DDW-2024-006212

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Project Narrative/Notes/Revisions
1. 09/11/2023 NF - COMPLETED DESIGN FOR CLIENT 8c CITY REVIEW.
2. 11/08/2023 NF - REVISED PER CITY COMMENTS. DATED: 10/26/2023.
3. 01/17/2024 NF - REVISED PER CITY COMMENTS. DATED: 11/30/2023.
750 N
PROJECT
SITE
DELTA CROSSINGSPhase 1Improvement Plans
DELTA CITY, MILLARD COUNTY, UTAH
SEPTEMBER, 2023
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SERIAL D— 3888— 5—1
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MCPHERSON, ROBINS
JOSEPH TRUSTEES;
MCPH
SERIAL D-3852-3
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450 Northo Street
4?
■ ______|
Scale: 1” = 80’
DELTA ESTATES
Know whafs belOW.
Call before you dig.
Sunset StreetSheet
Sheet
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Sheet
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Sheet
Cover/lndex
Notes/Legend/Street
5+00.00
8+75.00 ■
14+00.00
19+00.00
5+00.00
Sheet
Cross-Section
8+75.00
14+00.00
■ 19+00.00
■ 22+50.00
9+00.00
6+50.00
5+00.00 - 6+50.00
6+75.00
- 13+50.00
- 16+50.00
10+00.00
13+10.37
2
3 Surveyor:
Jason Felt
Reeve &. Associates, Inc.
5160 South 1500 West
Riverdale, Utah, 84405
PH:[phone]
Landscape Architect:
Nathan Peterson
Reeve & Associates, Inc.
5160 South 1500 West
Riverdale, Utah, 84405
PH: [phone]
Jasper
Jasper
Jasper
Jasper
Harvest Lane
Moonstone Drive 5+00.00
- Emerald Way
Topaz Court 5+00.00
1 Cedar Point Lane 9+00.00
Cedar Point Lane 13+50.00
Irrigation Outfall 5+00.00 -
1 Irrigation Outfall 10+00.00
* Grading & Drainage Plan
* Grading & Drainage Plan (Cont.)
Utility Plan
Utility Plan (Cont.)
* Canal Crossing Details
APWA Details
- APWA Details
Storm Water Pollution Prevention Plan Exhibit
Storm Water Pollution Prevention Plan Details
Retention Basin Landscape Plan
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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Phase Zoning
Phase 114
15
16 Engineer's Notice To Contractors!
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES
SHOWN ON THESE PLANS WERE OBTAINED FROM AVAILABLE INFORMATION PROVIDED BY
OTHERS. THE LOCATIONS SHOWN ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD
BY THE CONTRACTOR, SO THAT ANY NECESSARY ADJUSTMENT CAN BE MADE IN ALIGNMENT
AND/OR GRADE OF THE PROPOSED IMPROVEMENT. THE CONTRACTOR IS REQUIRED TO
CONTACT THE UTILITY COMPANIES AND TAKE DUE PRECAUTIONARY MEASURE TO PROTECT ANY
UTILITY LINES SHOWN, AND ANY OTHER LINES OBTAINED BY THE CONTRACTOR’S RESEARCH,
AND OTHERS NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
Notice:
THESE PLANS WERE CREATED UTILIZING
COLORS FOR UTILITIES 8c OTHER
INFRASTRUCTURE. IF PRINTED IN, OR
COPIED TO BLACK 8c WHITE, SOME LINE
WORK MAY NOT SHOW UP PROPERLY.
18 -
19 -
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i______i ___ j_ __i __________ __ __ ________ __Sheet Index Key Map
NOT TO SCALE
Reeve & Associates, Inc. - Solutions You Can Build On
I3V5328
J. NATE REEVE
Sheet Index
Developer:
Michael Zurn
PH:[phone]
[e-mail]
Project Contact:
Nate Reeve
Reeve & Associates, Inc.
5160 South 1500 West
Riverdale, Utah, 84405
PH:[phone] y
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: 8059—01
22 Total Sheets
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Reeve & Associates, Inc. - Solutions You Can Build On
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General Notes;Notice to Contractor;Legend
= RIGHT-OF-WAY
= STORM DRAIN
= STREET LIGHT
= SANITARY SEWER
= TOP BACK OF CURB
= TOP OF ASPHALT
- TOP OF CONCRETE
= TOP OF FINISHED FLOOR
= TOP OF STAIRS
= TOP OF WALL
= TOP OF SIDEWALK
= UNDERGROUND POWER
= CULINARY WATER
= WATER METER
= EXISTING ASPHALT PAVEMENT
= PROPOSED ASPHALT PAVEMENT
= PROPOSED CONCRETE
= PROPOSED GRAVEL
= EXISTING CONTOUR GRADE
= PROPOSED CONTOUR GRADE
= PROPOSED RETAINING WALL
THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UNDERGROUND UTILITIES AS SHOWN
ON THESE PLANS ARE BASED UPON RECORDS OF THE VARIOUS UTILITY COMPANIES AND/OR MUNICIPALITIES AND, WHERE POSSIBLE,
MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. THE CONTRACTOR
MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION
OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE
PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS.
THE CONTRACTOR AGREES THAT THEY 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. 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 THE ENGINEERS HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE
OF WORK ON THIS PROJECT.
1. ALL CONSTRUCTION MUST STRICTLY FOLLOW THE STANDARDS AND SPECIFICATIONS SET FORTH BY: GOVERNING UTILITY MUNICIPALITY,
GOVERNING CITY OR COUNTY (IF UN-INCORPORATED), INDIVIDUAL PRODUCT MANUFACTURERS, AMERICAN PUBLIC WORKS
ASSOCIATION (APWA), AND THE DESIGN ENGINEER. THE ORDER LISTED ABOVE IS ARRANGED BY SENIORITY. IF A CONSTRUCTION
PRACTICE IS NOT SPECIFIED BY ANY OF THE LISTED SOURCES, CONTRACTOR MUST CONTACT DESIGN ENGINEER FOR DIRECTION.
2. CONTRACTOR TO STRICTLY FOLLOW GEOTECHNICAL RECOMMENDATIONS FOR THIS PROJECT. ALL GRADING INCLUDING BUT NOT
LIMITED TO CUT, FILL, COMPACTION, ASPHALT SECTION, SUBBASE, TRENCH EXCAVATION/ BACK FILL, SITE GRUBBING, RETAINING WALLS
AND FOOTINGS MUST BE COORDINATED DIRECTLY WITH THE PROJECT GEOTECHNICAL ENGINEER.
3. TRAFFIC CONTROL, STRIPING & SIGNAGE TO CONFORM TO CURRENT GOVERNING AGENCIES TRANSPORTATION ENGINEER’S MANUAL
AND MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES.
4. ANY AREA OUTSIDE THE LIMIT OF WORK THAT IS DISTURBED SHALL BE RESTORED TO ITS ORIGINAL CONDITION AT NO COST TO
OWNER.
5. CONSULT ALL OF THE DRAWINGS AND SPECIFICATIONS FOR COORDINATION REQUIREMENTS BEFORE COMMENCING CONSTRUCTION.
6. AT ALL LOCATIONS WHERE EXISTING PAVEMENT ABUTS NEW CONSTRUCTION, THE EDGE OF THE EXISTING PAVEMENT SHALL BE
SAWCUT TO A CLEAN, SMOOTH EDGE.
7. ALL CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THE MOST RECENT, ADOPTED EDITION OF ADA ACCESSIBILITY
GUIDELINES.
8. PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING SURE THAT ALL REQUIRED PERMITS
AND APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED
THOROUGHLY REVIEWED PLANS AND OTHER DOCUMENTS APPROVED BY ALL OF THE PERMITTING AUTHORITIES.
9. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING AND NOTIFYING ENGINEER OR INSPECTING AUTHORITY 48 HOURS IN ADVANCE OF
COVERING UP ANY PHASE OF CONSTRUCTION REQUIRING OBSERVATION.
10. ANY WORK IN THE PUBLIC RIGHT-OF-WAY WILL REQUIRE PERMITS FROM THE APPROPRIATE CITY, COUNTY OR STATE AGENCY
CONTROLLING THE ROAD, INCLUDING OBTAINING REQUIRED INSPECTIONS.
11. ALL DIMENSIONS, GRADES & UTILITY DESIGNS SHOWN ON THE PLANS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH CONSTRUCTION FOR
NECESSARY PLAN OR GRADE CHANGES.
12. CONTRACTOR MUST VERIFY ALL EXISTING CONDITIONS BEFORE BIDDING AND BRING UP ANY QUESTIONS BEFOREHAND.
13. SITE GRADING SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND THE RECOMMENDATIONS SET
FORTH BY THE GEOTECHNICAL ENGINEER.
14. CATCH SLOPES SHALL BE GRADED AS SPECIFIED ON GRADING PLANS.
15. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FLAGGING, CAUTION SIGNS, LIGHTS, BARRICADES, FLAGMEN, AND ALL OTHER
DEVICES NECESSARY FOR PUBLIC SAFETY.
16. CONTRACTOR SHALL, AT THE TIME OF BIDDING AND THROUGHOUT THE PERIOD OF THE CONTRACT, BE LICENSED IN THE STATE
WHERE THE PROJECT IS LOCATED AND SHALL BE BONDABLE FOR AN AMOUNT EQUAL TO OR GREATER THAN THE AMOUNT BID AND
TO DO THE TYPE OF WORK CONTEMPLATED IN THE PLANS AND SPECIFICATIONS. CONTRACTOR SHALL BE SKILLED AND REGULARLY
ENGAGED IN THE GENERAL CLASS AND TYPE OF WORK CALLED FOR IN THE PLANS AND SPECIFICATIONS.
17. CONTRACTOR SHALL INSPECT THE SITE OF THE WORK PRIOR TO BIDDING TO SATISFY HIMSELF BY PERSONAL EXAMINATION OR BY
SUCH OTHER MEANS AS HE MAY PREFER OF THE LOCATIONS OF THE PROPOSED WORK AND OF THE ACTUAL CONDITIONS OF AND
AT THE SITE OF WORK. IF, DURING THE COURSE OF HIS EXAMINATION, A BIDDER FINDS FACTS OR CONDITIONS WHICH APPEAR TO
HIM TO BE IN CONFLICT WITH THE LETTER OR SPIRIT OF THE PROJECT PLANS AND SPECIFICATIONS, HE SHALL CONTACT THE
ENGINEER FOR ADDITIONAL INFORMATION AND EXPLANATION BEFORE SUBMITTING HIS BID. SUBMISSION OF A BID BY THE
CONTRACTOR SHALL CONSTITUTE ACKNOWLEDGMENT THAT, IF AWARDED THE CONTRACT, HE HAS RELIED AND IS RELYING ON HIS
OWN EXAMINATION OF (1) THE SITE OF THE WORK, (2) ACCESS TO THE SITE, AND (3) ALL OTHER DATA AND MATTERS REQUISITE
TO THE FULFILLMENT OF THE WORK AND ON HIS OWN KNOWLEDGE OF EXISTING FACILITIES ON AND IN THE VICINITY OF THE SITE
OF THE WORK TO BE CONSTRUCTED UNDER THIS CONTRACT. THE INFORMATION PROVIDED BY THE ENGINEER IS NOT INTENDED TO
BE A SUBSTITUTE FOR, OR A SUPPLEMENT TO, THE INDEPENDENT VERIFICATION BY THE CONTRACTOR TO THE EXTENT SUCH
INDEPENDENT INVESTIGATION OF SITE CONDITIONS IS DEEMED NECESSARY OR DESIRABLE BY THE CONTRACTOR. CONTRACTOR SHALL
ACKNOWLEDGE THAT HE HAS NOT RELIED SOLELY UPON OWNER- OR ENGINEER-FURNISHED INFORMATION REGARDING SITE
CONDITIONS IN PREPARING AND SUBMITTING HIS BID.
18. CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE ALL WATER, POWER, SANITARY FACILITIES AND TELEPHONE SERVICES AS
REQUIRED FOR THE CONTRACTOR’S USE DURING CONSTRUCTION.
19. CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY FIELD CHANGES MADE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM THE
OWNER, ENGINEER, AND/OR GOVERNING AGENCIES.
20. CONTRACTOR SHALL EXERCISE DUE CAUTION AND SHALL CAREFULLY PRESERVE BENCH MARKS, CONTROL POINTS, REFERENCE
POINTS AND ALL SURVEY STAKES, AND SHALL BEAR ALL EXPENSES FOR REPLACEMENT AND/OR ERRORS CAUSED BY THEIR
UNNECESSARY LOSS OR DISTURBANCE.
21. CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOBSITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY
CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE
OWNER AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF
WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.
22. CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATELY SCHEDULING INSPECTION AND TESTING OF ALL FACILITIES CONSTRUCTED
UNDER THIS CONTRACT. ALL TESTING SHALL CONFORM TO THE REGULATORY AGENCY’S STANDARD SPECIFICATIONS. ALL TESTING AND
INSPECTION SHALL BE PAID FOR BY THE OWNER; ALL RE-TESTING AND/OR RE-INSPECTION SHALL BE PAID FOR BY THE
CONTRACTOR.
23. IF EXISTING IMPROVEMENTS NEED TO BE DISTURBED AND/OR REMOVED FOR THE PROPER PLACEMENT OF IMPROVEMENTS TO BE
CONSTRUCTED BY THESE PLANS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING EXISTING IMPROVEMENTS FROM
DAMAGE. COST OF REPLACING OR REPAIRING EXISTING IMPROVEMENTS SHALL BE INCLUDED IN THE UNIT PRICE BID FOR ITEMS
REQUIRING REMOVAL AND/OR REPLACEMENT. THERE WILL BE NO EXTRA COST DUE TO THE CONTRACTOR FOR REPLACING OR
REPAIRING EXISTING IMPROVEMENTS.
24. WHENEVER EXISTING FACILITIES ARE REMOVED, DAMAGED, BROKEN, OR CUT IN THE INSTALLATION OF THE WORK COVERED BY
THESE PLANS OR SPECIFICATIONS, SAID FACILITIES SHALL BE REPLACED AT THE CONTRACTOR’S EXPENSE WITH MATERIALS EQUAL
TO OR BETTER THAN THE MATERIALS USED IN THE ORIGINAL EXISTING FACILITIES. THE FINISHED PRODUCT SHALL BE SUBJECT TO
THE APPROVAL OF THE OWNER, THE ENGINEER, AND THE RESPECTIVE REGULATORY AGENCY.
25. CONTRACTOR SHALL MAINTAIN A NEATLY MARKED SET OF FULL-SIZE AS-BUILT RECORD DRAWINGS SHOWING THE FINAL LOCATION
AND LAYOUT OF ALL STRUCTURES AND OTHER FACILITIES. AS-BUILT RECORD DRAWINGS SHALL REFLECT CHANGE ORDERS,
ACCOMMODATIONS, AND ADJUSTMENTS TO ALL IMPROVEMENTS CONSTRUCTED. WHERE NECESSARY, SUPPLEMENTAL DRAWINGS SHALL
BE PREPARED AND SUBMITTED BY THE CONTRACTOR. PRIOR TO ACCEPTANCE OF THE PROJECT, THE CONTRACTOR SHALL DELIVER
TO THE ENGINEER ONE SET OF NEATLY MARKED AS-BUILT RECORD DRAWINGS SHOWING THE INFORMATION REQUIRED ABOVE.
AS-BUILT RECORD DRAWINGS SHALL BE REVIEWED AND THE COMPLETE AS-BUILT RECORD DRAWING SET SHALL BE CURRENT WITH
ALL CHANGES AND DEVIATIONS REDLINED AS A PRECONDITION TO THE FINAL PROGRESS PAYMENT APPROVAL AND/OR FINAL
ACCEPTANCE.
26. WHERE THE PLANS OR SPECIFICATIONS DESCRIBE PORTIONS OF THE WORK IN GENERAL TERMS BUT NOT IN COMPLETE DETAIL, IT
IS UNDERSTOOD THAT ONLY THE BEST GENERAL PRACTICE IS TO PREVAIL AND THAT ONLY MATERIALS AND WORKMANSHIP OF THE
HIGHEST QUALITY ARE TO BE USED.
27. CONTRACTOR SHALL BE SKILLED AND REGULARLY ENGAGED IN THE GENERAL CLASS AND TYPE OF WORK CALLED FOR IN THE
PROJECT PLANS AND SPECIFICATIONS. THEREFORE, THE OWNER IS RELYING UPON THE EXPERIENCE AND EXPERTISE OF THE
CONTRACTOR. PRICES PROVIDED WITHIN THE CONTRACT DOCUMENTS SHALL INCLUDE ALL LABOR AND MATERIALS NECESSARY AND
PROPER FOR THE WORK CONTEMPLATED AND THAT THE WORK BE COMPLETED IN ACCORDANCE WITH THE TRUE INTENT AND
PURPOSE OF THESE PLANS AND SPECIFICATIONS. THE CONTRACTOR SHALL BE COMPETENT, KNOWLEDGEABLE AND HAVE SPECIAL
SKILLS IN THE NATURE, EXTENT AND INHERENT CONDITIONS OF THE WORK TO BE PERFORMED. CONTRACTOR SHALL ALSO
ACKNOWLEDGE THAT THERE ARE CERTAIN PECULIAR AND INHERENT CONDITIONS EXISTENT IN THE CONSTRUCTION OF THE
PARTICULAR FACILITIES WHICH MAY CREATE, DURING THE CONSTRUCTION PROGRAM, UNUSUAL OR UNSAFE CONDITIONS HAZARDOUS
TO PERSONS, PROPERTY AND THE ENVIRONMENT. CONTRACTOR SHALL BE AWARE OF SUCH PECULIAR RISKS AND HAVE THE SKILL
AND EXPERIENCE TO FORESEE AND TO ADOPT PROTECTIVE MEASURES TO ADEQUATELY AND SAFELY PERFORM THE CONSTRUCTION
WORK WITH RESPECT TO SUCH HAZARDS.
28. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL STRIPING AND/OR PAVEMENT MARKINGS NECESSARY TO TIE
EXISTING STRIPING INTO FUTURE STRIPING. METHOD OF REMOVAL SHALL BE BY GRINDING OR SANDBLASTING.
29. CONTRACTOR SHALL PROVIDE ALL SHORING, BRACING, SLOPING OR OTHER PROVISIONS NECESSARY TO PROTECT WORKMEN FOR
ALL AREAS TO BE EXCAVATED TO A DEPTH OF 4 FEET OR MORE. FOR EXCAVATIONS 4 FEET OR MORE IN DEPTH, THE
CONTRACTOR SHALL COMPLY WITH LOCAL, STATE AND NATIONAL SAFETY CODES, ORDINANCES. OR REQUIREMENTS FOR EXCAVATION
AND TRENCHES.
30. ALL EXISTING GATES AND FENCES TO REMAIN UNLESS OTHERWISE NOTED ON PLANS. PROTECT ALL GATES AND FENCES FROM
DAMAGE.
Utility Notes;
1. CONTRACTOR SHALL COORDINATE LOCATION OF NEW ’’DRY UTILITIES” WITH THE APPROPRIATE UTILITY COMPANY, INCLUDING BUT NOT
LIMITED TO: TELEPHONE SERVICE, GAS SERVICE, CABLE, POWER, INTERNET.
2. EXISTING UTILITIES HAVE BEEN SHOWN ON THE PLANS USING A COMBINATION OF ON-SITE SURVEYS (BY OTHERS). PRIOR TO
COMMENCING ANY WORK, IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO HAVE EACH UTILITY COMPANY LOCATE IN THE FIELD,
THEIR MAIN AND SERVICE LINES 48 HOURS IN ADVANCE OF PERFORMING ANY EXCAVATION WORK. THE CONTRACTOR SHALL RECORD
THE BLUE STAKES ORDER NUMBER AND FURNISH ORDER NUMBER TO OWNER AND ENGINEER PRIOR TO ANY EXCAVATION. IT WILL
BE THE CONTRACTOR’S SOLE RESPONSIBILITY TO DIRECTLY CONTACT ANY OTHER UTILITY COMPANIES THAT ARE NOT MEMBERS OF
BLUE STAKES. IT SHALL BE THE CONTRACTOR’S SOLE RESPONSIBILITY TO PROTECT ALL EXISTING UTILITIES SO THAT NO DAMAGE
RESULTS TO THEM DURING THE PERFORMANCE OF THIS CONTRACT. ANY REPAIRS NECESSARY TO DAMAGED UTILITIES SHALL BE
PAID FOR BY THE CONTRACTOR. THE CONTRACTOR SHALL BE REQUIRED TO COOPERATE WITH OTHER CONTRACTORS AND UTILITY
COMPANIES INSTALLING NEW STRUCTURES, UTILITIES AND SERVICE TO THE PROJECT.
3. CONTRACTOR SHALL POT HOLE ALL UTILITIES TO DETERMINE IF CONFLICTS EXIST PRIOR TO BEGINNING ANY EXCAVATION. NOTIFY
ENGINEER OF ANY CONFLICTS. CONTRACTOR SHALL VERIFY LOCATION AND INVERTS OF EXISTING UTILITIES TO WHICH NEW UTILITIES
WILL BE CONNECTED. PRIOR TO COMMENCING ANY EXCAVATION WORK THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES IN
ACCORDANCE WITH THE REQUIRED PROCEDURES.
4. CARE SHOULD BE TAKEN IN ALL EXCAVATIONS DUE TO POSSIBLE EXISTENCE OF UNRECORDED UTILITY LINES. EXCAVATION REQUIRED
WITHIN PROXIMITY OF EXISTING UTILITY LINES SHALL BE DONE BY HAND. CONTRACTOR SHALL REPAIR ANY DAMAGE TO EXISTING
UTILITY LINES OR STRUCTURES INCURRED DURING CONSTRUCTION OPERATIONS AT HIS EXPENSE.
5. ALL VALVES AND MANHOLE COVERS SHALL BE RAISED OR LOWERED TO MEET FINISHED GRADE.
6. CONTRACTOR SHALL CUT PIPES OFF FLUSH WITH THE INSIDE WALL OF THE BOX OR MANHOLE.
7. CONTRACTOR SHALL GROUT AT CONNECTION OF PIPE TO BOX WITH NON-SHRINKING GROUT, INCLUDING PIPE VOIDS LEFT BY
CUTTING PROCESS, TO A SMOOTH FINISH.
8. CONTRACTOR SHALL GROUT WITH NON-SHRINK GROUT BETWEEN GRADE RINGS AND BETWEEN BOTTOM OF INLET LID FRAME AND
TOP OF CONCRETE BOX
9. SILT AND DEBRIS IS TO BE CLEANED OUT OF ALL STORM DRAIN BOXES. CATCH BASINS ARE TO BE MAINTAINED IN A CLEANED
CONDITION AS NEEDED UNTIL AFTER THE FINAL BOND RELEASE INSPECTION.
10. CONTRACTOR SHALL CLEAN ASPHALT, TAR OR OTHER ADHESIVES OFF OF ALL MANHOLE LIDS AND INLET GRATES TO ALLOW
ACCESS.
11. EACH TRENCH SHALL BE EXCAVATED SO THAT THE PIPE CAN BE LAID TO THE ALIGNMENT AND GRADE AS REQUIRED. THE TRENCH
WALL SHALL BE SO BRACED THAT THE WORKMEN MAY WORK SAFELY AND EFFICIENTLY. ALL TRENCHES SHALL BE DRAINED SO THE
PIPE LAYING MAY TAKE PLACE IN DE-WATERED CONDITIONS.
12. CONTRACTOR SHALL PROVIDE AND MAINTAIN AT ALL TIMES AMPLE MEANS AND DEVICES WITH WHICH TO REMOVE PROMPTLY AND TO
PROPERLY DISPOSE OF ALL WATER ENTERING THE TRENCH EXCAVATION.
13. MAINTAIN A MINIMUM 18” VERTICAL SEPARATION DISTANCE BETWEEN ALL UTILITY CROSSINGS.
14. CONTRACTOR SHALL START INSTALLATION AT LOW POINT OF ALL NEW GRAVITY UTILITY LINES.
15. ALL BOLTED FITTINGS MUST BE GREASED AND WRAPPED.
16. UNLESS SPECIFICALLY NOTED OTHERWISE, MAINTAIN AT LEAST 2 FEET OF COVER OVER ALL STORM DRAIN LINES AT ALL TIMES
(INCLUDING DURING CONSTRUCTION).
17. ALL WATER LINES SHALL BE INSTALLED A MINIMUM OF 60” BELOW FINISHED GRADE.
18. ALL SEWER LINES AND SEWER SERVICES SHALL HAVE A MINIMUM SEPARATION OF 10 FEET, PIPE EDGE TO PIPE EDGE, FROM THE
WATER LINES. IF A 10 FOOT SEPARATION CAN NOT BE MAINTAINED, CONTRACTOR MUST ALERT DELTA CITY. DDW MUST APPROVE
MITIGATION MEASURES SPECIFIC TO EACH INSTANCE PRIOR TO PROCEEDING.
19. CONTRACTOR SHALL INSTALL THRUST BLOCKING AT ALL WATERLINE ANGLE POINTS AND TEES.
20. ALL UNDERGROUND UTILITIES SHALL BE IN PLACE PRIOR TO INSTALLATION OF CURB, GUTTER, SIDEWALK AND STREET PAVING.
21. CONTRACTOR SHALL INSTALL MAGNETIC LOCATING TAPE CONTINUOUSLY OVER ALL NONMETALLIC PIPE.
22. THRUST BLOCKS & RESTRAINED JOINTS WITH MEGA-LUG ADAPTERS REQUIRED ON ALL BENDS AND FITTINGS USING BLUE BOLTS.
PROTECT ALL BOLTS FROM BEING ENCASED IN CONCRETE. INSTALL PER MANUFACTURER RECOMMENDATIONS.
= PROPOSED WATER METER ' vv
SD= EXISTING WATER METER
SL
= PROPOSED REDUCER ss
= EXISTING REDUCER TBC
= PROPOSED SECONDARY WATER LATERAL
= PROPOSED LAND DRAIN LATERALLDLAT
= PROPOSED WATER LATERALwLAT-
= PROPOSED SEWER LATERAL
TOA
TOC
TOFF
TOS
TOW
TSW
UGP
W
WM
PROPOSED CULINARY WATER LINE = PROPOSED CATCH BASIN
= EXISTING CATCH BASIN
= PLUG W/ 2” BLOW-OFF
= STREET LIGHT
= SIGN
- POWER POLE
= BASEMENT FLOOR ELEVATION
= BUILDING
= BOTTOM OF STAIRS
= BOTTOM OF WALL
= BEGINNING POINT
= CURB <& GUTTER
= CATCH BASIN
= CUBIC FEET
= CUBIC FEET PER SECOND
= EDGE OF PAVEMENT
= FINISH FLOOR
= FINISH FLOOR ELEVATION
= FINISHED GRADE
EXISTING CULINARY WATER LINE
NOTE:
1. SAWCUT EXISTING ASPHALT INSIDE FROM OUTER EDGE FOR TACK SEAL OF NEW ASPHALT
2. CONTRACTOR TO VERIFY 2% MIN. AND 5% MAX SLOPE FROM EDGE OF ASPHALT TO LIP OF GUTTER
-SW/8-PROPOSED SECONDARY WATER LINE
EXISTING SECONDARY WATER LINE-------- EX.SW --------
PROPOSED SANITARY SEWER LINESurvey Control Notes
THE CONTRACTOR OR SURVEYOR SHALL BE RESPONSIBLE FOR FOLLOWING THE NATIONAL SOCIETY OF PROFESSIONAL
SURVEYORS (NSPS) MODEL STANDARDS FOR ANY SURVEYING OR CONSTRUCTION LAYOUT TO BE COMPLETED USING
REEVE & ASSOCIATES, INC. SURVEY DATA OR CONSTRUCTION IMPROVEMENT PLANS. PRIOR TO PROCEEDING WITH
CONSTRUCTION STAKING, THE SURVEYOR SHALL BE RESPONSIBLE FOR VERIFYING HORIZONTAL CONTROL FROM THE
SURVEY MONUMENTS AND FOR VERIFYING ANY ADDITIONAL CONTROL POINTS SHOWN ON AN ALTA SURVEY,
IMPROVEMENT PLAN, OR ANY ELECTRONIC DATA PROVIDED. THE SURVEYOR SHALL ALSO USE THE BENCHMARKS AS
SHOWN ON THE PLAN, AND VERIFY THEM AGAINST NO LESS THAN FIVE (5) EXISTING HARD IMPROVEMENT ELEVATIONS
INCLUDED ON THESE PLANS OR ON ELECTRONIC DATA PROVIDED. IF ANY DISCREPANCIES ARE ENCOUNTERED, THE
SURVEYOR SHALL IMMEDIATELY NOTIFY REEVE & ASSOCIATES, INC. AND RESOLVE THE DISCREPANCIES BEFORE
PROCEEDING WITH ANY CONSTRUCTION STAKING.
-------- EX.SS --------EXISTING SANITARY SEWER LINE
-SD/1&PROPOSED STORM DRAIN LINE
BFE
-------- EX.SD --------EXISTING STORM DRAIN LINE
4800
BLDG
i_D/a PROPOSED LAND DRAIN LINE BOS
EXISTING LAND DRAIN LINE-------- EX.LD --------BOW
BP1RR/1&PROPOSED IRRIGATION LINE
O&G-------EX.IRR -------EXISTING IRRIGATION LINE
OBErosion Control General Notes;
THE CONTRACTOR TO USE BEST MANAGEMENT PRACTICES FOR PROVIDING
EROSION CONTROL FOR CONSTRUCTION OF THIS PROJECT. ALL MATERIAL AND
WORKMANSHIP SHALL CONFORM TO GOVERNING AGENCIES ORDINANCES AND ALL WORK
SHALL BE SUBJECT TO INSPECTION BY THE COUNTIES. ALSO, INSPECTORS WILL
HAVE THE RIGHT TO CHANGE THE FACILITIES AS NEEDED.
CONTRACTOR SHALL KEEP THE SITE WATERED TO CONTROL DUST. CONTRACTOR
TO LOCATE A NEARBY HYDRANT FOR USE AND TO INSTALL TEMPORARY METER.
CONSTRUCTION WATER COST TO BE INCLUDED IN BID.
WHEN GRADING OPERATIONS ARE COMPLETED AND THE DISTURBED GROUND IS
LEFT OPEN FOR 14 DAYS OR MORE, THE AREA SHALL BE FURROWED PARALLEL
TO THE CONTOURS.
THE CONTRACTOR SHALL MODIFY EROSION CONTROL MEASURES TO
ACCOMMODATE PROJECT PLANNING.
ALL ACCESS TO PROPERTY WILL BE FROM PUBLIC RIGHT-OF-WAYS.
THE CONTRACTOR IS REQUIRED BY STATE AND FEDERAL REGULATIONS TO
PREPARE A STORM WATER POLLUTION PREVENTION PLAN AND FILE A ’’NOTICE OF
INTENT” WITH THE GOVERNING AGENCIES.
EXISTING FENCE LINEX ------X ------X OF
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CFSO PROPOSED FENCE LINE
EP
---- = DRAINAGE SWALE FF 4800
FFE= OVERHEAD POWER LINEOHP
FG= PROPOSED FIRE HYDRANT
FH = FIRE HYDRANT
= FLOW LINE= EXISTING FIRE HYDRANT FL
= PROPOSED MANHOLE = GRADE BREAKGB
= GARAGE FLOOR ELEVATION
= INVERT
= LINEAR FEET
= NATURAL GRADE
= OVERHEAD POWER
= POINT OF CURVATURE
= POWER/UTILITY POLE
= POINT OF RETURN CURVATURE
= POINT OF TANGENCY
= PUBLIC UTILITY EASEMENT
= REINFORCED CONCRETE PIPE
= RIM OF MANHOLE
GFE= EXISTING MANHOLE
INV= PROPOSED SEWER CLEAN-OUT
LF
= PROPOSED GATE VALVE NG
X = EXISTING GATE VALVE OHP
PC= PLUG & BLOCKMaintenance;
ALL BEST MANAGEMENT PRACTICES (BMP’S) SHOWN ON THIS PLAN MUST BE
MAINTAINED AT ALL TIMES UNTIL PROJECT CLOSE-OUT.
THE CONTRACTOR’S RESPONSIBILITY SHALL INCLUDE MAKING BI-WEEKLY CHECKS
ON ALL EROSION CONTROL MEASURES TO DETERMINE IF REPAIR OR SEDIMENT
REMOVAL IS NECESSARY. CHECKS SHALL BE DOCUMENTED AND COPIES OF THE
INSPECTIONS KEPT ON SITE.
SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL. THEY MUST BE
REMOVED WHEN THE LEVEL OF DEPOSITION REACHES APPROXIMATELY ONE-HALF
THE HEIGHT OF BARRIER.
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PT= DUAL SECONDARY METER
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RIM
SEDIMENT TRACKED ONTO PAVED ROADS MUST BE CLEANED UP AS SOON AS
PRACTICAL, BUT IN NO CASE LATER THAN THE END OF THE NORMAL WORK DAY.
THE CLEAN UP WILL INCLUDE SWEEPING OF THE TRACKED MATERIAL, PICKING IT
UP, AND DEPOSITING IT TO A CONTAINED AREA.
EXPOSED SLOPES:
ANY EXPOSED SLOPE THAT WILL REMAIN UNTOUCHED FOR LONGER THAN 14
DAYS MUST BE STABILIZED BY ONE OR MORE OF THE FOLLOWING METHODS:
A) SPRAYING DISTURBED AREAS WITH A TACKIFIER VIA HYDROSEED
B) TRACKING STRAW PERPENDICULAR TO SLOPES
C) INSTALLING A LIGHT-WEIGHT, TEMPORARY EROSION CONTROL BLANKET
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20’— 0”CURB LINE CURB LINE
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> ------- SLOPE = 2.0% MIN.SLOPE = 2.0% MIN. -------—
4” GRAVEL—
BASE COURSE
4” GRAVEL
BASE COURSE
3” PLANT MIX
8 CRUSHED GRAVEL BASE COURSE
6” WIDE 4”
MONOLITHIC
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4” HIGH CURB
TRUNCATED DOMES
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SCALE: NONE
375328
NATE REEVE
CXI
18”
2’— 0”
S lope__
-4-ADA Ramp Detail (Type C)
SCALE: NONE
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
3” THICK UNTREATED
BASE COURSE4” THICK CRUSHED
AGGREGATE BASE7-3/4”1 1 0— 1 /4”
30* Mountable Curb & Gutter
SCALE: NONE
On-Site r L r Curb
& Gutter
SCALE: NONE
Number: 8059—01
2
22 Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
Reeve & Associates, - Solutions You Can Build On
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Construction Notess
1) ALL CONSTRUCTION IS TO CONFORM TO
THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
Key Map
NOT TO SCALEJasper Drive 5+00.00 - 8+75.00 NOTES:
1. CONTRACTOR MUST POT HOLE & LOCATED WATER LINE ON EACH SIDE
OF CANAL PRIOR TO CONSTRUCTION.
2. CONTRACTOR TO FIELD VERIFY DEPTHS & SIZING OF EXISTING WATER
LINE PRIOR TO CONSTRUCTION.
3. CONTRACTOR MUST FIELD VERIFY LOCATION OF EXISTING SEWER.
4. CONTRACTOR MUST TERMINATE SEWER ON THE WEST SIDE OF
PROPOSED BRIDGE LOCATION.
20 0 20 40 60
Horizontal Scale: 1” = 20’
Vertical Scale: 1 ” = 2’
TBC Curve Data
#Delta Radius Length Tangent Chord CH Length
C1 83’10’38”20.00’29.03’17.75’N47°59’29”W 26.55’
C6 100’14’45”20.00’34.99’23.94’S41’24’55”W 30.70’
C19 89’30’31”20.00’31.24’19.83’S43’42’27”E 28.16’
C20 89’22’24”20.00’31.20’19.78’N45’44’00”E 28.13’
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SD/15 - 15”HDPE STORM DRAIN
SD/18 - 18”HDPE STORM DRAIN
SD/21 - 21”HDPE STORM DRAIN
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PIPE CROSSING
(SEE SHEET 7 FOR
MORE DETAIL)4570 4570CONNECT TO EXISTING
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4568 4568 Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
4566 4566PIPE CROSSING
(SEE SHEET J FOR
MORE DETAIL)
4564 4564
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30 HDPE SD S=0.20% 276 L.F.
30” HDPE SD S=0.20% 98 L.F.
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45684568 Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
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NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
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SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
TBC Curve Data Centerline Curve Data
#Delta Radius Length Tangent Chord CH Length #Delta Radius Length Tangent Chord CH Length
C7 43’04’11”320.00’240.55’126.28’N70’00’11”E 234.92’01 43’04’11”300.00’225.51’118.38’N70’00’11”E 220.24’
014 90’00’00”20.00’31.42’20.00’S86’31’54”E 28.28’
C15 90’19’05”20.00’31.53’20.11’N3’37’38”E 28.36’
C16 42’45’06”280.00’208.92’109.59’N70’09’44”E 204.11’
IRR/30 - 30” CLASS III STORM DRAIN
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SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATIONTBC Curve Data
#Delta Radius Length Tangent Chord CH Length
08 89’59’47”20.00’31.41’20.00’N86’32’01”W 28.28’
C11 90’00’13”20.00’31.42’20.00’S3°27’59”W 28.29’
012 85’06’04”20.00’29.71’18.36’S88’58’52”E 27.05’
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Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
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THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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#Delta Radius Length Tangent Chord CH Length #Delta Radius Length Tangent Chord CH Length
C1 83° 10’38”20.00’29.03’17.75’N47°59’29”W 26.55’C2 26’48’38”250.00’116.98’59.58’N11°52’02”W 115.92’
02 18’52’11”320.00’105.39’53.18’S1 5’50’1 6”E 104.91’C3 26’19’09”300.00’137.81’70.14’N12’06’47”W 136.60’
03 26’48’38”230.00’107.62’54.82’N11°52’02”W 106.65’
04 26’48’38”270.00’126.34’64.35’N11’52’02”W 125.19’
C5 1 6’33’54”280.00’80.95’40.76’S16’59’24”E 80.67’
06 100’14’45”20.00’34.99’23.94’S41’24’55”W 30.70’
019 89’30’31”20.00’31.24’19.83’S43’42’27”E 28.16’
C20 89’22’24”20.00’31.20’19.78’N45’44’00”E 28.13’
STORM DRAIN
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SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
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SD/30 -30”HDPE STORM DRAIN
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20 0 20 40 60
Horizontal Scale: 1 " = 20’
Vertical Scale: 1” = 2’
5+004580 6+00 7+00 8+00 9+004580in
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J. Waie reeve
21” HDPE SD S=0.10% 129 L.F.4570 4570
4569.36 INV
STUB 8c CAP4568 4568
4566 4566
PIPE CROSSING
8” PVC SS S=0.34% 130 L.F.
8” PV3 SS\S=0.34% 55 L.F.
PIPE CROSSING
(SEE SHEET 3
FOR MORE DETAIL)
8” PVC SS S=0.34% 119 L.F.Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
4565.63 INV
STUB & CAP----- EX.SS ------
8”SS
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4564 4564EX.SS ------
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Call before you dig.
22 Total Sheets
4560 45609+005+00 6+00 8+00
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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Construction Notesa
1) ALL CONSTRUCTION IS TO CONFORM TO
THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
Construction Notesa
1) ALL CONSTRUCTION IS TO CONFORM TO
THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
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STOB 8c BLOCK
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4569.98 INV
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STORM DRAIN STORM DRAIN
SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
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TBC Curve Data
#Delta Radius Length Tangent Chord CH Length
C21 89’30’31”20.00’31.24’19.83’S43°42’27”E 28.16’
C22 90’29’29”20.00’31.59’20.17’N46’17’33”E 28.41’
TBC Curve Data
#Delta Radius Length Tangent Chord CH Length
017 89’30’31”20.00’31.24’19.83’S43’42’27”E 28.16’
018 90’29’29”20.00’31.59’20.17’N46’17’33”E 28.41’
Moonstone Drive
5+00.00 - 6+50.00 Emerald Way
5+00.00 - 6+50.00
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Vertical Scale: 1” = 2’
Horizontal Scale: 1 ” = 20’
Vertical Scale: 1” = 2’
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4569.58 INV
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(SEE SHEET 4
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8” PVC
PIPE CROSSING
(SEE SHEET 4
FOR MORE DETAIL)
, i 375328
J. Wate reeve
4572 4572 4572
4569.98 INV
STUB 8c CAP
PIPE CROSSING
(SEE SHEET 4
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4567.92 INV
STUB 8c CAP
4570 4570 45704570
4568 4568 4568 4568 Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
SS S=0.34% 122 L.F.
4566.79 INV
STUB & CAP4566 4566 4566 4566
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THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH
Number: 8059—01Know whafs belOW.
Call before you dig.8
22 Total Sheets
4562
6+50
4562
6+506+00 6+00
1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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Construction Notes;
1) ALL CONSTRUCTION IS TO CONFORM TO
THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
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STORM DRAINTopaz Court
5+00.00 - 6+75.00
20 0 20 40 60
SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
TBC Curve Data Centerline Curve Data
#Delta Radius Length Tangent Chord CH Length #Delta Radius Length Tangent Chord CH Length
C14 90’00’00”20.00’31.42’20.00’S86’31’54”E 28.28’04 22’28’35”150.00’58.84’29.80’N30’17’37”W 58.47’
015 90’19’05”20.00’31.53’20.11’N3’37’38”E 28.36’
025 26’48’55”170.00’79.56’40.52’N28’07’27”W 78.84’
C26 26’48’55”130.00’60.84’30.99’N28’07’27”W 60.29’
Horizontal Scale: 1 ” = 20’
Vertical Scale: 1” = 2’IRR/30 - 30” CLASS III STORM DRAIN
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PIPE CROSSING
(SEE SHEET 4 FOR MORE4574 4574
21” HDPE SD
HDPE SD S=0.40% 129
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/ (SEE SHEET 4 F0R~MOgE fS A&$ S=0.34%-117 tFv
8” PVC SS 4570.11 INV
, i 375328
J. Wate reeve
4572 4572
4570 4570
4568 4568 Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
4566 4566
4564 4564
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Number: 8059—01Know what's belOW.
Call before you dig.9
22 Total Sheets
4562 45626+755+00 6+00
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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61 Construction Notes;
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THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
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SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
TBC Curve Data Centerline Curve Data
#Delta Radius Length Tangent Chord CH Length #Delta Radius Length Tangent Chord CH Length
08 89’59’47”20.00’31.41’20.00’N86’32’01”W 28.28’C5 36’10’42”275.00’173.64’89.83’S59’37’29”E 170.77’
C11 90’00’13”20.00’31.42’20.00’S3°27’59”W 28.29’
012 85’06’04”20.00’29.71’18.36’S88’58’52”E 27.05’
013 96’34’23”20.00’33.71’22.44’N0’10’54”E 29.86’
023 17’05’14”255.00’76.05’38.31’S56’38’54”E 75.77’
C24 18’45’41”295.00’96.60’48.73’S55’ 48’41 ”E 96.17’
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6020 0 20 40
Horizontal Scale: 1 ” = 20’
Vertical Scale: 1” = 2’
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PRO.
SEE SHEET 6 FOR
CROSS SECTION 4576(NOTE VIEW IS OFFSET
FROM CENTERLINE OF
JASPER DRIVE)
PIPE CROSSING
(SEE SHEET 6 FOR
MORE DETAIL)
PIPE CROSSING
4574 457415” HDPE
, i 375328
J. Wate reeve
4572 4572PIPE CROSSING-
(SEE SHEET 6 FOR
MORE DETAIL)
PIPE CROSSING
4570 4570PIPE CROSSING
(SEE SHEET 6 FOR
MORE DETAIL)
4568 4568
PVC SS S=0.34% 181 L.F Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
4566 4566
4564 4564
CB
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Number: 8059—01
10
22 Total Sheets
4562
9+00
4562
10+00 11+00 12+00 13+00 13+50
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
Reeve & Associates, Inc. - Solutions You Can Build On
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NOTES FOR UTILITY IN HWY 6:
1. CONTRACTOR MUST FIELD VERIFY LOCATION OF
EXISTING WATER LINE PRIOR TO CONSTRUCTION
2. ALL CONNECTIONS FOR UTILITIES THROUGH HIGHWAY
6 MUST BE BORED PER UDOT STANDARDS.TEMPORARY BASIN
Construction Notes;
1) ALL CONSTRUCTION IS TO CONFORM TO
THE CITY STANDARD DRAWINGS AND
SPECIFICATIONS.
2) CONSTRUCT HANDICAP RAMP PER ADA
AND CITY REQUIREMENTS.
3) ALL EXISTING DITCHES THAT ARE BEING
FILLED IN, MUST HAVE STRUCTURAL FILL
IN ALL RIGHT-OF-WAY AND BUILDING
FOOTPRINTS.
4) CONTRACTOR TO FIELD VERIFY DEPTHS
AND LOCATIONS OF ALL EXISTING
UTILITIES, COORDINATE WITH ENGINEER ON
RECORD
CULINARY WATER
NOTE: 5’ MIN. COVER REQUIRED OVER CW LINES
W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
SANITARY SEWER
SS/4 - 4” PVC SDR— 35 SERVICE LATERAL
SS/8 - 8” PVC SDR— 35 SEWER LINE
SE
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SD/12 -
SD/15 -
SD/18 -
SD/21 -
SD/24 -
SD/30 -
12” HDPE STORM
15” HDPE STORM
18” HDPE STORM
21” HDPE STORM
24” HDPE STORM
30” HDPE STORM
DRAIN
DRAIN
DRAIN
DRAIN
DRAIN
DRAIN
IRRIGATION
IRR/30 -30” CLASS III STORM DRAIN
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Cedar Point Lane
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TBC Curve Data
#Delta Radius Length Tangent Chord CH Length
09 90’00’20”20.00’31.42’20.00’N3°28’02”E 4575.76’
C10 89’59’40”20.00’31.41’20.00’S86’31’58”E 4575.79’
Horizontal Scale: 1 ” = 20’
Vertical Scale: 1” = 2’
15+00 16+00
----------------------------------------------------------------1-
14+0013+504582 ----
4580
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PRO. GRADE @
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4576 n
PIPE CROSSING
4572
4570
Concentric Cylindricc
4568 Project Info.
Engineer:
J, NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
4566
4564 Lduozuo
Number: 8059—01
SS
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THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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2) CONSTRUCT HANDICAP RAMP PER ADA
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3) ALL EXISTING DITCHES THAT ARE BEING
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W/8 - 8” DIP W/POLY WRAP WATER LINE
W - 1” TYPE K COPPER SERVICE LATERAL
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SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
SD/30 -30”HDPE STORM DRAIN
IRRIGATION
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SCALE: NONE
Horizontal Scale: 1 ” = 20’
Vertical Scale: 1” = 2’
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Begin Date:
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Name:
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Number: ____8059—01____
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THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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Construction Notesa
1) ALL CONSTRUCTION IS TO CONFORM TO
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2) CONSTRUCT HANDICAP RAMP PER ADA
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3) ALL EXISTING DITCHES THAT ARE BEING
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W - 1” TYPE K COPPER SERVICE LATERAL
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STORM DRAIN
SD/12 -12”HDPE STORM DRAIN
SD/15 -15”HDPE STORM DRAIN
SD/18 -18”HDPE STORM DRAIN
SD/21 -21”HDPE STORM DRAIN
SD/24 -24”HDPE STORM DRAIN
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Drafter:
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Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: ____8059—01____
13
22 Total Sheets
Know what's b@l0W.
® Call before you dig
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR
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MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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ELEV
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DEPT
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AVG END
INC. VOL.
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AVG END
TOTAL VOL.
(cu. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
4,566.00 22,252.48 0.00 22.26 22.26 22.26 22.26
4,567.00 24,153.48 1.00 23179.78 23202.04 23173.29 23195.55
4,568.00 26,31 1.20 1.00 25232.34 48434.38 25224.65 48420.21
4,569.00 28,559.99 1.00 27435.60 75869.98 27427.91 75848.12
4,570.00 30,897.07 1.00 29728.53 105598.51 29720.87 105568.99
4,571.00 33,320.95 1.00 32109.01 137707.52 32101.38 137670.37
4,572.00 35,833.03 1.00 34576.99 172284.51 34569.38 172239.75
4,573.00 38,432.55 1.00 37132.79 209417.30 37125.21 209364.96
4,574.00 41,102.65 1.00 39767.60 249184.90 39760.13 249125.09
2+00
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PRO.GRADF
The following runoff calculations are based on the Rainfall - Intensity - Duration Frequency Curve for the
Delta, Ut area taken from the NOAA Atlas 14 database. Calculations have been completed for the 100-yr 24-
hr storm event. Storm water runoff has been calculated for a fully developed site and full retention.
457645764576 The calculations are as follows:
Drainage Area:
Total Area = 53.72 acre or
Runoff Coefficients
Paved Area
Single Family
Townhome
Commercial
Future Development
Landscaped Area
Weighted Runoff Coefficient
2,340,057 ft2
413,433
212,800
196,061
246,762
137,584
1,133,418
C = 0.9
C = 0.9
C = 0.9
C = 0.75
C = 0.75
C = 0.2
C = 0.54
LID Retention
80th Percentile Rainfall Event (d) 0.45
Is the site Feasible for LID? Yes
Site Imperviousness (i) 0.27
NRCS Soil Group C/D
Rv Equation 0.83i A 1.122
R v (Soil Group A: 0.84i A 1.302; B: 0.84i A 1 .169; C/D: 0.83i A 1 .122) 0.19
Vgoai = Rv x d x Total Site SF 16596
Percolation Rate:
Drainage Area 40,929 s.f.
Perc Rate 90 mpi
in
c.f.
Percolation out
Time to Drain
(1in/perc rate)*(1ft/12in)*(1min/60sec)*Bot Area of D
0.63 cfs
90.5 hrs
| ADJ. PROPERTY SIDE |[PROPERTY SIDE I
EX.GRADE457445744574 FINISH
GRADE
EX.GRADE
4.00*
' 1 75328
J. NATE REEVE
EX.GRADE457245724572
[RETENTION BASIN |
TO BASIN
1----------------
[RETENTION BASIN |
457045704570
Overflow
Berm Detail
SCALE: NONE
Volume of Run-off for 100-year Storm Event:
I
GR
A
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E
CB
#
4
2
1
+0
4
.
4
4
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CO1m
C =0.54
I =See Below in/hr
A =2340057 ft 2
Q(out) =0.00 ft3 /s (0 cfs per acre)
time time Q Vol. in Vol. out Difference
(min)(sec) (in. /hr.)(cfs)(cf)(cf)(cf)
0 0 0.00 0.00 0 0 0
5 300 4.93 143.22 42967 0 42967
10 600 3.75 108.94 65365 0 65365
15 900 3.1 90.06 81053 0 81053
30 1800 2.09 60.72 109290 0 109290
60 3600 1.29 37.48 134913 0 134913
120 7200 0.729 21.18 152483 0 152483
180 10800 0.491 14.26 1 54052 0 154052
360 21600 0.263 7.64 165033 0 165033
720 43200 0.14 4.07 175701 0 175701
1440 86400 0.082 2.38 205821 0 205821
SUMMARY:
The required 100-yr storage volume is 205,821 cubic feet
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
45680045684568
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0 20 40 60
CMCOQ Number: 8059—01
Scale: 1” = 40’
14
22 Total Sheets
Horizontal Scale: 1” = 20’
Vertical Scale: 1” = 2’
Horizontal Scale: 1 = 20
Vertical Scale: 1” = 2’
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.Reeve & Associates, - Solutions You Can Build Or
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Reeve & Associates, Inc. - Solutions You Can Build On
FG
78.12 FG
(77.2p) NG
78.12 . v
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(76. /1 1) ng; .4 FG <z
77.59 FG
76.95 FG
(76.54) NG 76.95
(767071 NG77.79 FG
(76.56) NG
78.03 FG
(76.99) NG The following runoff calculations are based on the Rainfall - Intensity - Duration Frequency Curve for the Delta,
Ut area taken from the NOAA Atlas 14 database. Calculations have been completed for the 100-yr 24-hr storm
event. Storm water runoff has been calculated for a temporary basin to be located in the area of the future
commercial development for the runoff from the 460 North roadway area not captured in the overall project
basin. LID for this area is already provided in the main basin.
FG
(76.63) NG
75.49
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45I71M2 I NV ' X*'7.60\bc
77. d*
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I The calculations are as follows:
9 Drainage Area:
Total Area = 0.67 acre or
Runoff Coefficients
Paved Area
Weighted Runoff Coefficient
>
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78 f 65
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78.00
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78.85 |
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78.00
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78.65
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78.00
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(75.77) NG (76.85) NG
75.7 p/ ’
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75.77 FG
(75.70) NG
76.00 FG x _76.42 FG
(76.15) KlG1 (76.49) NG
76.02 FG
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76.34
(75.9-£Ms
76.63
(76.64) NG
76.31 FG
(76.64) NG
76.50 FG
(76.53) NG
75.29 FG 75.42 FG
(75.42) NG -,(75.77) -hlG
74.6 *F(f.\
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CO,TEMPORARY BASIN NOTES:
TOP/BERM
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BOTTOM INV
SIDE SLOPE
= 4574.00
= 4573.00
= 4571.50
= 3:174.53
TOP(73.00)
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460 North Storm Runoff Calculations
Delta Crossings
8059-01 11/8/2023 kar
29,342 ft 2
29,342 C = 0.9
C = 0.90I c
£
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/V
Percolation Rate:
Drainage Area 2,520 s.f.
Perc Rate 90 mpi
Percolation out (1in/perc rate)*(1ft/12in)*(1min/60sec)*Bot Area of D
0.04 cfs
Time to Drain 30.9 hrs
Volume of Run-off for 100-year Storm Event:
C =0.90
I =See Below in/hr
A =29342 ft2
Q(out) =0.00 ft 3 /s (0 cfs per acre)
time time i Q Vol. in Vol. out Difference
(min)(sec) (in./hr.)(cfs)(of)(cf)(cf)
0 0 0.00 0.00 0 0 0
5 300 4.93 3.01 904 0 904
10 600 3.75 2.29 1375 0 1375
15 900 3.1 1.90 1706 0 1706
30 1800 2.09 1.28 2300 0 2300
60 3600 1.29 0.79 2839 0 2839
120 7200 0.729 0.45 3209 0 3209
180 10800 0.491 0.30 3242 0 3242
360 21600 0.263 0.16 3473 0 3473
720 43200 0.14 0.09 3697 0 3697
1440 86400 0.082 0.05 4331 0 4331
SUMMARY:
The 100-yr storage volume for the temporary basin is 4,331 cubic feet
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IATE REEVE
15” R 3P SD
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Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 100
Know what’s belOW.
Cell before you dig.
Number: 8059—01
Scale
15
22 Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
Reeve & Associates, Inc. - Solutions You Can Build
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CONTRACTOR MUST POT HOLE &
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OF CANAL PRIOR TO BRIDGE
CONSTRUCTION.
CONTRACTOR TO FIELD VERIFY
DEPTHS & SIZING OF EXISTING
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CONSTRUCTION.
CONTRACTOR MUST FIELD VERIFY
LOCATION OF EXISTING SEWER.
CONTRACTOR MUST TERMINATE
SEWER ON THE WEST SIDE OF
PROPOSED BRIDGE LOCATION.
REROUTED UNDERGROUND 4568. 3 NV E 4566.00 NVs1.00% 26 L.F.4566.37 NV N 4576.96 GRATE4567.31 NV OUT15” HDPE S
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ESTATESI DELTA ESTATES DEL1TA
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Sunset Street
375328
J. NATE REEVEUTILITY NOTES:
PVC CONDUCTS MUST BE PROVIDED AT EACH INTERSECTION TO ACCOMMODATE FUTURE ELECTRICAL
POWER, NATURAL GAS AND TELEPHONE/CABLE COMMUNICATIONS CROSSING IF THESE UTILITIES ARE
NOT INSTALLED PRIOR TO STREET PAVING, THEN CONDUITS INSTALLATION MAY BE REQUIRED BY THE
INDIVIDUAL UTILITY/SERVICE COMPANIES.
PROVIDE 18” CLEARANCE
DEPTH OF WATER
1.
FOR WATER LATERALS OVER SANITARY SEWER
4’ MIN. BELOW FINISHED GRADE.TO BE
2.
3.
—
Project Info.
Engineer:
J, NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: ____8059—01 ___
16
Total Sheets
DEMOLITION NOTES:
COMPANY ON REMOVAL OF ALL ON SITE POWER POLES.1. COORDINATE WITH
2. REMOVE/ABANDON
3. ALL EXISTING SEWER MANHOLES WITH IN PROPOSED LOTS MUST BE REMOVED.
POWER
EXISTING UTILITIES ON SITE THAT ARE NOT CURRENTLY IN USE.
80 12040040
Know what's belOW.
Call before you dig40Scale: 1
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.Reeve & Associates, - Solutions You Can Build Or
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UTILITY NOTES:
1. PVC CONDUCTS MUST BE PROVIDED AT EACH INTERSECTION TO ACCOMMODATE FUTURE ELECTRICAL
POWER, NATURAL GAS AND TELEPHONE/CABLE COMMUNICATIONS CROSSING IF THESE UTILITIES ARE
NOT INSTALLED PRIOR TO STREET PAVING, THEN CONDUITS INSTALLATION MAY BE REQUIRED BY THE
INDIVIDUAL UTILITY/SERVICE COMPANIES.
2. PROVIDE 18” CLEARANCE FOR WATER LATERALS OVER SANITARY SEWER
3. DEPTH OF WATER TO BE 4’ MIN. BELOW FINISHED GRADE.
DEMOLITION NOTES:
1. COORDINATE WITH POWER COMPANY ON REMOVAL OF ALL ON SITE POWER POLES.
2. REMOVE/ABANDON EXISTING UTILITIES ON SITE THAT ARE NOT CURRENTLY IN USE.
3. ALL EXISTING SEWER MANHOLES WITH IN PROPOSED LOTS MUST BE REMOVED.
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NOTES FOR UTILITY IN HWY 6:
1. CONTRACTOR MUST FIELD VERIFY LOCATION OF
EXISTING WATER LINE PRIOR TO CONSTRUCTION
2. ALL CONNECTIONS FOR UTILITIES THROUGH HIGHWAY
6 MUST BE BORED PER UDOT STANDARDS.
1375328
J. NATE REEVE
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EX.GAS EX. GAS EX.GAS Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
CON NECT TO EXISTING
(FIELD VERIFY DEPTH
& LOCATION)
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Number: 8059—01
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17
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NOT TO SCALE Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: 8059—01
18
22 Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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CONSTRUCT FLOW
THROUGHS TROUGHS
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Sanitary sewer manhole
1. GENERAL
A. The drawing shows typical pipe connections. Refer to construction drawings for
connection locations or refer to field location of existing piping when engineering
pipe connection to the manhole.
B. Manhole size.
1) Diameter is 4 feet: For sewers under 12" diameter.
2) Diameter is 5 feet: For sewers 12" and larger, or when 3 or more pipes intersect
the manhole.
2. PRODUCTS
A. Base Course: Untreated base course, APWA Section 32 1 1 23. Do not use gravel
as a base course without ENGINEER’S permission.
B. Backfill: Common fill, APWA Section 31 05 13. Maximum particle size 2-inches.
C. Concrete: Class 4000, APWA Section 03 30 04.
D. Riser and Reducing Riser: ASTM C 478.
E. Reinforcement: Deformed, 60 ksi yield grade steel, ASTM A 615.
F. Grout: 2 parts sand to 1 part cement mortar, ASTM C 1329.
G. Stabilization-Separation Geotextile: Moderate or high at CONTRACTOR’S choice,
APWA Section 31 05 19.
3. EXECUTION
A. Foundation Stabilization: Get ENGINEER’S permission to use a sewer rock or a
granular backfill borrow in a geotextile wrap to stabilize an unstable foundation.
B. Base Course Placement: APWA Section 32 1 1 23. Maximum lift thickness is 8-
inches before compaction. Compaction is 95 percent or greater relative to a
modified proctor density, APWA Section 31 23 26.
C. Invert Cover. During construction, place invert covers over the top of pipe in
manholes that currently convey sewerage. See Plan 412.
D. Pipe Connections: Grout around all pipe openings.
E. Pipe Seal: Install rubber-based pipe seals on all plastic pipes when connecting
plastic pipes to manholes. Hold water-stop in place with stainless steel bands.
F. Joints: Place flexible gasket-type sealant in all riser joints. Finish with grout.
G. Adjustment: If the required manhole adjustment is more than T-0”, remove the cone
and grade rings and adjust the manhole elevation with the appropriate manhole
section, the cone section, and the grade rings or plastic form to make frame and lid
match finish grade.
H Finish: Provide smooth and neat finishes on interior of cones, shafts, and rings.
Imperfect moldings or honeycombs will not be accepted.
I. Backfill: Provide backfill against the manhole shaft. Pea gravel and recycled RAP
aggregate is NOT ALLOWED. Water jetting is NOT allowed. Maximum lift
thickness is 8-inches before compaction. Compaction is 95 percent or greater
relative to a standard proctor density, APWA Section 31 23 26.
Trench backfill
1. GENERAL
A. The drawing applies to backfilling the trench above the pipe zone.
2. PRODUCTS
A. Backfill: Common fill, APWA Section 31 05 13. Maximum particle size 3-inches.
B. Flowable Fill: Target is 60 psi in 28 days with 90 psi maximum in 28 days, APWA
Section 31 05 15. It must flow easily requiring no vibration for consolidation.
3. EXECUTION
A. Trench Backfill:
1) DO NOT USE sewer rock, pea gravel, or recycled RAP aggregate as trench
backfill.
2) Maximum lift thickness is 8-inches before compaction. Compaction is 95
percent or greater relative to a standard proctor density, APWA Section 31 23
26.
3) Water jetting is NOT allowed.
4) Submission of quality control compaction test result data developed for
haunching areas may be requested by ENGINEER at any time. Provide results
of tests immediately upon request.
B. Flowable Fill: When required, place controlled low strength material in the trench,
APWA Section 31 05 15. Cure the fill before placing surface restorations.
C. Surface Restoration:
1) Landscaped Surface: Rake to match existing grade. Replace vegetation to
match pre-construction conditions. Follow APWA Section 32 92 00 (turf or
grass) or APWA Section 32 93 13 (ground cover) requirements.
2) Paved Surface: Do not install asphalt or concrete surfacing until trench
compaction is acceptable to ENGINEER. Follow APWA Section 33 05 25
(asphalt surfacing), or APWA Section 33 05 25 (concrete surfacing).
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PLANPLAN
(ECCENTRIC RISER)(CONCENTRIC RISER)
LANDSCAPE
RESTORATION
MAGNETIC MARKING TAPE
MAX. DEPTH = 18"
BELOW FINAL SURFACE
ENCH
CKFI
(NO
TRENCH
BACKFILL
(NOTE 3A)
IF DEPTH OF TRENCH IS
GREATER THAN 4 FEET AND
SHORES OR TRENCH
SUPPORTS ARE NOT USED,
SLOPES ARE REQUIRED.
SEE OSHA REGULATIONS
FLOWABLE FILL ALLOWED
ONLY TO THE TOP OF THE
EXISTING SUBGRADE
Oo$raO
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PIPE ZONE
(SEE DRAWINGS
OR PLAN 382)
FRAME AND COVER
(PLAN 402)CONCRETE COLLAR
(PLAN 413)
FINISH GRADEY///////77>
SHOWNGRADE RINGS ARE
PLASTIC FORM IS ACCEPTABLE
(PLAN 360)
ALL AROUND
THICKNESS
3/4" MINIMUM
CONE AND RISERS
ASTM C 478
REMOVE UPPER 1/3 OF PIPE AFTER
MANHOLE IS COMPLETED.4 OR 5 FEET DIAMETER
PROVIDE MORTAR SHELF WITH SLOPE
OF 1.5’ IN 12"
2/3 D
D
base
COURSE 6
DETERMINED BY
FENGINEER
8 FINISH
GRADE
DETAIL
UNIMPROVED AREAS
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SECTION A-A
Plan
411
Plan
381 Sanitary sewer manholeTrench backfill
203
212202
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On 213April 2011January 2011
Direct bearing thrust block
1 1/2" PENTAGON OPERATING NUT (OPENS LEFT)
PAINT BONNET PER AWWA C502
GREEN - CLASS 1 (1000 GPM OR GREATER)
ORANGE - CLASS B (500 TO 1000 GPM)
RED - CLASS C (LESS THAN 500 GPM)
1.5 FT
MIN.
fej B
GRADE
CONCRETE COLLAR
(PLAN 574)
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PAINT SPOOLS SUP
SLEEVE
FASTEN GEOTEXTILE
TO SPOOL WITH
TAPE
WRAP SEWER
ROCK IN
GEOTEXTILE
THRUST BLOCK
(PLAN 561)DRAIN HOLES
(LOCATIONS VARY)D
SEWER ROCK
GREASE AND
WRAP SPOOL
GREASE
AND WRAP
WHEN SPOOL LENGTH IS GREATER
THAN 16 FEET, VERIFY WITH
AGENCY IF AN ADDITIONAL VALVE
IS REQUIRED AT THE HYDRANT
THRUST BLOCK
(PLAN 561)
Fire hydrant with valve
1. GENERAL
A. Thrust design for pipe sizes or configurations not shown require special design.
B. Bearing areas, volumes, and special thrust blocking details shown on Drawings take
precedence over this plan.
C. Restraint sizing is based upon a maximum operating pressure of 150 psi and a test
pressure of 200 psi, and a minimum soil bearing strength of 2,000 psf. Operating
pressures in excess of 150 psi or soils with less than 2,000 pound bearing strength
will require special design.
D. Before backfilling around thrust block, secure inspection of installation by
ENGINEER.
2. PRODUCTS
A. Base Course: Untreated base course, APWA Section 32 1 1 23. Do not use gravel
as a base course without ENGINEER’S permission.
B. Backfill: Common fill, APWA Section 31 05 13. Maximum particle size 2-inches.
C. Thrust Bocks: Concrete Class 4000, APWA Section 03 30 04.
D. Grease: Non-oxide poly-FM.
3. EXECUTION
A. Pour concrete against undisturbed soil.
B. Pipe Joints: Do not cover with concrete. Leave completely accessible.
C. Grease: Apply grease to all buried metal surfaces. Wrap with polyethylene sheet
and tape wrap.
D. Locking restraint devices may be used in conjunction with concrete thrust blocking
(at discretion of ENGINEER).
E. Base Course and Backfill Placement: Maximum lift thickness is 8-inches before
compaction. Compaction is 95 percent or greater relative to a modified proctor
density, APWA Section 31 23 26.
1. GENERAL
A. Before backfilling, secure inspection of installation by ENGINEER.
B. Additional requirements are specified in APWA Section 33 11 00.
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2. PRODUCTS
A. Hydrant: Dry barrel, AWWA C502.
B. Thrust Bocks: Concrete Class 4000, APWA Section 03 30 04.
C. Reinforcement: Deformed, 60 ksi yield grade steel, ASTM A 615.
D. Backfill: APWA Section 31 05 13. Maximum particle size 2-inches.
1) Sewer Rock: ASTM Size No. 3 (2” to 1”) or larger.
2) Other Type of Common Fill: CONTRACTOR’S choice,.
E. Geotextile: Stabilization-separation fabric, APWA Section 31 05 19.
THE AREA OF BEARING PER
THRUST BLOCK TO EQUAL
1/2 THE AREA SPECIFIED
FOR THE LARGEST PIPE OR
FITTING SIZE
3. EXECUTION
A. Installation:
1 ) Provide at least 1 cubic yard of sewer rock around drain hole at base of hydrant
spool. Wrap geotextile around sewer rock and tape geotextile to hydrant spool
to prevent silting of sewer rock.
2) Paint fire hydrant to agency's fire hydrant paint code.
3) Apply non-oxide grease to all buried metal surfaces. Wrap with polyethylene
sheet and tape wrap.
4) Notify fire department as soon as hydrant is placed in service.
B. Thrust Blocks:
1) Before pouring concrete, wrap pipe system with polyethylene sheet to prevent
bonding of concrete to pipe system.
2) Not required for flange or welded pipe systems.
C. Backfill: Maximum lift thickness is 8-inches before compaction. Compaction is 95
percent or greater relative to a modified proctor density, APWA Section 31 23 26.
MINIMUM BEARING AREA IN SQ. FT.
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16"24 34 18.5 9.5 6
20’27 52 28.5 14.5 16
24"53 74 41 21 53
30"81 114 62 32 16
LEGEND
No.»ITEM DESCRIPTION
®FIRE HYDRANT AWWA C502
VALVE BOX WITH UD 2-PIECE CAST IRON
©GATE VALVE WITH 2" X 2" NUT AWWA C509
©TEE WITH 125 # FLANGE AWWA C110
isg// Wp328
1 gl J. NATE REEVE j S'
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: ___8059—01 ___
19
22 Total Sheets
* FURNISHED BY UTILITY AGENCY
SECTION
Plan
561
Plan
511 Direct bearing thrust block
267
Fire hydrant with valve
237
236
August 2010February 201 1
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.Reeve & Associates, Inc. - Solutions You Can Build On
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3/4" and 1" meter
GENERAL
A. In street surfaces or other vehicular traffic areas (like driveway approaches), Install
the same type of meter box as required for 1 1/2" and 2” service meters. See Plan
522.
B. Before backfilling, secure inspection of installation by ENGINEER.
PRODUCTS
A. Base Course: Untreated base course, APWA Section 32 1 1 23. Do not use gravel
as a base course without ENGINEER’S permission.
B. Backfill: Common fill, APWA Section 31 05 13. Maximum particle size 2-inches.
C. Castings: Grey iron class 35 minimum per ASTM A 48, coated with asphalt based
paint or better.
EXECUTION
A. Meter Placement:
1 ) All meters are to be installed in the park strip or within 7 feet of the property line
(street side).
2) Do not install meters under driveway approaches, sidewalks, or curb and gutter.
B. Meter Box: Set box so grade of the frame and cover matches the grade of the
surrounding surface.
C. Pipe Outside of Right-of-Way: Coordinate with utility agency or adjacent property
owner for type of pipe to be used outside of right-of-way.
D. Inspection: Before backfilling around meter box, secure inspection of installation by
ENGINEER.
E. Base Course and Backfill Placement: Compaction is 95 percent or greater relative
to a modified proctor density, APWA Section 31 23 26. Maximum lift thickness
before compaction is 8-inches.
FRAME AND COVER
WATER
METERMETER BOX (B
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DO NOT PLACE
ANY BACKFILL
IN METER BOX
CROSS-BAR REQUIRED
E
FLARED JOINTS
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PIPE
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SECTION
LEGEND
No.*ITEM DESCRIPTION
®FRAME AND COVER CAST IRON COVER (grass)
DUCTILE IRON COVER (driveway)
®< 18 ’ T0 21 “ diameter)METER BOX ( 30 » T0 36* DEEP)CORRUGATED PE, PVC, CMP OR
MATERIAL ACCEPTABLE TO AGENCY
©3/4" METER YOKE OPTIONAL BACKFLOW PROTECTION
PER AGENCY REQUIREMENTS
©1* METER YOKE OPTIONAL BACKFLOW PROTECTION
PER AGENCY REQUIREMENTS©COPPER PIPE TYPE K (SOFT)
* FURNISHED BY UTILITY AGENCY
Plan
521
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Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
Number: 8059—01
19.1
Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & /SSDOffiS, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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-/MOUNTAIN FUEL
— SUPPLY CO
SERIAL D— 3888— 5
SWPPP Legend
PORTABLE TOILET
INLET PROTECTION
TYP
SILT FENCE
DETAIL)DELTA ESTATES
50’x20’ CONSTRUCTION
ENTRANCE W/8” CLEAN
GRAVEL
TvWFf.
CONCRETE WASH
AREA (SEE DETAIL)
OR AS SELECTED
BY CONTRACTOR
DELTA CROSSINGS
Phase 1Storm Water Pollution Prevention Plan Exhibit
DELTA CITY, MILLARD COUNTY, UTAH
SEPTEMBER, 2023
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SWPPP NOTES:
1. ALL VEHICLES EXITING SITE TO
PROCEED THROUGH CONSTRUCTION
ENTRANCE TO REDUCE AMOUNTS OF
SEDIMENT TRACKED ONTO ROADWAYS.
2. STREETS TO BE SWEPT WITHIN 1000
FEET OF CONSTRUCTION ENTRANCE
DAILY IF NECESSARY
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
1608080
Scale: 1”80’
Construction Activity Schedule
PROJECT LOCATION DELTA CITY, MILLARD COUNTY, (UT)
PROJECT BEGINNING DATE SEPTEMBER 2023
BMP’S DEPLOYMENT DATE SEPTEMBER 2023
STORM WATER MANAGEMENT CONTACT / INSPECTOR MICHAEL ZURN [phone]
SPECIFIC CONSTRUCTION SCHEDULE INCLUDING BMP CONSTRUCTION SCHEDULE TO BE INCLUDED WITH SWPPP
BY OWNER/DEVELOPER >
Number: 8059—01
20
22 | Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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Notes
Describe all BMP’s to protect storm water inlets:
All storm water inlets to be protected by straw wattle barriers, or gravel bags (see detail).
Describe BMP’s to eliminate/reduce contamination of storm water from:
a. Equipment / building / concrete wash areas:
ANCHOR THROUGH
NETTING
STORM DRAIN INLET
GRAVEL BAGS
GEOTEXTILE ATTACHED TO POST WOOD POST OR STAKE
EXISTING GRADE
SHEET FLOW
ANCHOR THROUGH
NETTINGLINE THE SIDE AND BOTTOM
OF THE TRENCH WITH THE
BOTTOM END OF THE FILTER
FABRIC AND BACKFILL WITH
To be performed in designated areas only and surrounded with silt fence barriers.
b.Soil contaminated by soil amendments:
If any contaminates are found or generated, contact environmental engineer and contacts listed
c.Areas of contaminated soil:
If any contaminates are found or generated, contact environmental engineer and contacts listed
d.
e.
f.
g-
h.
j-
Fueling area:
To be performed in designated
Vehicle maintenance areas:
To be performed in designated
Vehicle parking areas:
To be performed in designated
Equipment storage areas:
To be performed in designated
Materials storage areas:
To be performed in designated
Waste containment areas:
To be performed in designated
Service areas:
To be performed in designated
areas only and surrounded with silt
areas only and surrounded with silt
areas only and surrounded with silt
areas only and surrounded with silt
areas only and surrounded with silt
areas only and surrounded with silt
areas only and surrounded with silt
fence.
fence.
fence.
fence.
fence.
fence.
fence.
EXCAVATED SOIL.
SectionBMP’s for wind erosion:
Stockpiles and site as needed to be watered regularly to eliminate / control wind erosion
Construction Vehicles and Equipment:
a. Maintenance
— Maintain all construction equipment to prevent oil or other fluid leaks.
— Keep vehicles and equipment clean, prevent excessive build-up of oil and grease.
— Regularly inspect on— site vehicles and equipment for leaks, and repair immediately.
— Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles)
for leaking oil and fluids. Do not allow leaking vehicles or equipment on— site.
— Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions,
automotive batteries, hydraulic, and transmission fluids.
b. Fueling
— If fueling must occur on— site, use designated areas away from drainage.
— Locate on— site fuel storage tanks within a bermed area designed to hold the tank volume.
— Cover retention area with an impervious material and install in in a manner to ensure that any spills will be
contained in the retention area. To catch spills or leaks when removing or changing fluids.
— Use drip pans for any oil or fluid changes.
c. Washing
— Use as little water as possible to avoid installing erosion and sediment controls for the wash area.
— If washing must occur on— site, use designated, bermed wash areas to prevent waste water discharge into
storm water, creeks, rivers, and other water bodies.
— Use phosphate— free, biodegradable soaps.
— Do not permit steam cleaning on— site.
Spill Prevention and Control
a. Minor Spills:
Minor spills are those which are likely to be controlled by on— site personnel. After contacting local emergency
response agencies, the following actions should occur upon discovery of a minor spill:
— Contain the spread of the spill.
— If the spill occurs on paved or impermeable surfaces, clean up using ’’dry” methods (i.e. absorbent
materials, cat litter, and / or rags).
— If the spill occurs in dirt areas, immediately contain the spill by constructing an earth dike. Dig up and properly
dispose of contaminated soil.
— If the spill occurs during rain, cover the impacted area to avoid runoff.
— Record all steps taken to report and contain spill.
b. Major Spills:
On— site personnel should not attempt to control major spills until the appropriate and qualified emergency
response staff have arrived at the site. For spills of federal reportable quantities, also notify the National
Response Center at (800) 424—8802. A written report should be sent to all notified authorities. Failure to report
major spills can result in significant fines and penalties.
Post Roadway / Utility Construction
a. Maintain good housekeeping practices.
b. Enclose or cover building material storage areas.
c. Properly store materials such as paints and solvents.
d. Store dry and wet materials under cover, away from drainage areas.
e. Avoid mixing excess amounts of fresh concrete or cement on— site.
f. Perform washout of concrete trucks offsite or in designated areas only.
g. Do not wash out concrete trucks into storm drains, open ditches, streets or streams.
h. Do not place material or debris into streams, gutters or catch basins that stop or reduce the flow of runoff
water.
i. All public streets and storm drain facilities shall be maintained free of building materials, mud and debris
caused by grading or construction operations. Roads will be swept within 1000’ of construction entrance daily, if
necessary.
j. Install straw wattle around all inlets contained within the development and all others that receive runoff from the
development.
Erosion Control Plan Notes
a. The contractor will designate an emergency contact that can be reached 24 hours a day 7 days a week.
b. A stand-by crew for emergency work shall be available at all times during potential rain or snow runoff events.
Necessary materials shall be available on site and stockpiled at convenient locations to facilitate rapid construction of
emergency devices when rain or runoff is eminent.
c. Erosion control devices shown on the plans and approved for the project may not be removed without approval of the
engineer of record. If devices are removed, no work may continue that have the potential of erosion without consulting
the engineer of record. If deemed necessary erosion control should be reestablished before this work begins.
d. Graded areas adjacent to fill slopes located at the site perimeter must drain away from the top of the slope at the
conclusion of each working day. this should be confirmed by survey or other means acceptable to the engineer of
record.
e. All silt and debris shall be removed from all devices within 24 hours after each rain or runoff event.
f. Except as otherwise approved by the inspector, all removable protective devices shown shall be in place at the end of
each working day and through weekends until removal of the system is approved.
g. All loose soil and debris, which may create a potential hazard to offsite property, shall be removed from the site as
directed by the engineer of record of the governing agency.
h. The placement of additional devices to reduce erosion damage within the site is left to the discretion of the engineer of
record.
i. Desilting basins may not be removed or made inoperable without the approval of the engineer of record and the
governing agency.
j. Erosion control devices will be modified as need as the project progresses and plans of these changes submitted for
approval by the engineer of record and the governing agency.
Perspective View
Figure 2 Inlet Box Protection
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should generally be less than three (3) times
the height of the fence.
♦If a steel or plastic mesh is required to rein-
force the geotextile, it shall have a minimum
mesh opening of 15.2cm (6”).
*Fasten the mesh to the upslope side of the
posts using heavy duty wire staples, tie wires
or hog strings. Extend the mesh into the bottom
of the trench.
*The geotextile shall then be stapled or wired to
the posts. An extra 20-50cm (8-20”) of
geotextile shall extend into the trench.
INSPECTION
♦Inspect the silt fence daily during periods of
rainfall, immediately after significant rainfall
event and weekly during periods of no rainfall.
Make any repairs immediately.
♦When sediment deposits behind the silt fence
are one-third of the fence height, remove
and properly dispose of the silt accumulations.
Avoid damage to the fabric during cleanout.
REMOVAL
♦Silt fence should not be removed until con-
struction ceases and the upslope area has
been properly stabilized and/or revegetated.
INSTALLATION
The silt fence should be installed prior to major
soil disturbances in the drainage area. The fence
should be placed across the slope along a line of
uniform elevation wherever flow of sediment is
anticipated. Table 1 shows generally-recommended
maximum slope lengths (slope spacing between
fences) at various site grades for most silt fence
applications.
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SEE STAKE DETAIL
////
J||iFSTRAW WATTLE-
SEE STAKE DE'’AIL
STORM DRAIN
DROP INLET
TABLE 1:
Recommended Maximum Slope Lengths
for Silt Fence
(Richardson & Middlebrooks, 1991)
Slope Steepness
(%)
Max. Slope Length
m (ft)
<2%30.5m (100ft)
2-5%22.9m (75ft)
5-10%15.2m (50ft)
10-20%7.6m (25ft)
>20%4.5m (15ft)
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PREFABRICATED SILT FENCE ROLLS
*Excavate a minimum 15.2cm x 15.2cm
(6”x6”) trench at the desired location.
♦Unroll the silt fence, positioning the post
against the downstream wall of the trench.
*Adjacent rolls of silt fence should be joined
be nesting the end post of one fence into
the other. Before nesting the end posts,
rotate each post until the geotextile is
wrapped completely around the post, then
abut the end posts to create a tight seal as
shown in Figure 1.
*Drive posts into the ground until the required
fence height and/or anchorage depth is
obtained.
♦Bury the loose geotextile at the bottom of the
fence in the upstream trench and backfill
with natural soil, tamping the backfill to
provide good compaction and anchorage.
Figure 2 illustrates a typical silt fence
installation and anchor trench placement.
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Section A
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Plan View
Figure 1:
Top View of
Roll— to— Roll Connection
STORM DRAIN
DROP INLET
STRAW WATTLE-
FIELD ASSEMBLY:
♦Excavate a minimum 15.2cm x 15.2cm
(6”x6”) trench at the desired location.
♦Drive wooden posts, or steel posts with fasten-
ing projections, against the downstream wall
of the trench. Maximum post spacing should
be 2.4-3.0m (8- 10ft). Post spacing
Silt Fence Detail
SCALE: NONE Drop Inlet Protection
10 MIL
PLASTIC LINER 2 TO 1 SLOPE3HIGH BERM
14’
WOOD STAKE
STRAW WATTLE-
FLOW
WOOD STAKE
STRAW WATTLE-
r I3V5328
J. NATE REEVE
Conduct a minimum of one inspection of the erosion and sediment controls every two weeks. Maintain documentation on site.
a. Part III.D.4 of general permit UTRC00000 identifies the minimum inspection requirements.
b. Part II.D.4.C identifies the minimum inspection report requirements.
c. Failure to complete and/or document storm water inspections is a violation of part III.D.4 of Utah General Permit UTR
300000.
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. FICKLIN
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
50’x20’ CONSTRUCTION ENTRANCE Stake Detail
W/ 8” CLEAN 2”— 4” 0 GRAVEL BASE
OVER WOVEN GEOTECH FABRIC Concrete Washout Area
w/ 10 mil Plastic Liner
SCALE: NONE
Number: 8059—01
Cross Section 50’ x 2O r Construction Entrance 21
22 Total SheetsOR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY LIABILITY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
Reeve & Associates, Inc. - Solutions You Can Build
THESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN,
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EX-tOHP _EXXiHP EX. OHP EX.OHP EX.OHP
IRR/30'30IRR/30—>0
IRR/30 IRR/30-• IRR/30 r - —IRR/jQ ------IRR/30-———1R r /30IRR/30-
Avoid Planting over
existing irrigation pipe
OPEN SPACE/RETENTI
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PLANT TABLE
TREES
Quantity Symbol Scientific Name Common Name Size
8 Celtis occidentalis Common Hackberry 2” cal.
5 Gleditsia triacanthos ’Imperial’Imperial Honey Locust 2” cal.
8 Pinus nigra Austrian Pine 6’ Ht
OTHER
Symbol Description Type
Turf Grass - Sod
Kentucky Bluegrass Mix — 3 Species Minimum
Sod
Avoid Planting under
power line
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PLANTING NOTES
1. This planting plan is diagrammatic and plant locations are approximate. Contractor to
verify all quantities and do their own takeoffs.
2. Field survey, stake, and string the layout and locations of site construction features
for approval before actual construction. The layout shall conform to the exact location
and grades of the intended work to be done.
3. Coordinate all aspects of the planting plans with the irrigation system and call the
attention of the owners representative to any conflict in placement of plants in
relation to sprinkler heads, lines and valves at the time the landscape installation
phase takes place.
4. Finish grade of soil in lawn areas shall be 2” below pads, walks, paving, headers
and curbs to accommodate sod. Grades in areas when seeded shall be 1” lower than
adjacent edge.
5. Native topsoil shall be stockpiled and stored on site whenever possible for use in
landscape areas.
6. All sod areas shall receive a minimum 4” depth of native topsoil and shrub beds
shall receive a minimum of 8” of native topsoil.
7. Imported topsoil, when required, shall come from a reputable source, have a loam
consistency and be free of weeds and debris.
8. Face each shrub to give the most pleasing look as seen from a line perpendicular to
the wall or walk to/from which it is viewed.
9. Edging or Curbing shall be installed as shown on the plan to separate grass from
shrub beds.
10. Shrub beds shall drain properly to prevent standing water from occurring. Call
improperly draining planters or planting beds to the attention of the owners
representative before planting. Provide positive drainage away from all structures and
walls. Slope landscape areas 2% minimum.
11. Place mulch in all shrub beds and perennial areas. See schedule for depth and type.
Do not crowd out small perennial plants with excessive mulch.
12. Provide a 3’ minimum diameter circle ’’tree ring” around trees that are placed within
lawn areas. Place a 3” min. depth of mulch. Use shredded bark mulch or match
mulch being used for shrub beds.
13. The contractor shall maintain all work until work is complete and accepted by the
Owner. The contractor shall maintain and guarantee all work for a period of THIRTY
DAYS from the date of final acceptance by the Owner. Maintenance shall include
mowing, weeding, fertilizing and irrigating.
PRUNE ALL DEAD AND INJURED
WOOD. DO NOT CUT LEADER.
2
METAL T-POSTS, 2 PER TREE.
REMOVE POSTS & TIES AFTER
ONE YEAR.
CONSTRUCT 4” EARTH BERM
SAUCER. FILL WITH
BARK/ROCK MULCH.
AWAY FROM TRUNK.
SAUCER AFTER ONE
3”
BRUSH
REMOVE
YEAR.
REMOVE BURLAP/PACKAGING
MAT. PLANT TREES 2”-3”
HIGHER THAN GRADE.
BACKFILL WITH NATIVE SOIL
UNDISTURBED SOIL
LOOSELY TIE TO ALLOW FOR
TREE MOVEMENT, BUT SECURED
FOR HIGH WIND CONDITIONS.
66
PETERSON
Project Info.
Engineer:
J. NATE REEVE, P.E.
Drafter:
N. PETERSON
Begin Date:
SEPTEMBER, 2023
Name:
DELTA CROSSING
PHASE 1
NOTE:DIG HOLE THREE TIMES THE
WIDTH AND AS DEEP AS
ROOTBALL, EXCEPT WHERE NOTED.
Number: 8059—01DECDDOOyS =TREE FLAMTM
NTS 22
22 Total SheetsTHESE PLANS AND SPECIFICATIONS ARE THE PROPERTY OF REEVE & ASSOCIATES, INC., 5160 SOUTH 1500 WEST, RIVERDALE, UTAH 84405, AND SHALL NOT BE PHOTOCOPIED, RE-DRAWN, OR USED ON ANY PROJECT OTHER THAN THE PROJECT SPECIFICALLY DESIGNED FOR, WITHOUT THEIR WRITTEN PERMISSION. THE OWNERS AND ENGINEERS OF REEVE & ASSOCIATES, INC. DISCLAIM ANY UABIUIY FOR ANY CHANGES OR MODIFICATIONS MADE TO THESE PLANS OR THE DESIGN THEREON WITHOUT THEIR CONSENT.
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