1-Payson 100 South Improvements 8-18-25.pdf

PDF 19 MB Posted Jan 15, 2026

Attached to: PAYSON 100 SOUTH IMPROVEMENTS
Solicitation number: PAYSON2026ST001
Issued by: Utah County, Utah

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Written by GovTribe AI · Jan 15, 2026

Summary of 100 South Improvements Project Documentation

This document is a Final Plan Set prepared by Atlas Engineering for Payson City, Utah, detailing the design specifications for the 100 South Improvements project located in Payson, Utah. The project scope includes removal and replacement of asphalt pavement, installation of concrete curb, gutter, and sidewalk, installation of a retaining wall, and installation of storm drain catch basins, piping, and subsurface retention system. The Verti-Block retaining wall component features a wall length of 178 feet with a maximum height of 12.0 feet, requiring material quantities including 21 top units, 80 36-inch units, 40 48-inch units, 28 60-inch units, and various corner and specialized blocks. The pavement work encompasses 395.49 linear feet of curb and gutter, 1,958 square feet of sidewalk, 8,968 square feet of asphalt installation, and 7,458 square feet of asphalt removal. The plan set includes utility infrastructure consisting of proposed water valves, fire hydrants, culinary water lines, storm drains, and sewer connections, along with grading and drainage systems designed according to APWA Standards and Specifications.

The retaining wall design incorporates specific construction specifications including a 6-inch minimum crushed stone leveling pad, 4-inch perforated drainage pipe installation, non-woven geotextile fabric, and free-draining gravel backfill compacted to 95 percent of maximum dry density per ASTM D1557. The project design accommodates seismic parameters based on ASCE 7-16 criteria with a mapped MCEG PGA of 0.776g for Site Class D soils, and includes geotechnical recommendations for proper drainage, erosion control, and soil preparation. Construction observation by IGES, Inc. is required at multiple stages including excavation, block installation, backfill placement, and final wall completion to ensure compliance with design criteria. The plans specify that retaining walls are vulnerable to hydrostatic pressures and erosion immediately following installation and prior to landscaping completion, requiring immediate implementation of surface drainage controls and vegetative protection measures.

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100 SOUTH IMPROVEMENTS

PAYSON, UTAH

FINAL PLAN SET

SHEET SHEET NAME

-SHEET INDEX-

SITE LOCATION

AUGUST 2025

100 SOUTH IMPROVEMENTS

RIGHT-OF-WAY IMPROVEMENTS

ATLAS ENGINEERING

PHONE:801-655-0566

946 E. 800 N. SUITE A

SPANISH FORK, UT 84660CIVIL · STRUCTURAL · SURVEY

NORTH

AutoCAD SHX Text

%%UVICINITY MAP

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-NTS-

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OWNER/DEVELOPER PAYSON CITY

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1 2 3 4 PP-01 DT-01 DT-02 8-15

AutoCAD SHX Text COVER UTILITY PLAN GRADING PLAN EXISTING TOPOGRAPHY PLAN & PROFILE - 100 SOUTH - STA. 10+00 TO STA. 14+00 DETAIL SHEET DETAIL SHEET VERTIBLOCK RETAINING WALL DESIGN - BY OTHERS

AutoCAD SHX Text C:\USERS\GARRISONWEST\ONEDRIVE - ATLAS ENGINEERING\1.0 OPERATIONS\1.1 - CIVIL\2025\25-028 100 S PAYSON ROAD DESIGN\CADD\FINAL\01-COVER.DWG

AutoCAD SHX Text ENGINEER/SURVEYOR CONTACT INFO: ATLAS ENGINEERING LLC (801) 655-0566 946 E. 800 N. SUITE A SPANISH FORK, UT 84660

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PROPOSED PRESSURIZED

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PROPOSED WATER VALVE

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PROPOSED FIRE HYDRANT

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PROPOSED CULINARY WATER

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PROPOSED STORM DRAIN

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PROPOSED SEWER

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EXISTING SANITARY SEWER W/MANHOLE

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EXISTING FENCE LINE

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EXISTING OVER HEAD POWER

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EDGE OF PAVEMENT

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EXISTING DEED LINE

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EASEMENT

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SECTION LINE

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RIGHT-OF-WAY LINE

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CENTERLINE

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PROPERTY BOUNDARY

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EXISTING SIGN

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EXISTING STREET LIGHT

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EXISTING WATER VALVE

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LOT LINE

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EXISTING PRESSURIZED IRRIGATION

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EXISTING STORM DRAIN W/MH

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EXISTING FIRE HYDRANT

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PROPOSED STREET LIGHT

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EXISTING POWER POLE

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%%ULEGEND

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IRRIGATION (PURPLE PVC)

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15"SD

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8"SS

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EX.SD

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AutoCAD SHX Text D

AutoCAD SHX Text S

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EXISTING WATER

AutoCAD SHX Text D

AutoCAD SHX Text S

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6"PI

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8"CUL

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EX.PI

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EX.CUL

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(APPLIES TO ALL SHEETS)

AutoCAD SHX Text CONTRACTOR NOTE: THE SIZE, ELEVATION, & LOCATIONS OF EXISTING IMPROVEMENTS AND UTILITIES SHOWN HEREON ARE ASSUMED AND APPROXIMATELY SHOWN BASED UPON THE FIELD DATA FROM THE SURVEY. ALL SIZES, LOCATIONS & ELEVATIONS ARE TO BE VERIFIED. IF THERE ARE DIFFERENCES OR DISCREPANCIES, ATLAS ENGINEERING, LLC NEEDS TO BE NOTIFIED BEFORE CONSTRUCTION. ATLAS ENGINEERING, LLC WILL NOT BE LIABLE OR RESPONSIBLE FOR REMOVAL, CONSTRUCTION, OR INSTALLATION OF IMPROVEMENTS THAT ARE NOT IN ACCORDANCE WITH THESE PLANS. ANY AND ALL CHANGES OR VARIATIONS IN THE REMOVAL, CONSTRUCTION OR INSTALLATION OF THE IMPROVEMENTS MADE WITHOUT THE APPROVAL OF THE DESIGNER WILL RESULT IN SOLE LIABILITY TO THE CONTRACTOR. IN ADDITION, ATLAS ENGINEERING, LLC ASSUMES NO RESPONSIBILITY FOR ANY AND ALL EXISTING UTILITIES NOT SHOWN ON THIS PLAN AND ASSUMES NO LIABILITY FOR FAILURE TO EXACTLY LOCATE ALL EXISTING UTILITIES, SHOULD THERE BE INCIDENT.

AutoCAD SHX Text

PROPOSED ASPHALT

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PROPOSED CONCRETE/CURB & GUTTER

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REVERSE LIP CURB

AutoCAD SHX Text DATA TABLE L.F. OF CURB & GUTTER=395.49 OF CURB & GUTTER=395.49 S.F. OF SIDEWALK=1,958 OF SIDEWALK=1,958 S.F. OF ASPHALT=8,968 OF ASPHALT=8,968 S.F. OF ASPHALT REMOVAL=7,458OF ASPHALT REMOVAL=7,458

AutoCAD SHX Text

LANDSCAPE AREA

100 SOUTH

E A

S T

T N

N , U

SITE LOCATION

G PH

E:8

-6

-0

, U

T 8

L ·

NORTH

E A

S T

T N

G T

G R

N , U

G PH

E:8

-6

-0

, U

T 8

L ·

E A

S T

T N

G R

A D

N , U

G PH

E:8

-6

-0

, U

T 8

L ·

A S

T N

-0

N , U

G PH

E:8

-6

-0

, U

T 8

L ·

A . 1

T O

. 1 4+

00NORTH

100 SOUTH CROSS SECTION

STAIRWAY SECTION DETAIL

ASPHALT DRIVEWAY CROSS SECTION

SIDEWALK CROSS SECTION

CONCRETE DRIVEWAY CROSS SECTION

LANDSCAPE WALL SECTION

T N

D T-

G PH

E:8

-6

-0

, U T 8

L · S

N , U

T N

D T-

G PH

E:8

-6

-0

, U T 8

L · S

N , U

1=1

1"=100'

0 100 200

SCALE: 1" = 100'

20 40 60

NOTE: THIS PLAN SET HAS BEEN PREPARED WITH

COLOR LINE-TYPES TO MAKE SOME DETAILS AND

SPECIFICATIONS MORE CLEAR. ANY COPIES OF

THESE PLANS SHOULD BE MADE IN COLOR.

DESIGN PACKAGE CONTENTS

SHEET NO. DESCRIPTION

SHOP

DRAWINGS

1 COVER SHEET

2 PLAN VIEW

3 ELEVATION VIEW

4 TYPICAL SECTION VIEW

5 CONSTRUCTION SPECIFICATIONS & NOTES

6 VERTI-BLOCK DETAILS

7 DESIGN CRITERIA

8 SITE PHOTOS

DESIGN

CALCULATION

PACKAGE

SECTION 2 STABILITY CALCULATIONS

SECTION 3 GLOBAL STABILITY RESULTS

SECTION 4 SEISMIC DESIGN CRITERIA

VERTI-BLOCK RETAINING WALL DESIGN PACKAGE

100 SOUTH IMPROVEMENTS

PAYSON, UTAH

PROJECT AERIAL VIEW

REFERENCE AERIAL IMAGE FROM GOOGLE EARTH PRO,

IMAGE TAKEN SEPTEMBER 4, 2024.

12429 SOUTH 300 EAST

DRAPER, UTAH 84020

(801) 748-4044

REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/A

TYLER B. LOERTSCHER, P.E.PREPARED BY:

ATLAS ENGINEERING

946 EAST 800 NORTH, SUITE A

SPANISH FORK, UTAH 84660

ATTN: SCOTT PETERSON

PREPARED FOR:

COVER SHEET

100 SOUTH

APPROXIMATE LOCATION

OF VERTI-BLOCK

RETAINING WALL

08/15/2025

APPROXIMATE EXTENT OF

BATTER AT FACE OF WALL

APPROXIMATE TOP BLOCK

LOCATION

1+78

0 30 60

SCALE: 1" = 30'

6 12 18

12429 SOUTH 300 EAST

DRAPER, UTAH 84020

(801) 748-4044

REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/A

1=1

1"=30'

2PLAN VIEW

PLAN VIEW

REFERENCE IMAGE FROM ATLAS ENGINEERING, 100 SOUTH

IMPROVEMENTS, GRADING PLAN, SHEET NO. 4.

VERTI-BLOCK WALL

LENGTH - 178 FEET

MAXIMUM HEIGHT - 12.0 FEET

TOP BLOCKTOP

36-INCH

BLOCK

48-INCH

BLOCK

60-INCH

BLOCK

LEFT/RIGHT

CORNER TOP BLOCK

LEFT/RIGHT

CORNER BLOCK

1-FOOT

TOP BLOCK

36"

48" 60"

1' TOP

L/RCT

L/RCOR

1-FOOT LEFT/ RIGHT

CORNER TOP BLOCK1' L/RCTH36"

H60" HALF

60-INCH BLOCK

HALF

36-INCH BLOCK

HALF

TOP BLOCK

HTOP

60"60"60"60"

60" 60" 60" 60"

60" 60" 60" 60" 60"

1' LCT

LCT

LCT 1' RCT

1' RCT

1' RCTRCT

RCT

RCTTOP TOP TOP TOP TOP TOP TOP TOP TOP TOP TOP TOP

TOP TOP TOP

TOP TOP

1' TOP

36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36"

36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36" 36"

36" 36" 36"

36" 36"

36" 36" 36" 36" 36" 36"

36" 36" 36" 36" 36" 36" 36" 36" 36"

36" 36" 36" 36" 36" 36"

36"

48"

48"48"48"48"48"48"

48"48"48"48"48"

48"48"48"48"48"48"

48"48"48"48"48"48"48"48"48"48"48"

1' TOP

STA. 0+04.00

TOW=4695.30

STA. 0+60.00

TOW=4695.30

STA. 0+68.00

TOW=4694.30

STA. 0+82.00

TOW=4693.30

STA. 0+90.00

TOW=4692.30

STA. 1+00.00

TOW=4691.30

STA. 1+08.00

TOW=4690.30

STA. 1+18.00

TOW=4689.30

STA. 1+30.00

TOW=4688.30

STA. 1+14.00

BOW=4679.30

STA. 0+92.00

BOW=4681.30

STA. 0+70.00

BOW=4683.30

STA. 0+48.00

BOW=4685.30

STA. 0+26.00

BOW=4687.30

0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 4,670

4,675

4,680

4,685

1+301+20

4,690

4,705

N (F

4,695

4,700

0+00

START WALL

STA. 0+00.00

TOW=4694.30

F.G.=4692.50±

BOW=4689.30

FINISH GRADE AT

TOE OF WALL (TYP.)

60"60"60"RCOR

RCOR

LCOR

1' RCT

60"60"60"60"

1' LCT LCT

RCT LCTTOP 1' TOP1' TOP1' TOP

36" 36"

36" 36" 36"

36"36"

36"

36" 36" 36"

36"36"36"

36"

H36"

48"48"48"48"

48"48"48"48"48"48"

1' TOP

STA. 1+40.00

TOW=4687.30

TOW=4686.30

STA. 1+62.00

TOW=4687.30

STA. 1+64.00

TOW=4688.30

STA. 1+72.00

TOW=4689.30

STA. 1+74.00

BOW=4677.30

STA. 1+36.00

BOW=4677.30

HTOP

60" H60"

48"

1+40

O N

1+50 1+60 1+70 1+80 1+90 2+00 4,670

4,675

4,680

4,685

4,690

4,705

4,695

4,700

END WALL

STA. 1+78.00

TOW=4689.30

F.G.=4681.00±

BOW=4679.30

A N

90° OUTSIDE CORNER

STA. 1+56.00

VERTI-BLOCK

CORNER BLOCK, TYP.

FINISH GRADE AT

TOE OF WALL (TYP.)

ABUT INTO EXISTING

RETAINING WALL60"60"

0 10 20

SCALE: 1" = 10'

2 4 6

1=1

1"=10'

12429 SOUTH 300 EAST

DRAPER, UTAH 84020

(801) 748-4044

REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/A

LEGEND

TOW = TOP OF RETAINING WALL BLOCK

BOW = BOTTOM OF RETAINING WALL BLOCK

(TOP OF LEVELING PAD)

FG = FINISHED GRADE AT BOTTOM OF WALL

ELEVATION VIEW

REFERENCE ELEVATIONS BASED ON DRAWINGS BY ATLAS ENGINEERING, 100 SOUTH

IMPROVEMENTS, GRADING PLAN, SHEET NO. 4. FIELD ADJUSTMENTS/CHANGES

SHOULD BE EXPECTED ONCE CONSTRUCTION COMMENCES. IGES SHOULD BE

CONSULTED WHERE FIELD CHANGES ARE REQUIRED.

ELEVATION VIEW 3

MATERIAL QUANTITY ESTIMATES

MATERIAL WALL

TOTAL WALL AREA (ft²) 1,552

TOP UNITS 21

36-INCH UNITS 80

48-INCH UNITS 40

60-INCH UNITS 28

LEFT CORNER TOP UNITS 4

RIGHT CORNER TOP UNITS 5

LEFT CORNER UNITS 2

RIGHT CORNER UNITS 2

1-FOOT TALL TOP UNITS 10

1-FOOT TALL LEFT CORNER TOP UNITS 2

1-FOOT TALL RIGHT CORNER TOP UNITS 5

HALF TOP UNITS 1

HALF 36-INCH UNITS 1

HALF 60-INCH UNITS 1

UNIT FILL AND DRAINAGE GRAVEL (yd³) 125

CRUSHED STONE LEVELING PAD (yd³) 50

4-INCH PERFORATED DRAINAGE PIPE (ft) 200

NON-WOVEN GEOTEXTILE FABRIC (yd²) 275

M A

A . 1

O W

4,670

4,675

4,680

4,685

4,690

M A

A . 1

A B

O V

4,695

4,700

4,705

4,670

4,675

4,680

4,685

4,690

4,695

4,700

4,705

APPROXIMATE GRAPHICAL SCALE: 1"=2' (11x17 ONLY)

TYPICAL SECTION VIEW

6.0 IN

VARIES

(SEE ELEVATION VIEW)

COURSE 3

COURSE 4

COURSE 5

COURSE 6

4-INCH PERFORATED DRAINAGE PIPE.

DAYLIGHT AT WALL ENDS AND DRAIN

THROUGH WALL AT LOWEST POINT

FILL BLOCK CORES WITH CLEAN 1-INCH MINUS

CRUSHED STONE AS EACH COURSE IS SET. DO

NOT STACK MULTIPLE COURSES WITHOUT

PLACING DRAINAGE GRAVEL, TYP.

6-OZ NON-WOVEN GEOTEXTILE FABRIC.

WRAP AROUND TOP BLOCK BETWEEN

INFILL GRAVEL AND BACKFILL SOIL

SOIL CUT

VERTI-BLOCKS STACKED WITH

2 3

16 INCH OFFSET (5°), TYP.

UNDISTURBED NATIVE SOILS

OR COMPACTED BACKFILL

BACKFILL BETWEEN SOIL CUT AND BACK OF BLOCKS

WITH FREE DRAINING GRAVEL OR STRUCTURAL FILL

COMPACTED TO AT LEAST 95% OF MAXIMUM DRY

DENSITY AS PER MODIFIED PROCTOR (ASTM D1557)

WITHIN 2% OF OPTIMUM MOISTURE.

CRUSHED STONE LEVELING PAD. PLACE ON

UNDISTURBED NATIVE SOILS OR STRUCTURAL FILL

COMPACTED TO AT LEAST 95% OF MAXIMUM DRY

DENSITY AS PER MODIFIED PROCTOR (ASTM D1557)

NOTES:

1. MAXIMUM SECTION SHOWN, ALL OTHER SECTIONS TO MEET

THESE SAME SPECIFICATIONS, UNLESS NOTED OTHERWISE.

2. SOIL CUT SHOULD BE BENCHED AS NEEDED TO PROTECT

WORKERS AND TO COMPLY WITH OSHA REQUIREMENTS.

3. RETAINING WALLS ARE VULNERABLE TO EROSION AND

HYDROSTATIC PRESSURES IMMEDIATELY AFTER INSTALLATION

BUT PRIOR TO THE PLACEMENT OF LANDSCAPING/FINISHING

ELEMENTS (E.G., LANDSCAPING, HARDSCAPE, CURB & GUTTER,

PAVEMENT, ETC.). TO MINIMIZE THE RISK OF DAMAGE TO THE

WALL DURING ADDITIONAL SITE WORK, ALL SURFACE DRAINAGE

SHOULD BE DIRECTED AWAY FROM THE WALL. EXCESS WATER

DURING HEAVY PRECIPITATION EVENTS, IF NOT DRAINED

PROPERLY, CAN CAUSE WASHOUTS AT WALL ENDS AND

'BLOWOUTS' OF INTERIOR SECTIONS. THESE PRECAUTIONS

SHOULD BE TAKEN DURING WALL CONSTRUCTION, AND AFTER,

UNTIL THE FINAL SITE DRAINAGE, LANDSCAPING AND/OR PAVING

ARE COMPLETE.

4. WE RECOMMEND THAT AN APPROPRIATE SAFETY

FENCE/BARRICADE BE CONSIDERED BY THE OWNER ABOVE THE

RETAINING WALL.

4.1. IF FENCING SYSTEM WILL BE A CHAIN LINK, WROUGHT IRON

FENCE OR RAILING, FOLLOW BLOCK MANUFACTURER'S

GUIDELINES.

4.2. IF FENCING SYSTEM WILL BE A PRIVACY FENCE (E.G., VINYL,

WOOD, PRECAST) OR ROADWAY BARRIER, IGES SHOULD BE

CONTACTED TO PROVIDE CONSTRUCTION RECOMMENDATIONS

FOR THE FENCE FOUNDATION SYSTEM.

4.3. WE RECOMMEND THAT ONCE FENCING SYSTEM IS DETERMINED

IGES BE CONTACTED TO ASSESS THE IMPACT OF THE FENCE ON

THE RETAINING WALL.

5. PLACE WALL BACKFILL MATERIAL IN 8-INCH (MAXIMUM) LIFTS

AND COMPACT TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM

DRY DENSITY OF THE MODIFIED PROCTOR (ASTM D1557) WITHIN 2%

OF OPTIMUM MOISTURE. THINNER LIFTS MAY BE NECESSARY TO

ACHIEVE REQUIRED COMPACTION.

5.1. PERFORM DENSITY TESTING OF THE REINFORCED BACKFILL

SOILS AT 50-FOOT INTERVALS ON EVERY LIFT.

5.2. USE ONLY SMALL, WALK-BEHIND TYPE COMPACTION

EQUIPMENT WITHIN 3 FEET OF THE BACK OF THE RETAINING

WALL BLOCKS. IF ANY LOCATIONS EXISTING WHERE THE

RETAINING WALL WILL NOT BE PLACED UPON NATIVE SOILS,

COMPACT ALL FILL BENEATH THE BLOCK AND REINFORCED FILL

ZONE TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY

DENSITY OF THE MODIFIED PROCTOR (ASTM D1557) WITHIN 2% OF

OPTIMUM MOISTURE.

BLOCK SIZE VARIES (SEE

VERTI-BLOCK SCHEDULE &

ELEVATION VIEW)

COURSE 1

COURSE 2

INSTALL 8-INCHES OF LOW PERMEABLE SOIL ABOVE

RETAINING WALL TO REDUCE POTENTIAL FOR WATER

TO INFILTRATE INTO THE SOILS BEHIND THE RETAINING

WALLS; VEGETATE AND EROSION PROTECT

IMMEDIATELY FOLLOWING WALL INSTALLATION

BACKSLOPE

3H:1V MAX.

FENCE

(SEE NOTE 4)

1=1

1"=2'

12429 SOUTH 300 EAST

DRAPER, UTAH 84020

(801) 748-4044

REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/A

0 2 4

SCALE: 1" = 2'

TYPICAL SECTION VIEW 4

SINGLE WALL VERTI-BLOCK SCHEDULE

(BLOCK SIZE FOR EACH COURSE FOR VARIOUS WALL HEIGHTS,

WITH COURSE 1 BEING THE BOTTOM COURSE)

COURSE

WALL HEIGHT (FEET)

2' 3' 4' 5' 6' 7' 8' 9' 10' 11' 12'

6 - - - - - - - - - 1'TOP TOP

5 - - - - - - - 1'TOP TOP 36" 36"

4 - - - - - 1'TOP TOP 36" 36" 36" 36"

3 - - - 1'TOP TOP 36" 36" 36" 36" 48" 48"

2 - 1'TOP TOP 36" 36" 36" 36" 48" 48" 60" 60"

1 TOP 36" 36" 36" 36" 48" 48" 60" 60" 60" 60"

WHERE:

· TOP = TOP BLOCK

· 1'TOP = 1-FOOT TALL TOP BLOCK

· 36" = 36-INCH BLOCK

· 48" = 48-INCH BLOCK

· 60" = 60-INCH BLOCK

CONSTRUCTION SPECIFICATIONS & NOTES

1. INTRODUCTION

1.1. FOLLOW THE GUIDANCE CONTAINED IN THE VERTI-BLOCK CONSTRUCTION MANUAL FOR THE RETAINING WALL UNLESS SPECIFICALLY SUPERSEDED BY MORE STRINGENT SPECIFICATIONS OR MATERIAL PROPERTIES PROVIDED HEREIN OR ON THE DRAWINGS.

1.1.1. IN THE EVENT THERE IS ANY CONFLICT OR AMBIGUITY BETWEEN THE FOLLOWING SPECIFICATIONS AND THE REFERENCED GUIDANCE, BRING ALL SUCH ISSUES IMMEDIATELY TO THE ATTENTION OF IGES, INC. FOR WRITTEN CLARIFICATION.

1.2. DESIGN AND CONSTRUCTION INFORMATION IS BASED ON INFORMATION OBTAINED FROM CIVIL PLANS (ANDERSON WAHLEN & ASSOCIATES), PROJECT GEOTECHNICAL REPORT (KLEINFELDER), DISCUSSIONS WITH THE CLIENT AND THE ENGINEERING ANALYSIS

PERFORMED AS PART OF THE SCOPE OF WORK FOR THIS PROJECT BY IGES, INC.

1.3. LOCATE ALL EXISTING UTILITIES PRIOR TO RETAINING WALL CONSTRUCTION.

1.4. IMPLEMENT THE FOLLOWING MEASURES TO REDUCE THE POTENTIAL FOR HYDROSTATIC PRESSURES TO BUILD UP BEHIND THE

RETAINING WALL:

1.4.1. ESTABLISH VEGETATION OR EROSION CONTROL MEASURES ABOVE AND BELOW THE RETAINING WALL IMMEDIATELY FOLLOWING

CONSTRUCTION.

1.4.2. PLACE A 4-INCH (MINIMUM) PERFORATED DRAIN PIPE AT BOTTOM OF GRAVEL INFILL.

1.5. CONDITIONS SUCH AS LEAKY OR BROKEN IRRIGATION LINES AND/OR UNCONTROLLED RUNOFF FROM IMPROPER SITE GRADING (E.G., ALLOWING WATER TO POND ABOVE THE RETAINING WALL) CAN LEAD TO SLOPE OR WALL MOVEMENT.

1.5.1. HYDROSTATIC CONDITIONS WERE NOT CONSIDERED IN THE ANALYSES AND MUST BE AVOIDED.

1.5.2. RETAINING WALLS ARE VULNERABLE TO EROSION AND HYDROSTATIC PRESSURES IMMEDIATELY AFTER INSTALLATION OF THE

RETAINING WALL BLOCKS, BUT PRIOR TO THE PLACEMENT OF THE LANDSCAPING OR FINISHING ELEMENTS AT THE SITE (E.G., 8 INCHES OF LOW-PERMEABLE SOIL/HARDSCAPE, VEGETATION OF SLOPES, ETC.). AS THESE ARE CRITICAL COMPONENTS TO THE OVERALL STABILITY OF THE RETAINING WALL, THE RETAINING WALL ARE NOT CONSIDERED COMPLETELY INSTALLED UNTIL THE LANDSCAPING/FINISHING ELEMENTS ARE COMPLETED. WE RECOMMEND THAT THESE ELEMENTS BE INSTALLED IMMEDIATELY

FOLLOWING THE INSTALLATION OF THE BLOCKS.

1.5.3. THE OWNER SHALL BE AWARE OF THE RISK IF THESE OR OTHER CONDITIONS OCCUR THAT COULD SATURATE OR ERODE THE SOIL BEHIND THE WALL, OR IF THE FINISHING/LANDSCAPING ELEMENTS ARE NOT INSTALLED IMMEDIATELY FOLLOWING THE

INSTALLATION OF THE RETAINING WALL BLOCKS.

1.6. COMPLY WITH ALL ASPECTS OF OSHA 1926 SUBPART P APP B, SLOPING AND BENCHING FOR ALL EXCAVATED SLOPES.

2. VERTI-BLOCK RETAINING WALL MATERIALS

2.1. RETAINED BACKFILL CONSISTING OF NATIVE GRANULAR SOILS OR IMPORT MATERIALS COMPLYING WITH THE FOLLOWING CRITERIA:

2.1.1. GRANULAR MATERIALS CONTAINING LESS THAN 35% FINES AND A MAXIMUM NOMINAL PARTICLE SIZE OF 4 INCHES

2.1.2. PH GREATER THAN 3 BUT LESS THAN 9 AND PI OF 6 OR LESS

2.1.3. REASONABLY FREE FROM ORGANIC OR OTHER DELETERIOUS MATERIALS

2.1.4. MINIMUM EFFECTIVE FRICTION ANGLE OF 36 DEGREES

2.1.5. ANY STRUCTURAL FILL USED BELOW OR BEHIND THE RETAINING WALL SHALL BE TESTED FOR COMPLIANCE WITH THE

SPECIFICATIONS ABOVE.

2.2. LEVELING PAD

2.2.1. 6-INCHES (MINIMUM) OF CLEAN 1-INCH MINUS CRUSHED STONE OR CRUSHED GRAVEL.

2.3. USE NEW BLOCK MATERIALS MEETING THE MINIMUM REQUIREMENTS OF VERTI-BLOCK RETAINING WALL SYSTEMS (VERTI-CRETE, LLC).

2.4. FACING FILL AND DRAINAGE GRAVEL FILL

2.4.1. CLEAN CRUSHED STONE OR CRUSHED GRAVEL THAT COMPLIES WITH THE FOLLOWING CRITERIA:

2.4.1.1. SIEVE SIZE % PASSING

2" 100 1" 75-100

38" 0-15

NO. 4 0-10

NO. 200 0-5

2.5. 4-INCH (MINIMUM) PERFORATED PIPE (NO SOCK IS REQUIRED).

3. VERTI-BLOCK RETAINING WALL INSTALLATION

3.1. FIELD VERIFY PROPOSED FINISHED GRADE AT BOTTOM OF WALL TO PROVIDE THE MINIMUM WALL EMBEDMENT AS SHOWN ON THE

SECTION DRAWING.

3.2. GRADE AND COMPACT FOUNDATION SUBGRADE SOILS FOR THE FULL LENGTH OF THE LEVELING PAD AND UP TO THE SOIL CUT PRIOR TO

PLACEMENT OF THE LEVELING PAD AND ANY BACKFILL.

3.2.1. REMOVE ANY FOUNDATION SOILS FOUND TO BE UNSUITABLE OR UNSTABLE AND REPLACED WITH APPROVED FILL.

3.3. SET THE LEVELING PAD LEVEL SIDE-TO-SIDE AND FRONT-TO-BACK.

3.3.1. INSTALL LEVELING PAD TO A MINIMUM OF 6 INCHES THICK AND EXTEND LATERALLY A MINIMUM OF 6 INCHES BEYOND THE ENDS

OF THE BLOCKS BOTH FRONT AND BACK AS SHOWN ON THE DRAWINGS.

3.4. SET THE FIRST ROW OF VERTI-BLOCK UNITS AND CHECK FOR LEVEL AND ALIGNMENT.

3.4.1. INSTALL WALL ELEMENTS IN ACCORDANCE WITH VERTI-BLOCK GUIDELINES.

3.5. POUR DRAINAGE INFILL GRAVEL INTO THE HOLLOW CORE OF EACH VERTI-BLOCK AND BETWEEN AND WITHIN THE BLOCKS AS EACH ROW OF BLOCKS IS INSTALLED. BEFORE ADDITIONAL COURSES OF BLOCKS ARE ADDED, THE CONTRACTOR MUST ENSURE THAT ALL

VOIDS ARE FILLED AND NO AIR POCKETS ARE DETECTED.

3.5.1. SET DRAINAGE PIPE AT THE BASE OF THE GRAVEL INFILL ZONE WHICH SHALL SLOPE TO DAYLIGHT AND DISCHARGE AT THE LOW

ENDS OF THE RETAINING WALL.

3.6. REMOVE AND SWEEP OFF ALL EXCESS AGGREGATE AND OTHER MATERIALS FROM THE TOP OF THE BLOCKS BEFORE CONTINUING TO

THE NEXT COURSE.

3.7. PLACE WALL BACKFILL MATERIAL IN 12-INCH MAXIMUM LOOSE LIFTS AND COMPACT TO A MINIMUM OF 95 PERCENT OF ASTM D1557 (MODIFIED PROCTOR) WITHIN 2% OF THE OPTIMUM MOISTURE. THINNER LIFTS MAY BE NECESSARY TO ACHIEVE REQUIRED

COMPACTION.

3.7.1. PERFORM DENSITY TESTING OF THE BACKFILL SOILS AT 50-FOOT INTERVALS ON EVERY LIFT.

3.7.2. USE ONLY SMALL, WALK-BEHIND TYPE COMPACTION EQUIPMENT WITHIN 3 FEET OF THE BACK OF THE RETAINING WALL BLOCK.

3.7.3. IF ANY LOCATIONS EXIST WHERE THE RETAINING WALL WILL NOT BE PLACED UPON NATIVE SOILS, COMPACT THE FILL TO A

MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY DENSITY PER ASTM D1557 (MODIFIED PROCTOR) WITHIN 2% OF THE OPTIMUM

MOISTURE.

3.8. INSTALL EACH SUBSEQUENT COURSE TO BOND ON TOP OF THE BASE ROW. POSITION BLOCKS TO BE OFFSET FROM SEAMS OF BLOCKS ON

LOWER COURSE. BLOCKS SHALL BE PLACED AT A 2 3

16 INCH SETBACK AND RECESSED OVER THE ALIGNMENT HOOP.

3.8.1. CHECK EACH BLOCK COURSE FOR PROPER ALIGNMENT AND LEVEL.

3.8.2. CONTINUE TO UNIT FILL AND BACKFILL BEHIND EACH COURSE OF UNITS AS DESCRIBED IN NOTES 3.5 THROUGH 3.7.

3.9. PROVIDE A FINAL GRADE ABOVE AND BELOW THE RETAINING WALL THAT WILL ALLOW FOR POSITIVE DRAINAGE AND PREVENT

PONDING.

3.10. PROTECT FINAL COMPLETED RETAINING WALL FROM ADDITIONAL SITE CONSTRUCTION.

3.10.1. DO NOT OPERATE LARGE EQUIPMENT OR STORE MATERIALS ABOVE THE WALL THAT EXCEED THE DESIGN SURCHARGE LOADS AS

SPECIFIED ON THE DESIGN CRITERIA SHEET.

4. CONSTRUCTION OBSERVATION

4.1. TO FULFILL ANY APPLICABLE CITY, COUNTY AND/OR STATE AGENCY REQUIREMENTS, AND TO PROTECT THE CONTRACTOR AND DESIGN ENGINEER, IGES, INC. MUST PERFORM PERIODIC CONSTRUCTION OBSERVATIONS TO PROVIDE A FINAL CONSTRUCTION OBSERVATION

LETTER.

4.1.1. IF IGES, INC. DOES NOT OBSERVE THE RETAINING WALLS DURING CONSTRUCTION, A FINAL LETTER REGARDING COMPLIANCE OF THE WALL CONSTRUCTION WITH THE DESIGN CRITERIA AND RECOMMENDATIONS CANNOT BE PROVIDED. IF IGES, INC. DOES NOT PERFORM THE PERIODIC CONSTRUCTION OBSERVATIONS OUTLINED BELOW, THE WALL CONTRACTOR/OWNER ASSUMES ALL

RESPONSIBILITY FOR THE RETAINING WALLS.

4.2. WALL OBSERVATIONS SCHEDULE:

4.2.1. OBSERVE THE EXCAVATION OF THE LEVELING PAD FOUNDATION SOILS.

4.2.1.1. ASSESS THE SUITABILITY OF THE FOUNDATIONS SOILS.

4.2.2. OBSERVE THE INSTALLATION OF THE RETAINING WALL BLOCK AT VARIOUS STAGES OF CONSTRUCTION.

4.2.2.1. ASSESS MINIMUM EMBEDMENT REQUIREMENTS.

4.2.2.2. ASSESS DEPTH OF GRAVEL DRAINAGE ZONE AND TYPE, LOCATION AND DIAMETER OF DRAINAGE PIPE.

4.2.2.3. ASSESS BLOCK PLACEMENT AND POSITIONING FOR COMPLIANCE WITH THE REQUIREMENTS IN THE SECTIONS ABOVE.

4.2.3. OBSERVE THE INSTALLATION OF THE BACKFILL MATERIAL.

4.2.3.1. VERIFY THAT THE BACKFILL MATERIALS MEET THE REQUIREMENTS SET FORTH IN THE SECTIONS ABOVE.

4.2.3.1.1. ASSESS LOOSE LIFT THICKNESS, FILL PLACEMENT AND COMPACTION.

4.2.3.1.2. ASSESS COMPACTED BACKFILL MATERIAL FOR COMPLIANCE WITH REQUIREMENTS SET FORTH IN THE SECTIONS ABOVE.

4.2.4. OBSERVE THE COMPLETED RETAINING WALL SYSTEM.

4.2.4.1. ASSESS THE FINISHED RETAINING WALL HEIGHT AND BATTER.

4.2.4.2. OBSERVE THAT BACKSLOPE AND TOESLOPE GRADING CONDITIONS DO NOT EXCEED DESIGN GEOMETRY TOLERANCES.

4.2.4.3. ASSESS SUITABILITY OF EROSION CONTROL MEASURES INSTALLED ABOVE THE RETAINING WALL.

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(801) 748-4044

REVISIONS

REV DATE BY CHK

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APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

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CONSTRUCTION SPECIFICATIONS & NOTES 5

DETAILS PROVIDED BY VERTI-CRETE RETAINING WALL SYSTEMS, INC.

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PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/A

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VERTI-BLOCK DETAILS 6

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12429 SOUTH 300 EAST

DRAPER, UTAH 84020

(801) 748-4044

REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/ADESIGN CRITERIA 7

RETAINING WALL GEOMETRY AND LOADING CONDITIONS

LENGTH

(FT)

MAXIMUM

TOTAL

HEIGHT (FT)

BACKSLOPE CONDITIONS SURCHARGE LOADING

178 12.0 VARIES (3H:1V MAX) 250 PSF (DRIVEWAY)

SOIL CONDITIONS USED IN DESIGN (ASSUMED)

EARTH MATERIALS FRICTION ANGLE COHESION UNIT WEIGHT

RETAINED SOIL 36° 50 PSF 135 PCF

FOUNDATION SOIL 36° 50 PSF 135 PCF

SOURCES & NOTES:

1. IGES, 2025, SITE OBSERVATION MADE OF ONSITE MATERIALS ON AUGUST 13, 2025.

2. COHESION USED ONLY IN GLOBAL STABILITY ANALYSES.

RETAINING WALL ANALYSIS USED IN DESIGN

ANALYSIS DESIGN REFERENCES/SOFTWARE

EXTERNAL STABILITY

VERTI-BLOCK RETAINING WALLS, 2023 VERTICRETE WALL DESIGNER

SOFTWARE, VERSION 6.0.23313.1325, BUILD DATE NOVEMBER 9, 2023

AUTHOR ROBERT RACE

GLOBAL STABILITY SLIDE 2 MODELER: ROCSCIENCE, INC., 1998-2024, VERSION 9.036;

BUILD DATE OCTOBER 17, 2024

GENERAL NOTES:

1. THE ENGINEERING PRESENTED IN THIS DESIGN PACKAGE IS BASED ON SPECIFIC PRODUCTS (E.G., VERTI-BLOCK UNITS, THE MATERIAL

IDENTIFIED ABOVE, ETC.). ANY SUBSTITUTION OF THE SPECIFIED PRODUCTS WILL INVALIDATE THIS ENGINEERING. ANY CHANGES IN WALL LOCATION AND SOIL PARAMETERS AT THE SITE WILL ALSO INVALIDATE THE ENGINEERING. FIELD ADJUSTMENTS/CHANGES MAY BE NEEDED TO MEET ACTUAL CONDITIONS ONCE CONSTRUCTION COMMENCES. IGES SHOULD BE CONSULTED WHERE FIELD CHANGES

ARE REQUIRED.

2. THESE DOCUMENTS ARE INSTRUMENTS OF SERVICE AND SHALL REMAIN THE INTELLECTUAL PROPERTY OF IGES, INC. THE DESIGN PACKAGE HAS BEEN FURNISHED FOR THIS SPECIFIC PROJECT ONLY. ANY PARTY ACCEPTING THIS DOCUMENT DOES SO IN CONFIDENCE AND AGREES THAT NO USE OR RE-USE OF THESE DOCUMENTS (EITHER IN WHOLE OR IN PART) SHALL BE PERMITTED UNLESS

EXPRESSLY AUTHORIZED IN WRITING BY IGES, INC.

3. RETAINING WALLS ARE VULNERABLE TO EROSION AND HYDROSTATIC PRESSURES IMMEDIATELY AFTER INSTALLATION BUT PRIOR TO THE PLACEMENT OF LANDSCAPING/FINISHING ELEMENTS AT THE SITE (E.G., LANDSCAPING, HARDSCAPE, CURB & GUTTER, PAVEMENT, ETC.). TO MINIMIZE THE RISK OF DAMAGE TO THE WALLS DURING ADDITIONAL SITE WORK, ALL SURFACE DRAINAGE SHOULD BE DIRECTED AWAY FROM THE WALL. EXCESS WATER DURING HEAVY RAIN EVENTS, IF NOT DRAINED PROPERLY, CAN CAUSE WASHOUTS AT WALL ENDS AND 'BLOWOUTS' OF INTERIOR SECTIONS. THESE PRECAUTIONS SHOULD BE TAKEN DURING WALL CONSTRUCTION, AND

AFTER, UNTIL THE FINAL SITE DRAINAGE, LANDSCAPING AND PAVING ARE COMPLETE.

4. MINIMUM EMBEDMENT OF THE WALL VARIES AS SHOWN ON THIS ELEVATION VIEW SHEET. EMBEDMENT AT THE WALL TOE MUST BE

MAINTAINED THROUGHOUT THE LIFE OF THE RETAINING WALL.

5. WE RECOMMEND THAT AN APPROPRIATE SAFETY FENCE/BARRICADE BE CONSIDERED BY THE OWNER ABOVE THE RETAINING WALL(S).

DESIGN OF THE FENCE/BARRICADE IS SPECIFICALLY EXCLUDED FROM THE ENGINEERING OF THIS WALL.

SEISMIC PARAMETERS USED IN DESIGN

SEISMIC CRITERIA MCEG PGA SITE

CLASS FPGA PGAM

HORIZONTAL

COEFFICIENT (kh)

2% IN 50 YEARS 0.776g D 1.10 0.854g 0.227g (EXTERNAL) 0.274g (GLOBAL)

SOURCES & NOTES:

1. SEISMIC PARAMETERS DEVELOPED FOLLOWING THE CRITERIA OUTLINED IN ASCE 7-16. THE ASCE 7 HAZARD

TOOL WAS USED TO DETERMINE THE MAPPED MCEG PEAK GROUND ACCELERATION (MCEG PGA) FOR THE SITE.

BASED ON OUR ENGINEERING JUDGEMENT, THE SITE SOIL CLASS IS REPRESENTED BY A SITE CLASS D. THE

MCEG PEAK GROUND ACCELERATION WAS ADJUSTED FOR SITE CLASS EFFECTS (PGAM).

2. HORIZONTAL SEISMIC COEFFICIENT (kh)

2.1. EXTERNAL SEISMIC COEFFICIENT (kh-ext)

2.1.1. THE EXTERNAL COEFFICIENT WAS DETERMINED USING THE METHODOLOGY OUTLINED IN BRAY ET AL (2010) [SEE ALSO AASHTO LRFD BRIDGE DESIGN MANUAL IN CHAPTER 11 APPENDIX]. THE 5%

DAMPED RESPONSE SPECTRUM NSHM CONTERMINOUS U.S. 2023 MODEL (2% IN 50 YEARS) WAS

UTILIZED FOR THE CALCULATIONS (SEE OUTPUT GIVEN IN SECTION 4) FOUND AT

[https://earthquake.usgs.gov/nshmp/hazard/dynamic]. LACKING ANY CRITICAL STRUCTURES OF FACILITIES WITHIN THE INFLUENCE ZONE OF THE WALLS, AN ALLOWABLE DISPLACEMENT OF 15 CENTIMETERS

(~6 INCHES) WAS CONSIDERED ACCEPTABLE FOR THE WALLS ON THIS PROJECT.

2.1.1.1. IN ACCORDANCE WITH RECOMMENDATIONS CONTAINED IN BRAY ET AL (2010), THE ESTIMATED

DISPLACEMENT FOR THE MAXIMUM SECTION OF THE RETAINING WALLS WAS EVALUATED. TWO

METHODS WERE UTILIZED TO ESTIMATE THE SEISMIC DISPLACEMENT: THE NEWMARK

DISPLACEMENT METHOD (ANDERSON ET AL, 2008), AND THE SIMPLIFIED PROCEDURE (BRAY AND TRAVASAROU, 2007). BASED ON THESE ANALYSES, THE ANTICIPATED MEAN DISPLACEMENT FOR THE MAXIMUM SECTION OF THE RETAINING WALL WILL BE LESS THAN 1 INCH, WHICH IS WITHIN

THE TOLERABLE LIMITS FOR THIS WALL TYPE.

2.1.2. GLOBAL SEISMIC COEFFICIENT (kh-GLOBAL)

2.1.2.1. SEISMIC GLOBAL STABILITY WAS ASSESSED USING A PSEUDO-STATIC APPROACH. A SEISMIC

COEFFICIENT (kh) WAS SELECTED USING THE GUIDELINES PRESENTED IN BLAKE AND OTHERS

(2002) WHICH RECOMMENDS A SEISMIC SCREENING COEFFICIENT BE OBTAINED USING THE

STEWART AND OTHERS (2003) METHODOLOGY. LACKING ANY CRITICAL STRUCTURES OF

FACILITIES WITHIN THE ASSUMED SLIDE MASS, A THRESHOLD DISPLACEMENT OF 15 CM WAS

CONSIDERED ACCEPTABLE.

3. REFERENCES:

3.1. ANDERSON, D.G., MARTIN, G.R., LAM, I., WANG, J.N., 2008, SEISMIC ANALYSIS AND DESIGN OF RETAINING

WALLS, BURIED STRUCTURES, SLOPES, AND EMBANKMENTS, NATIONAL COOPERATIVE HIGHWAY

RESEARCH PROGRAM (NCHRP) REPORT 611.

3.2. BLAKE, T.F., HOLLINGSWORTH, R.A., AND STEWART, J.P. (EDITORS), 2002, "RECOMMENDED PROCEDURES

FOR IMPLEMENTATION OF DMG SPECIAL PUBLICATION 117 GUIDELINES FOR ANALYZING AND

MITIGATING LANDSLIDE HAZARDS IN CALIFORNIA," PUBLISHED BY SOUTHERN CALIFORNIA

EARTHQUAKE CENTER (SCEC), DATED JUNE 2002.

3.3. BRAY, J.D., TRAVASAROU, T., 2007, SIMPLIFIED PROCEDURE FOR ESTIMATES EARTHQUAKE INDUCED

DEVIATORIC SLOPE DISPLACEMENTS, JOURNAL OF GEOTECHNICAL & GEOENVIRONMENTAL

ENGINEERING, ASCE, V. 133(4), PP. 381-392, APRIL 2007.

3.4. BRAY, J.D., TRAVASAROU, T., AND ZUPAN, J., 2010, SEISMIC DISPLACEMENT DESIGN OF EARTH RETAINING STRUCTURES, ASCE EARTH RETENTION CONFERENCE 3, BELLEVUE, WA. AMERICAN SOCIETY OF CIVIL ENGINEERS, RESTION, VA, pp. 638-655.

3.5. STEWART, J.P., BLAKE, T.F., AND HOLLINGSWORTH, R.A., 2003, A SCREEN ANALYSIS PROCEDURE FOR

SEISMIC SLOPE STABILITY, IN EARTHQUAKE SPECTRA, 19(3), 697-712.

12429 SOUTH 300 EAST

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REVISIONS

REV DATE BY CHK

DRAWN BY:

CHECKED BY:

APPROVED BY:

IGES PROJECT NO: SHEET NO:

PLOT SCALE

DWG SCALE

REVREVISION DESCRIPTION

PAYSON, UTAH

100 SOUTH IMPROVEMENTS

VERTI-BLOCK RETAINING WALL

05090-001

8-15-2025TBL

8-15-2025BMJ

8-13-2025TBL

N/ASITE PHOTOS 8

PHOTOS FROM SITE VISIT ON AUGUST 13, 2025.

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Sheets and Views

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File details come from the government source that posted it. Updated Jan 15, 2026.