVAL WILL BE PAID

ACCORDING TO THE SPECIFICATIONS.

7. COMPACT ROAD BASE TO NO LESS THAN 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557.

8. UTILITIES SHOWN ON THE PROJECT PLANS ARE APPROXIMATE. CONTRACTOR SHALL NOTIFY BLUE STAKES 48 HOURS IN ADVANCE OF ANY CONSTRUCTION.

CONTRACTOR SHALL FIELD VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION.

9. THE CONTRACTOR SHALL LOCATE, RETAIN AND PROTECT ALL EXISTING UTILITIES UNLESS OTHERWISE DIRECTED BY THE OWNER AND AS SHOWN ON THE PROJECT

PLANS. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL UTILITY CONFLICTS UPON DISCOVERY.

10. CONTRACTOR IS RESPONSIBLE FOR REPAIR OR REPLACEMENTS OF ANY DAMAGE TO ADJACENT SURFACE IMPROVEMENTS IMPACTED BY CONSTRUCTION.

11. RECORD DRAWINGS ARE TO BE PROVIDED TO THE OWNER IN ELECTRONIC AND PRINTED FORMATS PRIOR TO FINAL PAYMENT. AS PART OF THE RECORD DRAWINGS, THE CONTRACTOR SHALL USE A SURVEY GRADE GPS DEVICE TO RECORD THE LOCATION OF DISCOVERED AND INSTALLED UTILITY LINES. THE SURVEY SHALL BE

PERFORMED AS LINES ARE FOUND AND LINES ARE INSTALLED AND SHALL BE DONE PRIOR TO THE LINE BEING COVERED. LINE NOT MEASURED WILL BE UNCOVERED, RE-BACKFILLED, AND RE-PAVED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER.

12. CONTRACTOR SHALL OBTAIN ALL PERMITS NECESSARY FOR CONSTRUCTION FROM CITY, COUNTY, STATE, AND OR FEDERAL AGENCIES AS REQUIRED.

13. ALL SIDEWALK SHALL BE GRADED AT 2% CROSS SLOPE OR LESS.

14. ASPHALT PAVING SHALL BE A MINIMUM OF 4-INCHES THICK. IF THICKER, THE PAVING SHALL BE DONE IN LIFTS OF UP TO 3-INCHES THICK AND AT LEAST 1.5" THICK

3/18/26

S

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

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4 OF 16MAR 2026

C-001 05-24-0105

BOUNDARY MAP

MAINTENANCE SHED & WATER SYSTEM

N

279.9'

935.8'

3.5

7.7

PROPOSED BUILDING

PARCEL 06-017-C-9301

PARCEL

06-017-C-9302

PROPERTY LINE

MONUMENT FOUND

X: 54330.82 Y: 49641.26

MONUMENT FOUND

X: 54294.41 Y: 49571.44

MONUMENT FOUND

X: 54241.87 Y: 49577.97

MONUMENT FOUND

X: 52394.45 Y: 46599.76

MONUMENT FOUND

X: 52226.06 Y: 46555.50

3/18/26

15'TYP.

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

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5 OF 16MAR 2026

C-100 05-24-0105

SITE PLAN

MAINTENANCE SHED & WATER SYSTEM

N

GRAPHIC SCALE

Scale: 1"=10'

30'20'10'5'0'

019BOLLARD TYP.

18' TYP.

8'

TY

P.

002 CONCRETE FLATWORK

5' TYP.

5'

TY

P.

004CONCRETE BAY APRON

004 CONCRETE BAY APRON

DIRECT ROOF DRAIN

DOWNSPOUTS TO

CONCRETE PAD

002CONCRETE FLATWORK

001GRAVEL SURFACE

001GRAVEL SURFACE

CONTRACTION JOINTS A

MINIMUM OF EVERY 6'

EXIS

TI

NG T

RANSFE

R S

TA

TI

ON

EQUIPMENT PAD. SEE

SHEET S-100 FOR

DIMENSIONS AND UTILITY

PENETRATION LOCATIONS.

50.7'

BOLLARDS PER S-100

5' 5'

7' 3.5'

3/18/26

S

D

D

WATER @ 4963.2

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

F:

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M. STENQUIST

8 OF 16MAR 2026

C-400 05-24-0105

EROSION CONTROL PLAN

MAINTENANCE SHED & WATER SYSTEM

N

GRAPHIC SCALE

Scale: 1"=10'

30'20'10'5'0'

TRACK OUT PAD PER

APWA PLAN 126

CONSTRUCTION ENTRANCE

3/18/26

1.5 INCH MINUS CRUSHED ROCK

COMPACT EXISTING SURFACE

PRIOR TO PLACING ROCK

SEE SITE PLAN FOR DIMENSIONS

5"

GRAVEL SURFACE

SCALE: N.T.S.

SANITARY SEWER MANHOLE

SCALE: N.T.S. SPEC # 03 70 00

2% MIN.

SLOPE

SEWER

MANHOLE RING AND COVER, D&L SUPPLY

MODEL A-1181 OR EQUAL, LID TO BE

NON-VENTED, LOW PROFILE WAFFLE

PATTERN COVER MARKED "SEWER"

PROVIDE POLY COATED STEEL MANHOLE

STEPS AT 12" O.C., SIMILAR TO AMCOR MODEL

HW1500.

VARIES FOR MANHOLES DESIGNATED AS A 5' OR

6' DIA. MANHOLE AND DEEPER THAN 16', STEPS

SHALL BE INSTALLED AT 16" O.C. AND SHALL

CONFORM TO ASTM C478

RUBBER BOOTED CONNECTORS TYPICAL FOR

PIPE CONNECTIONS, KOR-N-SEAL OR EQUAL

SEWER PIPING, SIZE

AS SHOWN ON PLANS

PRECAST CONCRETE MONOLITHIC

BASE, MINIMUM 4" THICK

PIPE

6" MIN. CONSOLIDATED GRAVEL

(1" MINUS)

PRECAST CONCRETE

MANHOLE, SIZE AS

SHOWN ON PLANS

ECCENTRIC CONE OPENING

ALIGNMENT, WHERE

APPLICABLE

SEAL FRAME TO CONE OR GRADE RINGS W/

HEATED MASTIC

MIN. 1 - 4" GRADE RINGS

MAX. 2 - 6" GRADE RINGS

ALLOWED FOR RIM ELEVATION ADJUSTMENT,

SEAL JOINTS WITH HEATED BITUMEN

SEALANT

GASKETED MANHOLE JOINTS

PRECAST CONCRETE MANHOLE

WALL SECTION

NON-SHRINK GROUT IN ANNULAR

SPACE BETWEEN MANHOLE, BOOT,

PIPE & BASE SECTION TO PIPE

SPRINGLINE

PRECAST CONCRETE CONCENTRIC MANHOLE

CONE SECTION. PROVIDE ECCENTRIC

MANHOLE CONE SECTION FOR MANHOLES

DESIGNATED ON THE DRAWINGS AS 5' OR 6'

DIAMETER MANHOLE

CONSOLIDATED GRAVEL

FG

6"

3' M

AX

2'-6"

3"

PLAN

A

B

ASECTION

SCALE: N.T.S.

BSECTION

SCALE: N.T.S.

3' SUMP

3' SUMP

TRENCH DRAIN

SCALE: N.T.S. SPEC # 33 02 01

TRENCH DRAIN SHALL BE ZURN MODEL Z-806

OR APPROVED EQUAL, ALL FIBERGLASS

CONSTRUCTION WITH FIBERGLASS GRATE

FINISHED FLOOR SLOPED

PER DRAINAGE PLAN

SET TOP OF TRENCH DRAIN

1/2" BELOW FINISHED FLOOR.

SLOPE FLOOR APPROXIMATELY

24"Ø AROUND TRENCH DRAIN

BOTTOM OUTLET

FLEXIBLE PIPE CONNECTION

FERNCO HD-4000 OR APPROVED EQUAL

2" VENT PIPE

2" 90° ELBOW

"P" TRAP

PIPE SIZE AS

SHOWN ON PLANS

TEE

CONCRETE FLATWORK

SCALE: N.T.S.

2% SLOPE AWAY FROM BUILDING

TOOLED

EDGE

VARIES - SEE SITE PLAN

4" 6"

4,000 PSI CONCRETE

UNTREATED BASE

COURSE

CONCRETE BAY APRON

SCALE: N.T.S.

2% SLOPE AWAY FROM BUILDING

TOOLED

EDGE

VARIES - SEE SITE PLAN

6" 6"

4,000 PSI CONCRETE

UNTREATED BASE

COURSE

PIPE & ENCASEMENT

UNDER STRUCTURE

SCALE: N.T.S. SPEC # 33 02 01

2'-0" TYP

STRUCTURE FOOTING

VA

R

IE

S

℄ PIPE

3" C

LR

3" CLR, TYP.

ALL AROUND

FOR PIPES 6" AND SMALLER

MIN. 3" TYP. CLEAR ALL

AROUND

FOR PIPES LARGER THAN 6"

MIN. 6" TYP. CLEAR ALL

AROUND

NOTE:

FOR PIPES SMALLER THAN 6", NO

ENCASEMENT REINFORCEMENT

REQUIRED

#5 @ 12" O.C.

#5 @ 12" O.C.

(1 AT EA. CORNER MIN.)A

ASECTION

N.T.S.

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

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CONSTRUCTION SET

T. BROWN

M. STENQUIST

M. STENQUIST

M. STENQUIST

9 OF 16MAR 2026

C-500 05-24-0105

CIVIL DETAILS

MAINTENANCE SHED & WATER SYSTEM3/18/26

PRESSURE GAUGE TYPE 1

SCALE: N.T.S. SPEC # 40 91 20

SCH. 80

STAINLESS

STEEL NIPPLE

(TYP.)

1 1/4"x1" 3000 LB.

STAINLESS

STEEL BUSHING

1-1/4" 3000 LB. F.S. HALF

COUPLING, WELD TO

PIPE, OR 1 1/4" TAPPED

CONNECTION WHERE

CAST IRON.

COAT W/ EPOXY OR

COAL TAR ENAMEL

PIPE ID

STEEL SHELL

1" STAINLESS

STEEL BALL

VALVE

PRESSURE GAUGE (MIN.

3 1/2"Ø, CALIBRATED IN

APPLICABLE UNITS)

3/16"

PIPE PENETRATION TYPE 7

SCALE: N.T.S. SPEC # 33 02 01

POLYURETHANE

SEALANT

3/16

STEEL PIPE SLEEVE, 1/4"

THICK MIN.

1/4" PLATE WALL FLANGE,

MATERIAL SAME AS SLEEVE

3"

1" CLEARANCE

1"

THICKNESS

VARIES

FLOOR SLAB

TYPICAL PIPE TRENCH TYPE 1

SCALE: N.T.S. SPEC # 31 22 22

SLOPE PER O.S.H.A.

REQUIREMENTS

TRENCH ZONE MATERIAL,

SEE SPECIFICATIONS

IDENTIFICATION

TAPE, AS REQUIRED

PIPE ZONE MATERIAL,

SEE SPECIFICATION

MATCH EXISTING MATERIAL,

GRAVEL, TURF, OR EARTH

6" FOR PIPES 12" DIA. OR

SMALLER 12" FOR PIPES,

PIPES OVER 12" DIA.,

TOP AND BOTTOM

PIPE

0.D.+24"

1'-0"

MIN.

VA

R

IE

S

WHERE MULTIPLE

PIPES SEPARATE BY 9"

BURIED VALVE TYPE 1

SCALE: N.T.S. SPEC # 33 04 01

VALVE

8"

PVC SLEEVE TO

ACCOMODATE VALVE BOX

ADJUSTMENT

CLOW F-2450 VALVE

BOX OR APPROVED

EQUAL

CONCRETE RING

2'-0" DIAMETER,

6" THICK WITH

#4 BAR CONTINUOUS

AROUND BOX.

ADJUST TO FINISH

ELEVATION.

TOP OF PAVEMENT OR

GROUND SURFACE

STORM SEWER MANHOLE

SCALE: N.T.S. SPEC # 03 70 00

2% MIN.

SLOPE

SEWER

MANHOLE RING AND COVER, D&L SUPPLY

MODEL A-1181 OR EQUAL, LID TO BE

NON-VENTED, LOW PROFILE WAFFLE

PATTERN COVER MARKED "SEWER"

PROVIDE POLY COATED STEEL MANHOLE

STEPS AT 12" O.C., SIMILAR TO AMCOR MODEL

HW1500.

VARIES FOR MANHOLES DESIGNATED AS A 5' OR

6' DIA. MANHOLE AND DEEPER THAN 16', STEPS

SHALL BE INSTALLED AT 16" O.C. AND SHALL

CONFORM TO ASTM C478

RUBBER BOOTED CONNECTORS TYPICAL FOR

PIPE CONNECTIONS, KOR-N-SEAL OR EQUAL

STORM PIPING, SIZE

AS SHOWN ON PLANS

PRECAST CONCRETE MONOLITHIC

BASE

PIPE

6" MIN. CONSOLIDATED GRAVEL

(1" MINUS)

PRECAST CONCRETE

MANHOLE, SIZE AS

SHOWN ON PLANS

ECCENTRIC CONE OPENING

ALIGNMENT, WHERE

APPLICABLE

SEAL FRAME TO CONE OR GRADE RINGS W/

HEATED MASTIC

MIN. 1 - 4" GRADE RINGS

MAX. 2 - 6" GRADE RINGS

ALLOWED FOR RIM ELEVATION ADJUSTMENT,

SEAL JOINTS WITH HEATED BITUMEN

SEALANT

GASKETED MANHOLE JOINTS

PRECAST CONCRETE MANHOLE

WALL SECTION

NON-SHRINK GROUT IN ANNULAR

SPACE BETWEEN MANHOLE, BOOT,

PIPE & BASE SECTION TO PIPE

SPRINGLINE

PRECAST CONCRETE CONCENTRIC MANHOLE

CONE SECTION. PROVIDE ECCENTRIC

MANHOLE CONE SECTION FOR MANHOLES

DESIGNATED ON THE DRAWINGS AS 5' OR 6'

DIAMETER MANHOLE

CONSOLIDATED GRAVEL

FG

6"

3' M

AX

2'-6"

3" 3"

PLAN

A

ASECTION

SCALE: N.T.S.

BSECTION

SCALE: N.T.S.

B

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

F:

\S

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\0 to oe le c ou nt y so lid w as te \C

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4/ 8/

:0

PM

CONSTRUCTION SET

T. BROWN

M. STENQUIST

M. STENQUIST

M. STENQUIST

10 OF 16MAR 2026

C-501 05-24-0105

CIVIL DETAILS

MAINTENANCE SHED & WATER SYSTEM3/18/26

1. ALL DESIGN, CONSTRUCTION, AND INSPECTION SHALL BE IN CONFORMANCE WITH THE 2021 INTERNATIONAL

BUILDING CODE (IBC) AND REFERENCED STANDARDS.

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

3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY

WORK INVOLVED.

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

CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO PROTECT THE STRUCTURE DURING

CONSTRUCTION. SUCH PRECAUTIONS SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR

CONSTRUCTION EQUIPMENT, ETC..

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPENSATING THE OWNER FOR ANY CHANGES MADE AS A RESULT OF A DEVIATION FROM THE CONTRACT DOCUMENTS, FAULTY MATERIALS, OR FAULTY WORKMANSHIP.

6. OPTIONS ARE FOR THE CONTRACTOR'S CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED DESIGN CHANGES. COST ASSOCIATED WITH ANY DESIGN WORK INITIATED BY

THE OPTION SHALL BE BORN BY THE CONTRACTOR.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY AND PROTECTION WITHIN AND ADJACENT TO THE JOB SITE.

8. TEMPORARY SHORING AND BRACING SHALL BE PROVIDED WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED INCLUDING WIND. SUCH BRACING SHALL BE LEFT IN PLACE AS LONG AS MAY BE REQUIRED FOR SAFETY OR UNTIL ALL THE STRUCTURAL ELEMENTS ARE COMPLETE.

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

STRUCTURE WITHIN THE LIMITS OF THE DESIGN LOADS.

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

FABRICATION.

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

UNLESS NOTED OR SHOWN OTHERWISE.

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

ENGINEER SHALL NEITHER BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION.

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

MANUFACTURERS (SUPPLIERS) PRIOR TO PLACING CONCRETE OR FABRICATING STEEL.

1. FOOTING ELEVATIONS WHERE SHOWN ARE TOP OF FOOTINGS AND PROVIDE MINIMUM COVER FOR FROST

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

2. EXTERIOR FOOTINGS SHALL BEAR AT A MINIMUM DEPTH OF 2'-6" BELOW FINISHED EXTERIOR GRADE.

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

4. ANY SOIL CONDITION ENCOUNTERED DURING EXCAVATION THAT IS CONTRARY TO THE CONDITIONS USED FOR DESIGN OF FOOTINGS AS OUTLINED IN THE GEOTECHNICAL REPORT, OR ON THE DRAWINGS SHALL BE

BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING.

5. WHERE 6" DIAMETER OR LARGER PIPE PASSES THROUGH AN INTERIOR OR EXTERIOR FOUNDATION WALL, STEP THE FOOTING DOWN TO PASS BELOW PIPE AND THEN STEP BACK UP TO INDICATED ELEVATION.

PROVIDE PIPE SLEEVE THROUGH FOUNDATION WALL. PLACE BOTTOM OF PIPE SLEEVE 12" ABOVE TOP OF

FOOTING.

6. PLACE GRANULAR STRUCTURAL FILL AND/OR AGGREGATE BASE COURSE AS REQUIRED BY THE GEOTECHNICAL REPORT IN MAXIMUM 8-INCH-THICK LOOSE LIFTS AND COMPACT FILLS TO 95% COMPACTION

TO ASTM D1557 (MODIFIED PROCTOR).

7. SHALLOW FOUNDATIONS SHALL BE PLACED ON UNDISTURBED NATIVE SOILS WHEN APPROVED BY THE GEOTECHNICAL ENGINEER. SEE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT #26000121.001A BY KLEINFELDER DATED MAY 9, 2025. THE CONTRACTOR IS RESPONSIBLE FOR THE SUBGRADE PREPARATION

FOR STRUCTURES.

8. ALLOWABLE BEARING CAPACITY = 4000 PSF

1. ALL CONCRETE SHALL MEET THE REQUIREMENTS OF ACI-301, “SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS.” PROPORTIONING OF INGREDIENTS FOR EACH CONCRETE MIX SHALL BE BY METHOD 2 OR THE ALTERNATE PROCEDURE GIVEN IN ACI-301. PLACE CONCRETE PER ACI-304 AND CONFORM TO ACI-604 (306) FOR COLD WEATHER PLACEMENT AND ACI-605 (305) FOR HOT WEATHER PLACEMENT, USE INTERIOR MECHANICAL VIBRATORS WITH 7,000 RPM MINIMUM FREQUENCY. DO NOT OVER-VIBRATE. CONCRETE SHALL BE PLACED MONOLITHICALLY BETWEEN CONSTRUCTION AND CONTROL JOINTS. PROTECT ALL CONCRETE FROM PREMATURE

DRYING, EXCESSIVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER PLACING.

2. STRENGTH

TWENTY-EIGHT DAY COMPRESSIVE STRENGTH SHALL BE: 4000 PSI

SLUMP: 4” + 1 INCH.

MAX. WATER/CEMENT RATIO: 0.45

3. STRUCTURAL CONCRETE EXPOSURE CLASS: S0

4. MATERIALS

CEMENT: ASTM C150, TYPE I OR ASTM C595 TYPE IL.

COARSE AND FINE AGGREGATE: ASTM C33.

WATER SHALL BE CLEAN AND POTABLE.

5. ADMIXTURES

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

MANUFACTURER'S INSTRUCTIONS.

SYNERGIZED PERFORMANCE SYSTEMS: CONCRETE USING ADMIXTURES TO PRODUCE FLOWABLE CONCRETE

MAY BE USED SUBJECT TO ENGINEER'S APPROVAL.

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

EXPOSED TO THE EXTERIOR ENVIRONMENT.

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

8. THE FLATNESS AND LEVELNESS OF CONCRETE FLOORS SHALL BE MEASURED WITHIN 48 HOURS OF FINISHING PER ASTM E 1155: STANDARD TEST METHOD FOR DETERMINING FLOOR FLATNESS AND LEVELNESS USING THE

F-NUMBER SYSTEM.

GENERAL:

SPECIFIED OVERALL F-NUMBER FF 25/FL 20

MINIMUM LOCAL F-NUMBER FF 15/FL 12

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

PRIOR TO COMMENCING WORK.

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

SPECIFICATIONS AND ACI STANDARDS AND PRACTICES.

11. DOWEL VERTICAL BARS THE DEVELOPMENT LENGTH INTO STRUCTURE ABOVE AND FOOTINGS BELOW. PROVIDE 90 DEGREE HOOK WHERE DEVELOPMENT LENGTH IS NOT POSSIBLE. LAP ALL REINF. IN CONCRETE THE LISTED

LENGTH U.N.O.

12. BEFORE CONCRETE IS POURED CHECK WITH ALL TRADES TO ENSURE PROPER PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATIVE TO WORK.

13. REFER TO DRAWINGS FOR TYPICAL CONSTRUCTION JOINT DETAILS. UNLESS NOTED IN DRAWINGS, ALL

REINFORCEMENT SHALL BE CONTINUOUS THROUGH JOINTS UNLESS NOTED OTHERWISE.

14. WHERE EXTERIOR SLABS ON GRADE ABUT FOUNDATIONS OR COLUMNS PROVIDE 3/8" PREFORMED EXPANSION

JOINT WITH SEALANT.

15. CONTRACTOR TO SEAL ALL EXTERIOR SLAB CONCRETE WITH CURING AND PROTECTIVE SEALERS. CURING SEALER SHALL BE USED UPON COMPLETION OF CONCRETE PLACEMENT. A SILANE 40 OR APPROVED EQUAL PROTECTIVE SEALER SHALL ALSO BE APPLIED TO ALL FINISHED CONCRETE WITHIN A YEAR OF PLACEMENT.

CONTRACTOR TO COORDINATE WITH THE PROJECT ENGINEER TO ENSURE THAT ADEQUATE TIME HAS BEEN ALLOWED FOR CURING SEALER TO WEAR OFF BEFORE THE PROTECTIVE SEALER SHALL BE APPLIED

1. ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH MNL-66(20): ACI DETAILING

MANUAL - 2004.

2. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064.

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

4. REINFORCING BARS THAT ARE TO BE WELDED, INCLUDING DEFORMED BAR ANCHORS (D.B.A.) SHALL COMPLY WITH ASTM A706 OR ANOTHER APPROVED WELDABLE GRADE AND SHALL BE WELDED IN ACCORDANCE WITH

THE A.W.S. RECOMMENDATIONS.

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

ALL SPLICES IN CONCRETE SHALL LAP THE LISTED LAP LENGTH.

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

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

B. ALL OTHER CONCRETE:2"

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

BY THE ENGINEER.

8. REFER TO WALL CORNER AND WALL INTERSECTION REINFORCING DETAIL. IN GENERAL, THE WALL CORNER REINFORCING SIZES AND SPACING SHALL BE CALLED OUT ON THE PLANS AND REFERENCED TO THESE DETAILS AND THE TYPICAL HORIZONTAL WALL REINFORCING SHALL LAP WITH THE HORIZONTAL REINFORCING.

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

CONCRETE HOOK DETAILS.

10. ALL WALL CORNER AND WALL INTERSECTION REINFORCEMENT BARS SHALL BE CONTINUOUS AROUND CORNERS AND THROUGH COLUMNS OR PILASTERS. REINFORCEMENT SHALL BE EXTENDED INTO CONNECTING

WALLS AND LAPPED ON THE OPPOSITE FACE OF THE CONNECTING WALLS.

11. ALL REINFORCEMENT BENDS AND LAPS, UNLESS OTHERWISE NOTED, SHALL SATISFY THE REQUIREMENTS OF THE STD. CONCRETE HOOK SCHEDULE AND THE CONCRETE REINFORCEMENT LAP AND DEVELOPMENT

SCHEDULES.

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

ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . Lr = 20 PSF

STORAGE ROOM ROOF LIVE LOAD. . . . . . . . . . . L = 125 PSF

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

SNOW LOAD:

GROUND SNOW LOAD. . . . . . . . . . . . . . . . Pg = 35 PSF

SNOW IMPORTANCE FACTOR. . . . . . . . . Is = 1.0 SNOW EXPOSURE FACTOR. . . . . . . . . . . Ce = 1.0 SNOW THERMAL FACTOR . . . . . . . . . . Ct = 1.1 FLAT ROOF SNOW LOAD. . . . . . . . . . . . . Pf = 30.1 PSF SLOPED ROOF SNOW LOAD . . . . . . . . . . Ps = 30.1 PSF

WIND:

BASIC WIND SPEED . . . . . . . . . . . . . . . . . . V = 115 MPH

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

SEISMIC:

SEISMIC IMPORTANCE FACTOR. . . . . . . . . . . . IE = 1.0

SPECTRAL RESPONSE ACCELERATION. . . . . SS = 0.698

SPECTRAL RESPONSE ACCELERATION. . . . . S1 = 0.251

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

SPECTRAL RESPONSE COEFFICIENT . . . . . . SDS = 0.578

SPECTRAL RESPONSE COEFFICIENT . . . . . . SD1 = N/A

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

GENERAL CONCRETE REINFORCING STEEL

FOOTINGS

DESIGN CRITERIA

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT

RELATED QUESTIONS.

2. REBAR DOWELING INTO CONCRETE

2.1. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

2.1.1. HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT AND VACUUM

2.1.2. HILTI HIT-HY 500v3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT AND VACUUM

2.1.3. HILTI HIT-RE 500v3 SAFE SET SYSTEM WITH HILTI ROUGHENING TOOL IN DIAMOND CORED HOLES

3. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR

OTHER SUCH METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION

REQUESTS FOR ALTERNATE PRODUCTS OR DRILLING METHODS MUST BE APPROVED IN WRITING BY THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO USE.

4. USE OF DIAMOND CORE BIT WITH ROUGHENING TOOL FOR ANCHOR HOLES REQUIRES APPROVAL FROM ENGINEER OF RECORD PRIOR TO DRILLING. UNLESS OTHERWISE SHOWN IN THE DRAWINGS, ALL HOLES

SHALL BE DRILLED PERPENDICULAR TO THE CONCRETE SURFACE.

5. INSTALL ANCHORS PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS, AS INCLUDED IN

THE ANCHOR PACKAGING.

6. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS

ARE TRAINED PRIOR TO THE COMMENCEMENT OF ANCHOR INSTALLATION.

7. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF

ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

CLEARANCES INDICATED ON THE DRAWINGS.

POST-INSTALLED ANCHORS

SHOP DRAWINGS

1. CONCRETE MIX DESIGN

2. CONCRETE REINFORCING STEEL

NON-SHRINK GROUT

1. F'C = 7,000 PSI MINIMUM IN 28 DAYS. FILL UP ENTIRE SPACE AVOIDING AIR POCKETS.

2. GROUT SHALL BE HIGH STRENGTH, NON-METALLIC, NON-SHRINKING SLURRY GROUT.

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

f:\

SL

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\0 to oe le c ou nt y so lid w as te \C

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\S he et s\ m ai nt en an ce s he d\

ST

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\S tru ct ur al p la ns .d w g

4/

8/

:2

PM

CONSTRUCTION SET

T. BROWN

M. STENQUIST

B. MARSH

K. BENSON

11 OF 16MAR 2026

S-000 05-24-0105

STRUCTURAL NOTES

MAINTENANCE SHED & WATER SYSTEM

1. REFER TO STRUCTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILS, ADDITIONAL NOTES AND

SCHEDULES PERTAINING TO PLYWOOD ROOF.

2. STRUCTURAL FRAMING LUMBER SHALL BE CLEARLY MARKED AND MEET THE FOLLOWING MINIMUM GRADES

AS DEFINED BY THE 2018 EDITION OF THE NATIONAL DESIGN SPECIFICATION:

A. 2" TO 4" THICK

5" AND WIDER: DOUGLAS FIR-LARCH GRADE NO.2

B. LVL: Fb = 2,600 PSI MIN., E=2,000,000 PSI

3. ALL ROOF AND FLOOR JOISTS SHALL BE SUPPORTED LATERALLY AT THE ENDS AND AT EACH SUPPORT BY SOLID BLOCKING 2" THICK AND THE FULL DEPTH OF THE JOIST, EXCEPT WHERE THE END OF THE JOIST IS

ATTACHED TO A HEADER OR BOND BEAM WITH METAL ANCHORS OR HANGERS.

4. ALL NAILS SPECIFIED ON DETAILS OR SCHEDULED SHALL BE COMMON STEEL WIRE NAILS (COATED) UNLESS NOTED OTHERWISE AND SHALL COMPLY WITH REQUIREMENTS OF ASTM F 1667 AND IBC SECTION 2303.6.

MIN. PENETRATION

NAIL SIZE SHANK DIAMETER INTRO SUPPORTED MEMBER

6d 0.113" 1.25" 8d 0.131" 1.50" 10d 0.148" 1.63" 12d 0.148" 1.63" 16d 0.162" 1.75"

5. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER SMALLER

THAN THAT OF THE NAILS.

6. ALL JOISTS AND BEAM HANGERS, FRAMING ANCHORS, STRAP TIES, AND OTHER METAL FASTENERS FOR

WOOD FRAMING SHALL BE SIMPSON BRAND (OR EQUIV.).

7. UNLESS NOTED OTHERWISE, ANCHOR ALL TRUSSES, RAFTERS AND JOISTS TO SUPPORTS WITH GALVANIZED

FRAMING ANCHORS.

8. UNLESS NOTED OTHERWISE, PROVIDE 2 X CONTINUOUS BLOCKING BETWEEN MAIN MEMBERS AT ALL

RIDGES, HIPS AND VALLEYS.

9. CUTTING AND NOTCHING OF STUDS. IN EXTERIOR WALLS AND BEARING PARTITIONS, ANY WOOD STUD IS PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. CUTTING OR NOTCHING OF STUDS TO A DEPTH NOT GREATER THAN 40% OF THE WIDTH IS PERMITTED IN NONBEARING

PARTITIONS SUPPORTING NO LOADS OTHER THAN THE WEIGHT OF THE PARTITION.

10. BORED HOLES IN STUDS. A HOLE NOT GREATER IN DIAMETER THAN 40% OF THE STUD WIDTH IS PERMITTED TO BE BORED IN ANY WOOD STUD. BORED HOLES NOT GREATER THAN 60% OF THE WIDTH OF THE STUD ARE PERMITTED IN NONBEARING PORTIONS OR IN ANY WALL WHERE EACH BORED STUD IS DOUBLED, PROVIDED

NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLED STUDS ARE SO BORED.

11. IN NO CASE SHALL THE EDGE OF THE BORED HOLE BE NEARER THAN 5/8" TO THE EDGE OF THE STUD.

12. NAILING AND CONNECTION SHALL BE IN CONFORMANCE W/ IBC AND AITC. REFER TO IBC 2021, TABLE

2304.10.2 FOR FASTENING SCHEDULE.

13. ALL BOLTS FOR STRUCTURAL WOOD CONNECTIONS SHALL BE ASTM A307 BOLTS.

14. P.T. LUMBER SHALL BE IN CONFORMANCE WITH IBC SECTION 2303.1.9

15. NAILS IN CONTACT WITH P.T. LUMBER SHALL BE STAINLESS STEEL.

16. GLUE-LAMINATED BEAMS SHALL CONFORM TO I.B.C COMBINATION 24F-V4 FOR SIMPLE SPANS, 24F-V8 FOR

MULTIPLE SPANS OR CANTILEVERED BEAMS PER ICBO REPORT 2519 (UNLESS SHOWN OR NOTED

OTHERWISE ON DRAWINGS). LUMBER SHALL BE DOUGLAS FIR 2400 PSI. CAMBER FOR DEAD LOAD AS SHOWN

ON DRAWINGS. WATERPROOF GLUE ALL BEAMS.

17. WOOD SHEATHING SHALL MEET THE RATING REQUIREMENTS OF THE APA FOR EXPOSURE 1 AND SHALL CONFORM TO THE REQUIREMENTS FOR ITS TYPE IN USDOC PC1 OR USDOC PS2. THE PANELS MUST BE IDENTIFIED BY THE TRADEMARKS OF THE APPROVING TESTING AND INSPECTION AGENCY. WOOD SHEATHING SPAN RATINGS FOR THE CORRESPONDING THICKNESS ARE LISTED BELOW. SEE NOTES AND

SCHEDULES FOR SHEATHING THICKNESS REQUIREMENTS.

7/16" THICK - 24/16 SPAN RATING

15/32" THICK - 32/16 SPAN RATING

19/32" THICK - 40/20 SPAN RATING

23/32" THICK - 48/24 SPAN RATING

WOOD FRAMING

3/18/2026

1. SPECIAL INSPECTION SHALL BE PROVIDED ACCORDING TO IBC CHAPTER 17 FOR THE ITEMS IDENTIFIED IN

THIS SECTION AND ON THE CONTRACT DOCUMENTS.

2. THE NAMES AND CREDENTIALS OF SPECIAL INSPECTORS TO BE USED SHALL BE SUBMITTED TO THE

BUILDING DEPARTMENT WHEN APPLYING FOR A BUILDING PERMIT.

3. SPECIAL INSPECTION REPORTS SHALL BE DELIVERED TO THE OWNER BI-WEEKLY OR MORE FREQUENTLY AS

REQUIRED BY THE INSPECTOR OR BUILDING OFFICIAL.

4. OFF-SITE FABRICATION: WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED ON THE PREMISES OF A FABRICATORS SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.2.5 UNLESS THE FABRICATOR IS

APPROVED ACCORDING TO IBC SECTION 1704.2.5.1.

5. CONCRETE CONSTRUCTION: SPECIAL INSPECTIONS AND VERIFICATIONS SHALL BE PROVIDED IN

ACCORDANCE WITH TABLE 1705.3.

8. SOILS: SPECIAL INSPECTION SHALL BE PROVIDED FOR PLACEMENT OF FILL 12 INCHES OR MORE DEEP IN

ACCORDANCE WITH SECTION 1705.6.

9. ADHESIVE ANCHORS: PRIOR TO AND DURING ADHESIVE INJECTION TO ENSURE PROPER INSTALLATION AS PER MANUFACTURERS REQUIREMENTS. CONTRACTOR SHALL REVIEW AND SUBMIT PROPOSED ADHESIVE

MANUFACTURERS ICC OR IAPMO REPORT TO ENGINEER PRIOR TO INSTALLATION.

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT IN ACCORDANCE WITH IBC SECTION 1704.4.

THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY

ASSURANCE PLAN.

B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE

CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND

FREQUENCY OF REPORTING, AND THE DISTRIBUTION OF REPORTS.

D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THE POSITION(S)

IN THE ORGANIZATION.

QUALITY ASSURANCE

CONTRACTOR RESPONSIBILITY

QUALITY ASSURANCE PLAN

ALL GRADES OF STEEL (MIN. YIELD STRENGTHS)

D = FINISHED INSIDE BEND DIAMETER

d = BAR DIAMETER

D = 6d FOR #3 THROUGH #8 D = 8d FOR #9, #10 AND #11 D = 10d FOR #14 AND #18

RECOMMENDED END HOOKS

BAR

SIZE D

180° HOOKS

A B

90° HOOKS

A

#3 21 4" 5" 3" 6"

#4 3" 6" 4" 8"

NOTES:

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

REQUIREMENTS SHOWN IN THE TABLE "REINFORCEMENT LAP LENGTHS."

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

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

HORIZONTAL WALL BARS ARE CONSIDERED TOP BARS.

CONCRETE REINFORCEMENT LAP & DEVELOPMENT SCHEDULES

NTS

HOOK EMBED

DEPTH

7"

9"

#5 33 4" 7" 5" 10"

#6 41 2" 8" 6" 1'-0"

1'-7"113 4"1'-3"91

2"#9

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

1'-2"7"10"51 4"#7

1'-10"1'-11 4"1'-5"103

4'#10

#11 12" 1'-7" 1'-23 4" 2'-0"

#14 181 4" 2'-3" 1'-93

4" 2'-7"

#18 24" 3'-0" 2'-41 2" 3'-5"

(IN ACCORDANCE WITH ACI 318-14)NTS

STD. CONCRETE HOOK SCHEDULE

12"

14"

23"

21"

18"

26"

31"

41"

16"

NOTE: EMBED BARS WITH HOOKS TO THE DEPTH

SHOWN.

VERIFICATION AND INSPECTION CONTINUOUS DURING

TASK LISTED

PERIODICALLY DURING

TASK LISTED

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

DESIGN BEARING CAPACITY.

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

MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

-- X

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

PLACEMENT AND COMPACTION OF COMPACTED FILL.

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

HAS BEEN PREPARED PROPERLY.

-- X

-- X

X --

-- X

TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED

STANDARD

IBC

REFERENCE

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

VERIFY PLACEMENT.

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

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

-- X ACI 318 CH. 20,

25.2, 25.3, 26.6.1-26.6.3

1908.4

--X ACI 318:17.8.2.4 --

-- X ACI 318: CH. 19,

26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

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

TEMPERATURE OF THE CONCRETE.

X -- ASTM C172,

ASTM C31,

ACI 318: 26.4, 26.12

1908.10

6. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES. X -- ACI 318: 26.5

1908.6, 1908.7, 1908.8

7. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

-- X ACI 318:

26.5.3-26.5.5 1908.9

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

CONCRETE MEMBER BEING FORMED. -- X

ACI 318:

26.11.1.2(b) --

TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

2. INSPECT ANCHORS CAST IN CONCRETE.

-- X ACI 318:17.8.2 --

-- X ACI 318: 17.8.2 --

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

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

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

OTHER BAR

TOP BAR

BAR SIZE

REINFORCEMENT LAP LENGTHS

CONCRETE DESIGN STRENGTH - 4000 PSI

EQ EQ

TYPE A

HORZ

REINF

VERT

REINF

TYPE B

E.F. = EACH FACE

O.F. = OUTSIDE FACE (AGAINST SOIL)

I.F. = INSIDE FACE

3L = THREE LAYERS

TYPE C

MARK THICK

CW-1 8"

CONCRETE FOUNDATION WALL SCHEDULE

HORIZONTAL VERTICAL

REINFORCING

#4 @ 12" O.C.

REINFORCING

#4 @ 12" O.C.

PLACEMENT

TYPE A

NOTES:

1. HORIZONTAL WALL REINFORCING SHALL BE CONTINUOUS THRU CONSTRUCTION & CONTROL JOINTS.

2. SPLICES IN HORIZONTAL WALL REINFORCING SHALL BE TYPE Lsb, STAGGERED SUCH THAT SPLICES

DO NOT OVERLAP. SPLICES IN TWO CURTAINS SHALL NOT OCCUR IN THE SAME LOCATION.

PLACEMENT TYPE

HORZ

REINF

VERT

REINF

TYPE D

CONCRETE WALL

WALL CORNERS WALL INTERSECTIONS

M

AXS/

HORIZ CONCRETE

WALL REINF

VERT CONCRETE

WALL REINF

DOWEL W/ ACI

90°HOOK

TYPICAL CONCRETE WALL REINFORCING, CORNERS AND INTERSECTIONS PLAN VIEW

d

B

4d or

2 1/2" MIN

D

HOOK ADETAILING

DIMENSION

180° HOOK

d dA

D

DETAILING

DIMENSION

90° HOOK

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

f:\

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CONSTRUCTION SET

T. BROWN

M. STENQUIST

B. MARSH

K. BENSON

12 OF 16MAR 2026

S-001 05-24-0105

STRUCTURAL NOTES

MAINTENANCE SHED & WATER SYSTEM

Lsb

Ls b

Ls b

CW-2 6" #4 @ 18" O.C. #4 @ 18" O.C. TYPE A

STRUCTURAL KEY NOTES#

1. RECESS CONCRETE WALL AT HATCHED ENTRY WAY, TYPICAL.

2. FOUNDATION WALL, TYPICAL

3. CONCRETE PIER, TYPICAL

4. CONTINUOUS FOOTING, TYPICAL

5. SPREAD FOOTING, TYPICAL

6. #4 HAIRPIN BAR AROUND ANCHORS EXTEND INTO FLOOR SLAB,

TYP. SEE DETAIL 3/S500

7. STEP IN FOUNDATION WALL

8. CONCRETE SLAB ON GRADE SEE SHEET S101

9. FLOOR DRAIN 1" BELOW FINISHED FLOOR ELEVATION. GRADE

FLOOR IN STORAGE ROOM TO FLOOR DRAIN.

10. TRENCH DRAIN PER 20/S500

11. DROP FOOTING 1'-6" FOR PLUMBING LINE SEE DETAIL 18/S500

12. BOLLARD, SEE DETAIL 19/S500

13. CONCRETE FOUNDATION WALLS ON GRIDS A AND C EXTEND

ABOVE FINISHED FLOOR

14. GRADE BEAM PER 12 AND 14 ON S500

15. FLOOR SLAB RIDGE IS AT GRID 3 AND SLOPES TOWARD TRENCH

DRAINS

16. FOR FRAMED STORAGE SEE SHEET S102

17. 6" HOUSEKEEPING PAD SEE DETAIL 7/S500. MATCH TOP OF CURB

WALL ELEVATION.

18. CURBWALL FOR FRAMED WALL

LEGEND

FOUNDATION WALL

FOOTING

RECESSED WALL

FOUNDATION STEP

s s

FS2.6

AB2

CP1

FS3.6

AB3

CP3

1 2 3 4

C

B

A

'-0

'-0

25'-0" 25'-0" 25'-0" 25'-0"

12 TYP.

FS3.6

AB3

CP3

FS2.9

AB3

CP2

FS4.3

AB1

CP2

FS4.3

AB1

CP1

FS2.0

AB1

CP2

FS2.9

AB3

CP2

FS3.6

AB3

CP3

FS2.0

AB2

CP2

FS3.6

AB3

CP3

TOP OF PIER =

4967.27 TYP.

TOP OF WALL =

4967.27

FINISHED

FLOOR =

4967.27

S

S

S

S

5'-4"

FC

1.

FINISHED FLOOR

= 4967.24

FINISHED FLOOR

= 4967.45

TOP OF WALL

= 4970.27 FC1.6

FC

1.

FC1.6

FC

1.

TOP OF WALL

= 4967.27

FINISHED

FLOOR =

4967.27

FINISHED FLOOR =

4967.24

TOP OF PIER =

4967.27 TYP.

FC1.6

TOP OF WALL

= 4970.27

C W

-1

141414

CW-1

CW-1

C W

-116

4' -0

'-0

4' -0

'-0

AB4

AB4

AB4

AB4

4' -0

'-0

AB4

AB4

FINISHED FLOOR

= 4967.45

FINISHED

FLOOR =

4967.45

FC1.6

FC

1.

CW-2

CW-2

C W

-2C W

-2

36'

3'

6'3'

4'-3"

S

S

S

S11 5'-6" 4'-6"4'-6"

9'-0" 5'-0"

TOP OF WALL

= 4967.95

TOP OF WALL

= 4967.95

SLOPE TO DRAIN SLOPE TO DRAIN

FINISHED FLOOR

= 4967.35

32'-0"

FS2.0

AB2

CP2

FOUNDATION PLAN NOTES:

1. THIS FOUNDATION PLAN IS BASED ON THE COLUMN BASE ANCHOR REACTIONS

FROM CO BUILDING SYSTEMS FOR PROJECT NUMBER: 25104840 STAMPED

JANUARY 20, 2026.

2. VERIFY ALL DIMENSIONS WITH METAL BUILDING SYSTEM.

3. PLACEMENT LOCATION OF ANCHOR RODS SHALL BE IN ACCORDANCE WITH METAL

BUILDING DRAWINGS. ALL METAL BUILDING ANCHORS TO BE PER SCHEDULE

BELOW.

4. FOR REINFORCING SPLICES PROVIDE LAP LENGTHS AS FOUND IN THE

REINFORCING LAP LENGTHS SCHEDULE ON SHEET S001 WALL HORIZONTAL BARS

REQUIRE TOP BAR LAP LENGTHS, SEE SCHEDULE.

5. CENTER FOOTINGS UNDER WALLS AND STEEL COLUMNS. UNO.

S500

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

SCALE: 3/16"=1'-0"

FOUNDATION PLAN

FOOTING SCHEDULE

FC1.6 1'-6"x12"xCONT, (3) #5 BARS CONT.

FS2.0 2'-0"x2'-0"x1'-0" (3) #4 BARS EACH WAY

FS2.6 2'-6"x2'-6"x1'-0" (4) #4 BARS EACH WAY

FS2.9 2'-9"x2'-9"x1'-0" (4) #4 BARS EACH WAY

FS3.6 3'-6"x3'-6"x1'-0" (3) #5 BARS EACH WAY TOP AND BOTTOM

FS4.3 4'-3"x4'-3"x1'-0" (4) #5 BARS EACH WAY TOP AND BOTTOM

PIER SCHEDULE

CP1 1'-0"x1'-0" (8) #4 VERTICAL BARS, SEE DETAIL 6/S500

CP2 1'-0"x1'-9" (10) #4 VERTICAL BARS, SEE DETAIL 8/S500 AND 10/S500

CP3 1'-6"x2'-0" (12) #4 VERTICAL BARS, SEE DETAIL 9/S500

NOTES:

1. ALL PIERS REQUIRE #3 PIER TIES AT 6" O.C. FULL HEIGHT OF PIER.

2. FOR ADDITIONAL PIER ANCHOR REINFORCING, REFER TO ANCHOR REINFORCING

DETAILS 11,15,16, AND 17 ON S500

ANCHOR BOLT SCHEDULE

MARK ANCHOR SIZE AND EMBEDMENT

AB1 (4) 5/8"Ø W/ 16" EMBEDMENT

AB2 (4) 3/4"Ø W/ 16" EMBEDMENT

AB3 (4) 7/8"Ø W/ 16" EMBEDMENT

AB4 (2) 1/2" Ø W/ 16" EMBED

NOTES:

1. ALL ANCHOR BOLTS ARE ASTM F1554 GRADE 36 ANCHORS W/ 1/4" x 2" x 2" PLATE

BETWEEN (2) HEAVY HEX NUTS TIGHTENED TOGETHER AT EMBEDDED END.

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CONSTRUCTION SET

T. BROWN

M. STENQUIST

B. MARSH

K. BENSON

13 OF 16MAR 2026

S-100 05-24-0105

FOUNDATION PLAN

MAINTENANCE SHED & WATER SYSTEM

S500

S500

S500 TYP.

S500 TYP.

S500 TYP.

S500 TYP.

S500 TYP.

S500

10&17 S500

6&16 S500

S500

8&15 S500

8&15 S500

9&11 S500

9&11 S500

9&11 S500

9&11 S50010

S500

S500

S500

S500

LEGEND

FOUNDATION WALL

CONTROL/

CONSTRUCTION JOINT

RECESSED WALL

FOUNDATION STEP

s s

STRUCTURAL KEY NOTES#

1. (2) #4 BARS x 48" TO MITIGATE SLAB CRACKING AS SHOWN

2. CONTROL/CONSTRUCTION JOINTS, TYPICAL

3. RECESS CONCRETE WALL AT HATCHED ENTRY WAY, TYPICAL.

4. TRENCH DRAIN, TYPICAL

5. 6" CONCRETE SLAB ON GRADE W/ #4 BARS AT 18" O.C. EACH WAY

CENTERED IN SLAB.

6. FOR FRAMED STORAGE ROOM SEE SHEET S102

7. HOUSE KEEPING PAD

1 2 3 4

C

B

A

1 TYP.

4 4

N

SLAB PLAN NOTES:

1. THIS SLAB PLAN IS BASED ON THE COLUMN BASE ANCHOR REACTIONS FROM

CO BUILDING SYSTEMS FOR PROJECT NUMBER: 25104840 STAMPED JAN 20,

2026.

2. VERIFY ALL DIMENSIONS WITH METAL BUILDING SYSTEM.

3. FOR REINFORCING SPLICES PROVIDE LAP LENGTHS AS FOUND IN THE

REINFORCING LAP LENGTHS SCHEDULE ON SHEET S001 WALL HORIZONTAL

BARS REQUIRE TOP BAR LAP LENGTHS, SEE SCHEDULE.

4. REFER TO S000 FOR CONCRETE SLAB FLATNESS REQUIREMENTS. REFER TO

ACI 302.1R FOR ADDITIONAL GUIDANCE FOR MEETING FLOOR FLATNESS

REQUIREMENTS.

5. CONTROL JOINTS (CJ) IN THE FLOOR SLAB ARE TO BE PROVIDED AT

COORDINATED EQUAL SPACE INCREMENTS NOT EXCEEDING 14'-0" O.C. SEE

SLAB PLAN FOR APPROXIMATE LOCATIONS. SEE DETAIL 1/S-500

6. DIAMOND-SHAPED DOWEL PLATE CONSTRUCTION JOINTS ARE TO BE

PROVIDED AT COORDINATED EQUAL SPACING INCREMENTS AT THE END OF

EACH SLAB PLACEMENT PERIOD AND SHALL BE ALIGNED WITH CONTROL

JOINTS SHOWN ON THE PLAN. CONTRACTOR SHALL COORDINATE

DIAMOND-SHAPED DOWEL PLATE CONSTRUCTION JOINT LOCATIONS BASED

ON PRACTICAL WORK LOAD PLACEMENT REQUIREMENTS. SEE DETAIL 2/S500

7. PROVIDE 1/2" EXPANSION MATERIAL AT SLAB INTERFACE TO EXTERIOR

CONCRETE WALL AT ALL LOCATIONS.

8. FOR THICKENED SECTIONS OF THE SLAB ON GRADE AND GRADE BEAMS THAT

ARE INTEGRAL WITH THE SLAB ON GRADE SEE SHEET S100

QA

This document or any part thereof in detail or design concept is the property of Forsgren Associates Inc.

and shall not be copied without the written authorization of Forsgren Associates Inc.

APPROVEDNO. REVISIONS

DESIGNED

DRAWN

DATEBY

(IF NOT 2"- SCALE ACCORDINGLY)

AT FULL SIZE

LINE IS 2 INCHES

ATTENTION

PAGE NO:DATE:

SHEET NO:

PROJECT NO:

Know what'sbelow.

before you dig.Call

R

370 EAST 500 SOUTH, STE 200, SALT LAKE CITY, UT 84111

PH: 801.364.4785 FAX: 801.364.4802

AN APEX COMPANY

SCALE: 3/16"=1'-0"

SLAB PLAN

f:\

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CONSTRUCTION SET

T. BROWN

M. STENQUIST

B. MARSH

K. BENSON

14 OF 16MAR 2026

S-101 05-24-0105

SLAB PLAN

MAINTENANCE SHED & WATER SYSTEM

15'-0"

15'-…